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PE-1414-81 (3)I DATE ITEM INTITALS I Insp Bond qty: Posted: Construction Started: Completed: Certification Documents Submitted: Accepted: Final Inspection (all Punchlist items complete) Inspection Bond Released: Construction Bond Released: 70& CO. 6r4Q- Auavrrs s rem • "91j Pins eal 51P (g axt (a (W4t fratadIS leir ak4 or sakaco mow Mg 6 D (u ATM.) I 1:( - n & #IP 24- xib Purrs 6447 fine_ 14-frq ® t f r 24 oi:14 d mato de-4 t -c c /o / J tre& ''` c nr�✓ Oi� /a r-cc /2,e (INIUN4 HE. Amino, 1-,0 ✓h 1 92 rR:CIb 0 tob,n/R 10 (01 ( aV (o 919 6^2Vt ,/ 1' Dell CO. P(c4 . Qv C e nte(pwR5 oar qe f t *taem (ik4k2i0 ,$° PROJECT NAME Tweekinut A.1.. d 147 4 O PROJECT #014 4 SITE ADDRESS #LOTS , #ACRES PARCEL # ROAD NAMES CONSTRUCTION STATUS SPONSOR CONSTR. ENGR. NAME NAME COMPANY COMPANY ADDRESS ADDRESS CITY CITY STATE /ZIP STATE /ZIP PHONE /fax PHONE /fax eMAIL eMAIL PERMITS ISSUED PERMIT # DATE DATE TO SCOPE Post -it* Fax Note 7671 Date 1,//Z Al 0.e..„,) / /� To 17 Jr/-1 A, Fro c. / ---0)E Co/Dept. Co. Phone # Phone $ Fax # VS i6 _ 662a Fax #e #6 p_ 3 ,....49/78- April 22, 1998 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer Dean -Deily Company 16720 N.E. 116 Street Redmond, Washington 98052 Att: Ed Dean Re: Riverwalk 1 Addition: Project Finalization Dear Ed, Sincerely, Jim Radke, P.E. Development Engineering Services A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 I visited Riverwalk 1 °` Addition after our phone conversation yesterday about the propertly line and the irrigation splices. I did indeed find the property corners, and I did determine that there is no room to move the fence or the wall. I also did indeed find that the wire nuts had been changed out on a number of irrigation valves. So, the wall and the fence stay where they are at, and the irrigation splices are no longer an issue. The only items that remain in the way of getting this project accepted are: 1) The street sign at Indiana & McMillian replaced. 2) Indiana Avenue needs to be swept clean within R -walk 1 ". 3) Submittal of the as -built plans on mylar. 4) Payment of County Invoices: #8857 dated 12/10/97 for $560.65; #8964 dated 1/9/98 for $494.34; and #9051 dated 2/6/98 for $44.35. Please arrange for the completion of these items by early next week. Upon completion, I will issue a letter accepting the project certification package and then begin the process of establishing the roads. 04/22/98 14:09 $509 3243478 COUNTY ENGINEERS Cdool s:sss: : :sss: : :ssss* *** ** :s: sss ACTIVITY REPORT ss: ss s s:ss3sstsss s s s :: :s: :sass ACTY# MODE CONNECTION TEL CONNECTION ID START•TIME USAGE T. PAGES RESULT 2724 AUTO RX G3 04/21 14:20 01'02 N N N O O O O N H ^I 1-1 .-1 4-1 .-1 N t7 H •-1 •■1 N 1.-1 < .-1 1-1 O ^I 01 N CO r1 O O N 'i < 1-1 '-1 OK 2725 TX G3 89p94564856 04/21 14:58 01'48 OK 2726 AUTO RX G3 5093594673 04/21 15:00 01'38 OK 2727 TX 64397095097352402 04/21 15:22 00'00 NG 0 STOP 2728 TX 64399075097352402 04/21 15:24 00'00 NG 0 STOP 2729 TX 89995097352402 04/21 15:26 00'00 NG 0 STOP 2730 TX 899915097352402 04/21 15:33 00'00 NG 0 #018 2731 AUTO RX G3 5093288224 TAYLOR ENGINEER 04/21 15:44 00'59 OK 2732 AUTO RX G3 04/21 17:28 00'36 OK 2735 AUTO RX G3 5094431365 04/22 03:49 00'44 OK 2736 AUTO RX G3 04/22 05:51 00'51 OK 2737 TX G3 89p96264496 04/22 06:37 00'53 OK 2738 TX G3 89999217566 COLUMBIA LTG HR 04/22 06:38 00'46 OK 2739 TX G3 89993256050 04/22 06:40 00'51 OK 2740 TX G3 11590755097352402 04/22 06:42 01'39 OK 2741 AUTO RX G3 509 534 6828 04/22 06:56 01'23 OK 2742 AUTO RX G3 509 922 2406 04/22 07:01 01'00 OK 2743 AUTO RX G3 3607056862 04/22 07:20 00'49 OK 2745 AUTO RX G3 509+299+5035 04/22 07:27 01'42 OK 2746 TX G3 89994875784 04/22 07:32 01'19 OK 2747 TX G3 89p94875784 04/22 07:48 00'50 OK 2748 TX G3 24693592062844595 04/22 07:54 02'44 OK 2749 TX G3 89p94565642 04/22 08:38 00'39 OK 2750 AUTO RX G3 5093288224 TAYLOR ENGINEER 04/22 08:45 00'35 OK 2751 AUTO RX G3 5092474858 04/22 08:51 00'23 NG 0 r #106 2752 AUTO RX G3 5092474858 04/22 08:58 01'24 OK 2753 TX G3 89994568650 04/22 09:05 02'07 OK 2754 AUTO RX G3 3607056862 04/22 09:50 01'54 OK 2755 AUTO RX G3 3151 04/22 10:42 02'19 OK 2756 TX G3 89995338163 04/22 10:46 00'35 OK 2757 TX G3 11590755097352402 04/22 11:03 00'45 OK 2758 AUTO RX G3 15094683187 04/22 11:15 00'44 OK 2759 AUTO RX G3 509 747 8537 04/22 12:36 00'50 OK 2760 AUTO RX G3 509 747 8537 04/22 12:52 00'49 OK 2761 TX 8994772681 04/22 12:56 00'00 NG 0 STOP 2762 TX 8994472681 04/22 12:56 00'00 NG 0 STOP 2764 TX G3 89p94562274 04/22 13:27 01'29 OK 2765 TX G3 89999227716 04/22 13:51 00'43 OK 2766 TX G3 89994586627 Spokane Cnty Pur 04/22 13:59 06'35 OK 2767 TX G3 115p0754258696620 DEAN -DEILY CO. 04/22 14:09 00'40 OK 04/22/98 14:09 $509 3243478 COUNTY ENGINEERS Cdool Post -it° Fax Note DateI/ / � / To Y_ - 7 _ 1 7671 A /V -P-A ) s- - P- ASO/� Co. eo /Dept. Phone # Phone 14 F a x f / // 4 ()b7� p 2 �/ / Fax 06-0p_ / - 3 / U 7 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer April 22, 1998 Dean -Deily Company 16720 N.E. 116 Street Redmond, Washington 98052 Att: Ed Dean Re: Riverwalk 1 Addition: Project Finalization Dear Ed, A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director I visited Riverwalk 1 Addition after our phone conversation yesterday about the propertly line and the irrigation splices. I did indeed find the property comers, and I did determine that there is no room to move the fence or the wall. I also did indeed find that the wire nuts had been changed out on a number of irrigation valves. So, the wall and the fence stay where they are at, and the irrigation splices are no longer an issue. The only items that remain in the way of getting this project accepted are: Sincerely, Jim Radke, P.E. Development Engineering Services 1) The street sign at Indiana & McMillian replaced. 2) Indiana Avenue needs to be swept clean within R -walk 3) Submittal of the as -built plans on mylar. 4) Payment of County Invoices: #8857 dated 12/10/97 for $560.65; #8964 dated 1/9/98 for $494.34; and 119051 dated 2/6/98 for $4435. Please arrange for the completion of these items by early next week. Upon completion, I will issue a letter accepting the project certification package and then begin the process of establishing the roads. 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer March 9, 1998 Dean -Deily Company 16720 N.E. 1 l6' Street Redmond, Washington 98052 Att: Ed Dean A4* r ILr, A DIVISION OF THE PUBLIC WORKS DEPARTNIENT Dennis M. Scott, P.E., Director Re: Riverwalk 1" Addition: Notification Of Intent To Take Action Against Indemnity Company Of California Bond #445636S Dear Ed, Please be notified that all items on the above project's punch list must be completed prior to May 30, 1998. In the event that all items are not completed by that date, the Division of Engineering and Roads will initiate legal action against the above described instrument of surety. 1 am providing this notice so that you may arrange for the completion of all items prior to May 30, 1998. It is time to get this project 100% completed so that the public roadways may be established for County Maintenance. I have enclosed a copy of the referenced bond for your review. Sincere Jim Radke, P.E. Development Engineering Services cc: Cynthia L. Jay (Indemnity Co. Of California) Rob Binger, Spokane County Prosecutor's Office Bill Hemmings, Development Engineering Services Bill Johns, County Engineer 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3476 TDD: (509) 324 -3166 KNOW ALL BY THESE PRESENTS, that (developer), as "PRINCIPAL," STANTON — SPOKANE L.P. and INDEMNITY COMPANY OF CALIFORNIA BONDING COMPANY CALIFORNIA a corporation organized and existing under the laws of the Stale of and authorized to transact a surety business in the State of Washington, as "Surety," are held and firmly bound unto Spokane County, a liblitical subdivision o( thc.Statc of Washington, as "Obligee," in the penal sum of cIN I. TWENTY — EIGHT THOUSAND AND NO / ** llullurs($ 28,000.00 ), lawful money of the United Stale of America, for the payment of which the Principal and Surety bind themselves, their heirs, executors, administrators, successor] and assigns, jointly and severally, firmly by these presents. WHEREAS, said Principal is the developer of a tract of land in Spokane County divided and platted into lots and RIVERWALK FIRST ADDITION known as and being located in Section 8 , Township 2s North, Range 45 E.W.M., in Spokane County, Washington, and said County has required that a bond be furnished in an amount sufficient to pay the construction cost of grading and surfacing to the approved grades and typical section of the roadways of said plat and the installation of drainage structures and such other work as is incidental and necessary thereto, all in accordance with those Plat Roadway Improvement Specifications dated JULY 5 19 95 and to the satisfaction of the Spokane County Engineer; such improvements to be completed two (2) years or Icss time unless • said cline period be extended at the option of the Spokane County Engineer. Upon failure of Principal to comply with the requirements stated herein within the time authorized, and ujon delivery of written notice thereof by Obligee o Surety, the Surety shall shake satisfaction to Obligee to the extent of this Bond. The obligation of this Bond shall be kept in full force and effect until, in the opinion of the Obligee, the requirements herein stated have been satisfied, in which event written release will be given by the Obligee, the Obligee having sole right to grant stick release. Surety hereby waives all rights to release from the obligation except as herein stated. SIGNED AND SEALED this BONDING COMPANY: Address: City, State: Zip Code: Phone N: L'RLNQLl'AL (developer): Address: City, Slate: Zip Code: k dW ds,yeubll96 •SUBDIVISION ROADWAY 11111'11OYEMENT ILOND- SPOKANE, COUNTY 3rd INDEMNITY COMPANY OF CALIFORNIA 999 3rd Ave., Ste. 1700 Seattle, WA 98104 day of 382 -7900 Bond No.. 445636S Spokane Co Engineer File N By: 1'Ille: CYNTHII L. JAY, ATTORNEY- IN -FAQ�f STANTON - SPOKANE L.P. NOVEMBER 16720 N.E. 116th Street Redmond, WA 98052 Phone p: 425/869 -6618 , 19 97 INLAND PACIFIC ENGINEERING - TF ANSMITTAL 707 W. 7th Avenue, Suite 200 Spokane, WA (509)458- 6840 )458 -6844 TO: Spokane County Engineering Dept. 1026 W. Broadway Spokane, Wa. 99260 -0170 ATTENTION: Jim Radke, P.E. PROJECT #: Description: • Xerox Prints ❑ Copy of Letter ❑ ❑ Original Drawing ❑ Contract Documents ❑ ❑ Work Authorization ❑ Report ❑ No. Copies Description 2 sets (2 of 2) Xerox prints, Irrigation Plan Record Drawing 2 copies 0 and M Manual, and product list Purpose • Information ❑ Review & Comments ❑ Per Your Request • Written Approval ❑ Signature & Return Remarks Jim - Please review the above referenced plans for final acceptance. If you have any questions or comments, please feel free to give me a call. Thank you for your cooperation. Signed: acS4 ids+ w4+c�� DATE January, I P ; E C P ROJE CT PROJECT NAME Rtverwalk 1 Addition DIVISION OF ENGINEERING AND ROADS March 5, 1998 Dean -Deily Company 16720 N.E. 116 Street Redmond, Washington 98052 Art: Ed Dean Dear Ed, Sincerely, Tim Radke, P.E. Development Engineering Services cc: Bruce Howard C o u NT - r v A DIVISION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., Count' Engineer Dennis M. Scott, P.E., Director Re: Riverwalk 1 Addition: Punch list Completion & Sidewalk Encroachment M I am transmitting a copy of Inland Pacific Engineering Company's November 28, 1997 punch list for the above project. I am also transmitting a copy of my December 17, 1997 letter to IPEC regarding 2 additional items that are required. In answer to your phone inquiry regarding the punch list item for removal of the retaining wall from the sidewalk. I looked up the original design deviation that the plan refers to. The design deviation was for a non - standard right -of -way width. The deviation was approved based upon the written statement that the non - standard width would not effect the roadway or the sidewalk. The detail included in the deviation showed the wall being placed behind the walk. So the right -of way needs to be staked in this area, and the fence and the wall need to be moved to the right of way line, or immediately behind the walk whichever is more convenient. This will bring the installation into compliance with the basis of approval for the original design deviation. I hope that you will work toward completion of the items referenced so that project acceptance can move forward. 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324-3166 November 28, 1997 W.O. 96106 Dean -Deily Company 16720 N.E. 116th Street Redmond, Washington 98052 Attu: Ed Dean INLAND PACIFIC ENGINEERING, INC. Re: Riverwalk P.U.D. P' Addition, Final Walk Through and Punchlist (Indiana Avenue and Mission Avenue) Dear Ed, Tim Radke - Spokane County Engineers Office, Allen Arnold - Artistic Landscape, Todd Whipple - Inland Pacific Engineering, Bruce Howard - Inland Pacific Engineering, Ed Dean - Dean- Deily Company * The new curb at the southwest corner of Indiana and Harmony requires backfill. * Sidewalk at approximate Indiana station 14 +00 right, requires bacltill. . 707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205 Spokane, WA 99204 Coeur d'Alene, ID 83814 509 -458 -6840 • FAX: 509 -458 -6844 208 -765 -7784 • FAX: 208. 769 -7277 D ec , 0 8 7997 At your request we met Monday morning November 24, 1997 on site to participate in the "Final Acceptance" walk through. Present at the meeting were; The following deficient items were noted for correction prior to final acceptance by Spokane County. * As -built pond volume calculations need to represent actual depth of constructed ponds, not the assumed .5' depth noted in original submittal calculations.RIPE) . * Remove alter fabric from all frame and grates in ponds with established grass. * Remove all concrete plugs in Indiana from asphalt coring and replace with either hot mix, cold patch, concrete, or epoxy mix that will not shrink/swell. Cc fl-4 - * The cracks in the cross gutter at the east and west curb returns will have to be cleaned and injected with epoxy due to the heavy concentration of water in these areas * One cracked panel of sidewalk at the southwest corner of Indiana and McMillan will have to be removed and replaced. Final Punchlist page 2 * A gravel wheel chair ramp is required for connection from the asphalt to the existing sidewalk at Indiana and Barker, north side of the street. (Approximate Indiana station 10 +65, left) * Remove and replace the existing fence, and retaining wall from Spokane County R.O.W.. (Approximate Indiana station 13 +70, left) * Irrigate and seed or sod the unfinished portion of Common Area, approximate Indiana station 21 +50 to 21 +80, left. The following deficient items were noted at a meeting held on Tuesday November 25, 1997. Present at this meeting were; Jim Radke, Spokane County Engineers Office Allen Arnold, Artistic Landscape Bruce Howard, Inland Pacific Engineering. The purpose of the second meeting was to complete a walk through for the irrigation system. Please note the following items will have to be corrected prior to "Final Acceptance" by Spokane County. * A final inspection certification by Labor and Industries for the electrical inspection of the irrigation power supply. (The meter and pedestal are located at approximate Indiana station 10+70, right.) @. rot ' * A lock is required on the pedestal. * The electrical connections on the irrigation valves need to be changed to water proof splice connections. 1 o Srlr"i G H s. * Revised Irrigation Record Drawings submitted to Spokane County reflecting revisions to irrigation system.r(IPE)_ Should you have any questions regarding this information please do not hesitate to call Sincerely, Inland Pacific Engineering Bruce A. Howard Principal DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 17, 1997 Inland Pacific Engineering, Inc. 707 West 7 Avenue, Suite 200 Spokane, Wa 99204 Att: Bruce Howard Re: Riverwalk PUD 1' Addition: Final Walk Through and Punchlist. Dear Bruce, I received the November 28, 1997 final walk through punch list for Riverwalk 1 Addition. It is accepted as the final walk through punch list with two additions: 1) The clay adjustment brick issue needs to be resolved. An acceptable resolution is for K.C. Construction to submit an extended warranty letter on the adjustments in . Riverwalk 1' They would agree to repair and replace failed adjustment sections for a period of 10 years from the date of establishment. 2) 2) I need submittal of the final, as -built record drawings on mylar media. I can initiate the process that formally accepts and establishes the roadways upon completion of the final punch list. Ed Dean has requested a bond reduction to the 5% level. I can reduce the bond down to 10% (County Standards call for 10% hold back until roads are established. 5% is the warranty level after roads are established). I will formally complete the bond reduction later this week. Sincerely, cc: Ed Dean Radke, P.E. Engineering Services C o u r T v A D IVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324-3478 TDD: (509) 324 -3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 23, 1997 Indemnity Company of California 999 Third Avenue, Suite 1700 Seattle, Washington 98104 Re: Bond 4445636S: Stanton- Spokane Limited Partnership Spokane County Project P1414: Riverwalk 1' Addition Dear Sir / Madam, Please be advised that bond #4456365 issued by ycur firm as surety for the construction of roads and drainage facilities in the Riverwalk 1s Addition development in the current amount of $28,000.00 may now be reduced to $18,830.00 (Eighteen Thousand, Eight Hundred and Thirty U.S. Dollars). If you have any questions, please call Jim Radke at 456 -3600. Sincerely, Jim Radke, P.E. Development Engineering Services • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324-3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 23, 1997 Stanton - Spokane Limited Partnership 16720 NE 116 Street Redmond, Washington 98052 Att: Ed Dean Re: Riverwalk 1' Addition: Bond Reduction Dear Mr. Dean, I am enclosing a copy of a bond reduction letter sent out to Indemnity Company of California today for Riverwalk 1 Addition reducing the to $18,830.00. 1 missed the fact that the Indemnity Company of California bond replaced the Enterprise Bank Company bond as surety for this project. Sorry for the confusion. Sincerely; Th� 7) Jim Radke, P.E. Engineering Services • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260-0170 • (509) 456 -3600 FAX: (509) 324-3478 TDD: (509) 324 -3166 S P O K A N E "` „' "` ` =" ; fit,; C O U N T DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 23, 1997 Indemnity Company of California 999 Third Avenue, Suite 1700 Seattle, Washington 98104 Re: Bond #-4456365: Stanton - Spokane Limited Partnership Spokane County Project P1414: Riverwalk 1 Addition Dear Sir / Madam, • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director Please be advised that bond #445636S issued by your firm as surety for the construction of roads and drainage facilities in the Riverwalk 1s Addition development in the current amount of $28,000.00 may now be reduced to $18,830.00 (Eighteen Thousand, Eight Hundred and Thirty U.S. Dollars). If you have any questions, please call Jim Radke at 456 -3600. Sincerely, Jim Radke, P.E. Development Engineering Services 1026W. Broadway Ave. • Spokane. WA 99260-0170 • (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 17, 1997 Stanton - Spokane Limited Partnership 16720 NE 116 Street Redmond, Washington 98052 Att: Ed Dean Re: Riverwalk 1" Addition: Final Walk Through Punch List; And Bond Reduction. Dear Mr. Dean, Please find enclosed a copy of my letter to Bruce Howard referencing Riverwalk 1" Addition's final punch list. I can initiate the process that accepts and establishes the roads upon completion of the items on the final punch list. Physical completion of all the items on the punch list may well not take place until spring due to winter weather considerations. Regarding the project bond: County Standards allow reduction of the bond to the 10% level prior to the establishment of the roads. After establishment, the bond can be further reduced to the 5 %, 1 -year warranty amount. The bond currently stands at $28,000.00. Reduction to the 10% level of $18,830.00 will result in a $9,270.00 being released. I sincerely appreciate your efforts toward the completion of the work in Riverwalk 1" Addition. We both want to get this project finalized, established for maintenance, and behind us. Sincerely, / Jim Radke, P.E. Engineering Services cc: Bruce Howard Fit if_ • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 17, 1997 • Inland Pacific Engineering, Inc. 707 West 7 Avenue, Suite 200 Spokane, Wa 99204 Att: Bruce Howard Re: Riverwalk PUD 1' Addition: Final Walk Through and Punchlist. Sincerely, /r< _ 7 Jim Radke, P.E. Engineering Services cc: Ed Dean A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis NI. Scott, P.E., Director Dear Bruce, I received the November 28, 1997 final walk through punch list for Riverwalk 1 Addition. It is accepted as the final walk through punch list with two additions: 1) The clay adjustment brick issue needs to be resolved. An acceptable resolution is for K.C. Construction to submit an extended warranty letter on the adjustments in Riverwalk I They would agree to repair and replace failed adjustment sections for a period of 10 years from the date of establishment. 2) 2) I need submittal of the final, as -built record drawings on mylar media. I can initiate the process that formally accepts and establishes the roadways upon completion of the final punch list. Ed Dean has requested a bond reduction to the 5% level. I can reduce the bond down to 10% (County Standards call for 10% hold back until roads are established. 5% is the warranty level after roads are established). I will formally complete the bond reduction later this week. 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 I !72 INLAND PACIFIC ENGINEERING, INC. November 28, 1997 W.O. 96106 Dean -Deily Company 16720 N.E. 116th Street Redmond, Washington 98052 Attn: Ed Dean Re: Riverwalk P.U.D. 1" Addition, Final Walk Through and Punchlist (Indiana Avenue and Mission Avenue) Dear Ed, 707 west 7th • Suite 200 Spokane. WA 99204 509 - 458 -6840 • FAX: 509 -458 -6844 2020 Lakewood Drive • Suite 205 Coeur d'Alene. ID 83814 208 - 765 -7784 • FAX: 208. 769 -7277' De 0 8 799? At your request we met Monday morning November 24, 1997 on site to participate in the "Final Acceptance" walk through. Present at the meeting were; Tim Radke - Spokane County Engineers Office, Allen Arnold - Artistic Landscape, Todd Whipple - Inland Pacific Engineering, Bruce Howard - Inland Pacific Engineering, Ed Dean - Dean- Deily Company The following deficient items were noted for correction prior to final acceptance by Spokane County. * As -built pond volume calculations need to represent actual depth of constructed ponds, not the assumed .5' depth noted in original submittal calculations.[IPE);: • Remove filter fabric from all frame and grates in ponds with established grass. * Remove all concrete plugs in Indiana from asphalt coring and replace with either hot mix, cold patch, concrete, or epoxy mix that will not shrink/swell. Cd" sA -••- -° `£ • * The cracks in the cross gutter at the east and west curb returns will have to be cleaned and injected with epoxy due to the heavy concentration of water in these areas. • One cracked panel of sidewalk at the southwest corner of Indiana and McMillan will have to be removed and replaced. • The new curb.at the southwest corner of Indiana and Harmony requires backftll. • Sidewalk at approximate Indiana station 14 +00 right, requires backfill. Final Punchlist page 2 • A gravel wheel chair ramp is required for connection from the asphalt to the existing sidewalk at Indiana and Barker, north side of the street. (Approximate Indiana station 10 +65, left) * Remove and replace the existing fence, and retaining wall from Spokane County R.O.W.. (Approximate Indiana station 13 +70, left) • Irrigate and seed or sod the unfinished portion of Common Area, approximate Indiana station 21 +50 to 21 +80, left. The following deficient items were noted at a meeting held on Tuesday November 25, 1997. Present at this meeting were; Jim Radke, Spokane County Engineers Office Allen Arnold, Artistic Landscape Bruce Howard, Inland Paci.fic'Engineering. The purpose of the second meeting was to complete a walk through for the irrigation system. Please note the following items will have to be corrected prior to "Final Acceptance" by Spokane County. A final inspection certification by Labor and Industries for the electrical inspection of the irrigation power supply. (The meter and pedestal are located at approximate Indiana station 10+70, right.) a. * A lock is required on the pedestal. * The electrical connections on the irrigation valves need to be changed to water proof splice connections. 10 5 -r ✓e"re o et 5 . * Revised Irrigation Record Drawings submitted to Spokane County reflecting revisions to irrigation system. RIPE) Should you have any questions regarding this information please do not hesitate to call. Sincerely, Inland Pacific Engineering Bruce A. Howard Principal JA-53 1 DATE: TO: COMPANY: FROM: PROJECT NAME: ORIGINAL IN MAIL: O YES NOTES: Jim, Per a conversation with Ed Parry last week or so, he indicated that I could modify the disclaimer on the irrigation plans to suit the submittal. Below is what I am proposing adding to the irrigation as -built plans. "The enclosed as -built irrigation plans are schematic in nature and represent the as- built irrigation system installed as a part of this contract. These plans are not intended to represent actual construction review on the part of the sealing engineer or Inland Pacific Engineering Co., rather they are a representation from the irrigation contractor Artistic Landscape. To the greatest extent possible, all head and controller locations have been field verified." Please review and comment. Todd R. Whipple, INLAND PACIFIC ENGINEERING NOV 2 1007 707 West 7thAvenue, Suite 200 Spokane, WA 99204 Telephone: (509) 458 -6840 FAX: (509) 458 -6844 cc: Bruce Howard, IPE Ed Dean, Dean - Deilley file FAX TRANSMITTAL November 10, 1997 NO. OF PAGES: 1 Including Cover Sheet Jim Radke, P.E. FAX NO.: 324.3478 Spokane County PHONE NO.: 456.3600 Todd Whipple, P.E. JOB NO.: 96106 Riverwa!k 1st - Cor !nspections NO December 10, 1997 Mr. Jim Radke Spokane County Engineer's Office 1026 West Broadway Spokane, Washington 99260 Re: Riverwalk P.U.D. 1st Addition; Final Walk- through and Punchlist Dear Jim; In follow -up to our on -site inspection of the above project on November 24, 1997, and your subsequent meeting on -site with Bruce Howard and Allen Arnold on November 25, 1997, I attach a copy of a letter from Mr. Bruce Howard of Inland Pacific Engineering. This letter identifies the final punchlist for this project, which I believe that you have received, and have approved. Pursuant to our discussions on -site on November 24, 1997, we herewith request that you send to us your authorization for our bonding company to reduce the bond to the 5% level. If there are any questions, I would appreciate it if you would give me a call, at the number above. Thank you very much for your assistance and prompt reply in this matter. Sinc Stanton - Spokane Limited Partnership, by Edward Dean, President enclosure STANTON - SPOKANE LIMITED PARTNERSHIP 16720 NE 116th Street Redmond, WA 98052 (425) 869 -6618 fe cENED DEC 12 i997 TO K.,M.ItL Can ATTENTION :T..` ? Sr PC Description Purpose cc: INLAND PACIFIC ENGINEERING COMPANY 707 W. 7th Avenue, Suite 200 Spokane, WA 99204 (509)458 -6840 Fax: (509)458 -6844 0 Xerox Prints Copy of Letter C Original Drawing 0 Contract Documents 0 Work Authorization EJ Report fl Nu. Copies /� Description — Cter D F R s.i A-z tP -'c. i L E S T DATE: lt7 1 . - I.P.E. PROJECT #: 9- ItCe i PROJECT NAME 0"rformation n Review & Comments Per Your Request Ei Written Approval CI Signature & Return Remarks R F F V'• F�' I DEU 1 U JJr .r rnhININ ENGINEER D \TRNSMR.PMS November 25, 1997 W.O. 96106 Dean -Deily Company 16720 N.E. 116th Street Redmond, Washington 98052 Attn: Ed Dean Re: Riverwalk P.U.D. 1" Addition, Final Walk Through and Punchlist (Indiana Avenue and Mission Avenue) Dear Ed, INLAND PACIFIC ENGINEERING, INC. At your request we met Monday morning November 24, 1997 on site to participate in the "Final Acceptance" walk through. Present at the meeting were; Jim Radke - Spokane County Engineers Office, Allen Arnold - Artistic Landscape, Todd Whipple - Inland Pacific Engineering, Bruce Howard - Inland Pacific Engineering, Ed Dean - Dean- Deily Company Ir- The following deficient items were noted for correction prior to final acceptance by Spokane County. * As -built pond volume calculations need to represent actual depth of constructed ponds, not the assumed .5' depth noted in original submittal calculations. (IPE) * Remove filter fabric from all frame and grates in ponds with established grass. * Remove all concrete plugs in Indiana from asphalt and replace with either hot mix, cold patch, concrete, or epoxy mix that will not shrink/swell. * The cracks in the cross gutter at the east and west curb returns will have to be cleaned and injected with epoxy due to the heavy concentration of water in these areas. * One cracked panel of sidewalk at the southwest corner of Indiana and McMillan will have to be replaced. * The new curb at the southwest corner of Indiana and Harmony requires backfill. * Sidewalk at approximate Indiana station 14 +00 right, requires backfill. 707 West 7th • Suite 200 Spokane, WA 99204 509- 458 -6840 • FAX: 509- 458 -6844 2020 Lakewood Drive • Suite 205 Coeur d'Alene, ID 87814 208 - 765 -7784 • FAX: 208-769-7277 Final Punchlist page 2 * A gravel wheel chair ramp is required for connection from the asphalt to the existing sidewalk at Indiana and Barker, north side of the street. (Approximate Indiana station 10 +65, left) * Remove and replace the existing fence, and retaining wall from Spokane County R.O.W.. (Approximate Indiana station 13 +70, left) * Irrigate and seed or sod the unfinished portion of Common Area, approximate Indiana station 21 +50 to 21 +80, left. The following deficient items were noted at a meeting held on Tuesday November 25, 1997. Present at this meeting were; Jim Radke, Spokane County Engineers Office Allen Arnold, Artistic Landscape Bruce Howard, Inland Pacific Engineering. The purpose of the second meeting was to complete a walk through for the irrigation system Please note the following items will have to be corrected prior to "Final Acceptance" by Spokane County * A final inspection certification by Labor and Industries for the electrical inspection of the irrigation power supply. (The meter and pedestal are located at approximate Indiana station 10 +70, right.) * A lock is required on the pedestal * The electrical connections on the irrigation valves need to be changed to water proof splice connections. * Revised Irrigation Record Drawings submitted to Spokane County reflecting revisions to irrigation system. (IPE) Should you have any questions regarding this information please do not hesitate to call Sincerely, Inland Pacific Engineering Bruce A. Howard Principal CZ; It& 74n3K-a Pc t G1744 -r Post -it' Fax Note 7671 Dale /� pot !. pages • O , o•� ��}}�� � T / O/ep cat? 1,� ,�/ From r /" ,/ r P/4F Co. /Dept. Co. Phone # Phone# Fax #3 L� y � ( / V - , � / 7 U Far# 9, � / J �/ 77 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer November 13, 1997 Inland Pacific Engineering 707 West 7 Avenue, Suite 200 Spokane, Wa 99204 Att: Todd Whipple, P.E. Re: As -Built Irrigation Plans for Riverwalk 1st: Certification Statement Dear Todd, I received the proposed statement language in your FAX of November 10, 1997. 1 do not have any problem with this statement on this particular project. The important issue is that the as -built irrigation plan has enough reliable information on it that a person entirely unfamiliar with the project can operate, repair, and maintain-the system. Sincerely, Jim Radke, P.E. Engineering Services A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 NOU -10 -199? 10:53 INLAND PACIFIC ENG DATE: November 10, 1997 NO. OF PAGES: 1 Including Cover Sheet TO: Jim Radke, P.E. FAX NO.: 324.3478 COMPANY: Spokane County PHONE NO.: ; 456.3600 FROM: . Todd Whipple, P.E. JOB NO.: 1 96106 PROJECT NAME: Riverwalk 1st - Construction Inspections ORIGINAL IN MAIL: 0 YES NO NOTES: Jim, Per a conversation with Ed Parry last week or so, he indicated that I could modify the disclaimer on the irrigation plans to suit the submittal. Below is what I am proposing adding to the irrigation as -built plans. "The enclosed as -built irrigation plans are schematic in nature and represent the as- built irrigation system installed as a part of this contract. These plans are not intended to represent actual construction review on the part of the sealing engineer or Inland Pacific Engineering Co., rather they are a representation from the irrigation contractor Artistic Landscape. To the greatest extent possible, all head and controller locations have been field verified? Please review and comment. P.01 pa INLAND PACIFIC ENGINEERING 707 West 7th Avenue, Suite 200 Spokane, WA 99204 Telephone: (509) 458 -6840 FAX: (509) 458 -6844 iftil Todd R. Whipple, P E. cc: Bruce Howard, IPE Ed Dean, Dean - Deilley file FAX TRANSMITTAL tnrni o n+ — Goo -5r,7 pdoN/ 77 n Q :2 yc,vQ FL es & Vd Poe R uetw% �( 2e(efse 0F C )ccs fi tiS Enterer se Bank -- 11225 S.E. 6`" Street Bellevue, WA. 98004 Dear Sir or Madam: �.. RE: Riverwalk l add P1414 Stanton Development Company Very truly yours, C CD ii N - j Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director November 4, 1997 Please be advised that the Set Aside Funds No. 01- 402981 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated July 24, 1995 in the current amount of $28,000.00 may now be released. If you have any questions, feel', free to call our office Bill Johns, P.E. okane County Engineer David A. Berto Plat Compliance Surveyor 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 KNOW ALL 13Y THESE PRESENTS, that (developer), as "PRINCIPAL," STANTON — SPOKANE L.P. and INDEMNITY COMPANY OF CALIFORNIA BONDING COMPANY CALIFORNIA a corporation organized and existing under the laws of die State of and authorizdd to transact a surety business in the State of Washington, as "Surely," are held and firmly bound unto Spokane County, a liolitical subdivision of the.Slatc of Washington, as "Obligee," in the penal sum of TWENTY — EIGHT THOUSAND AND N0 /100ths ** Dollars($ 28,000.00 ), lawful money of the United State of America, for the payment of which the Principal and Surety bind themselves, their heirs, executors, administrators, sucecssor and assigns, jointly and severally, firmly by these presents. WHEREAS, said Principal is the, developer of a tract of land in Spokane County divided and platted into lots and known as and being located in Section 8 , Township 95 Noth, Range 45 E.W.M., in Spokane County, Washington, and said County has required that a bond be furnished in an amount sufficient to pay the construction cost of grading and surfacing to the approved grades and typical section of the roadways of said plat and the installation of drainage structures and such other work as is incidental and ncecssaty thereto, all in accordance with those Plat Roadway Improvement Specifications dated JULY 5 19 95 and to the satisfaction of the Spokane County Engineer; such improvements to be completed two (2) years or Tess time unless said time period be extended at the option of the Spokane County Engineer. Upon failure of Principal to comply with the requirements stated herein within the time authorized, and upon delivery of written notice thereof by Obligee to Surety, the Surety shall make satisfaction to Obligee to the extent of this Bond. The obligation of this Bond shall be.kept in full force and effect wail, in the opinion of the Obligee, the requirements herein slated have been satisfied, in which event written release will be given by the Obligee, the Obligee having sole right to grant sdch release. Surely hereby waives all rights to release from the obligation except as hecin stated. SIGNED AND SEALED this BONDING COMI'ANY: Address: City, State: Zip Code: ('hone 11: PRINCIPAL (developer): Address: City, Slate: Zip Code: kWva«,r„avw SIIBDIYISION ROADWAY IMPROVEMENT BOND- 5POICANE COUNTY RIVERWALK FIRST ADDITION By: Title: 3rd Bond No. 4456365 Spokane Cu Engineer File 11 day of NOVEMBER INDEMNITY COMPANY OF CALIFORNIA 999 3rd Ave., Ste. 1700 Seattle, WA 98104 382 -7900 CYN HI L. JAY, ATTORNEY —IN —FACT l STANTON — SPOKANE L.P. 16720 N.E. 116th Street Redmond, WA 98052 Phone ll: 425/869 =6618 , 19 97 FAX COVER SHEET Spokane County Engineer's Office - Third Floor Fax I/ 324 -3478 1026 W 13ROADWAY SPOKANE, WA 99260 - 1'l-IONE it (509) 456 -3600 DATE: TO: COMPANY: CITY / STATE: FROM: ft4*C'oct Dc-1V4 NUMBER OF PAGES (INCLUDING COVER SI-IEET): MESSAGE /SPECIAL INSTRUCTION: &2Ei re &°D A-tra ,7/wa l - i sr FAX #: Z0064' F ?-e 7 1ST 3 pa rri tose /t' INAI I Mkt 3flo e ra ea Paint a f 3 wwk1 BOND ESTIMATE PROJECT: P1414 - Riverwalk 1st Addition estimated by Bond Reduction #2 EJP DATE 05- Dec -96 NON STANDARD DRAINAGE ITEMS Initial DRAINAGE ITEMS UNITS QUANTITY PRICE COST 1) Drywell - Type A EA 1 1250.00 1250.00 2) Drywell - Type B EA 5 1650.00 8250.00 3) Grate - Type 1 EA 31 5.00 0.00 4) Grate Type 2 EA 4 340.00 1360.00 5) Grate - Type 4 EA 3 300.00 900.00 6a) Backfill For DW CY 230 16.00 3680.00 6b) Filter Fabric for DW SY 3400 0.25 850.00 7) Catch Basin EA 4 750.00 3000.00 8) Pipe 10" Dia. LF 23.00 0.00 9a) Pipe 12" Dia. CMP LF 72 27.00 1944.00 9b) Pipe 12" Dia. Ductile iron LF 60 40.00 2400.00 10) Pipe 15" Dia. CMP LF 44 27.80 1223.20 11) Pipe 18" Dia. LF 31.50 0.00 12) Precast Manhole EA 1500.00 0.00 13) Solid lid EA 3 310.00 930.00 14a) Earthwork - Cut Indiana CY 249 10.00 2490.00 Mission CY 0 10.00 0.00 14b) Earthwork - Fill CY 0 10.00 0.00 CY 0 10.00 0.00 15) Sod SF 0.70 0.00 16) Hydroseed Indiana SF 17581 0.07 1230.67 Mission SF 0 0.07 0.00 1) Wilbert Vault Curb Inlet EA 6 900.00 5400.00 2) 6" underdrain for Keystone Wall - 355 LF LS 1 7500.00 7500.00 3) Keystone Block Wall - 332 LF LS 1 5000.00 5000.00 4a) Irrigation systems - Indiana Ave EA 0 1500.00 0.00 4b) As- builts for " " " EA 0 250.00 0.00 5a) Irrigation systems - Mission Ave EA 0 1500.00 0.00 4b) As- builts for " EA 0 250.00 0.00 DRAINAGE SUBTOTAL 47407.87 to Phase 2 12159.00 15659.00 Tr 2 DATE 05- Dec -96 c c to Phase 1 Surety adjustment for Phase 1 punchlist adjusted QUANTITY PRICE COST UNITS QUANTITY PRICE COST bond amount 1250.00 0.00 EA 1 1250.00 1250.00 200 1050.00 2 1560.00 3120.00 EA 3 1560.00 4680.00 750 3930.00 315.00 0.00 EA . 315.00 0.00 0.00 2 340.00 680.00 EA 2 340.00 680.00 680.00 300.00 0.00 EA 3 300.00 900.00 900.00 80 16.00 1280.00 CY 150 16.00 2400.00 2400.00 1200 0.25 300.00 SY 2200 0.25 550.00 550.00 2 750.00 1500.00 EA 2 750.00 1500.00 1500.00 23.00 0.00 LF 23.00 0.00 0.00 44.00 27.70 1218.80 LF 45.00 27.70 1246.50 1246.50 40.00 0.00 LF 60 40.00 2400.00 2400.00 44 27.80 1223.20 LF 27.80 0.00 0.00 31.50 0.00 LF 31.50 0.00 0.00 1500.00 0.00 EA 1500.00 0.00 0.00 -2 310.00 620.00 EA 1 310.00 310.00 310.00 151 10.00 1510.00 CY 99 10.00 990.00 990.00 10.00 0.00 CY 26.1 10.00 261.00 261.00 0 10.00 0.00 CY 0 10.00 0.00 0.00 0 10.00 0.00 CY 0 10.00 0.00 0.00 0.70 0.00 SF 0.70 0.00 0.00 10100 0.07 707.00 SF 7481 0.07 523.67 523.67 0.07 0.00 SF 1316 0.07 92.12 92.12 900.00 0.00 EA 5 900.00 4500.00 4500.00 7500.00 0.00 LS 1 7500.00 7500.00 7500.00 5000.00 0.00 LS 1 5000.00 5000.00 5000.00 2 1500.00 3000.00 . EA 3 1500.00 4500.00 4500.00 2 250.00 500.00 EA 3 250.00 750.00 750.00 1500.00 0.00 EA 1 1500.00 1500.00 1500.00 250.00 0.00 EA 1 250.00 250.00 250.00 DRAINAGE SUBTOTAL 41783.29 DRAINAGE SUBTOTAL 4 r c % retained Total to Final Insp Retained 20.00% 210.00 20.00% 786.00 0.00 20.00% 136.00 20.00% 180.00 20.00% 480.00 20.00% 110.00 20.00% 300.00 0.00 20.00% 249.30 20.00% 480.00 0.00 0.00 0.00 20.00% 62.00 20.00% 198.00 100.00% 261.00 0.00 0.00 0.00 15.00% 78.55 100.00% 92.12 15.00% 20.00% 20.00% 100.00% 100.00% 100.00% 100.00% 3622.97 675.00 1500.00 1000.00 4500.00 750.00 1500.00 250.00 17420.94 Po 3 16) Monuments EA 6 185.00 1110.00 17) Barricade LF 0 33.00 0.00 18) Street Signs EA 3 85.00 255.00 OTHER SUBTOTAL 1365.00 GRADING, SURFACING, CURB, AND SIDEWALK **Indiana Ave & Mission Ave 19) Rough Grade CY 2668.7 10.00 26687.00 20) Top Course CY 1019.4 16.00 16310.40 21) Base Course CY 16.00 0.00 22) Asphalt Concrete Tons 1070.3 44.40 47521.32 23) Curb Type A LF 7.00 0.00 24) Curb Type B LF 2557.8 8.00 20462.40 25) Curb Type R LF 8.00 0.00 26) Sidewalk SQ YD 1705.2 16.70 28476.84 * *Mission Ave 19) Rough Grade CY 10.00 0.00 20) Top Course CY 16.00 0.00 21) Base Course CY 16.00 0.00 22) Asphalt Concrete Tons 44.40 0.00 23) Curb Type A LF 7.00 0.00 24) Curb Type B LF 8.00 0.00 25) Curb Type R LF 8.00 0.00 26) Sidewalk SQ YD 16.70 0.00 GRADING AND SURFACING 139457.96 GRAND TOTAL Required Surety Previious reduction Cuurent Surety 188,230.83 188,300.00 111,600.00 76,700.00 Add to Phase 2 Surety 185.00 0.00 EA 6 185.00 1110.00 1110.00 33.00 0.00 LF 0 33.00 0.00 0.00 85.00 0.00 EA 3 85.00 255.00 255.00 0.00 OTHER SUBTOTAL 1365.00 OTHER SUBTOTAL Indiana Ave 10.00 0.00 CY 2519.7 10.00 25197.00 16.00 0.00 CY 944.9 16.00 15118.40 16.00 0.00 CY 16.00 0.00 44.40 0.00 Tons 968.5 44.40 43001.40 7.00 0.00 LF 7.00 0.00 8.00 0.00 LF 2400.3 8.00 19202.40 8.00 0.00 LF 8.00 0.00 16.70 0.00 SQ YD 1600.2 16.70 26723.34 15,659.00 GRAND TOTAL 5000.00 4000.00 Total Surety necessary Current Surety Surety to be released 25197.00 15118.40 0.00 38001.40 0.00 15202.40 0.00 26723.34 Mission Ave 10.00 0.00 CY 149 10.00 1490.00 1490.00 16.00 0.00 CY 74.5 16.00 1192.00 1192.00 16.00 0.00 CY 16.00 0.00 0.00 44.40 0.00 Tons 101.8 44.40 4519.92 4519.92 7.00 0.00 LF 7.00 0.00 0.00 8.00 0.00 LF 157.5 8.00 1260.00 1260.00 8.00 0.00 LF 8.00 0.00 0.00 16.70 0.00 SQ YD 105 16.70 1753.50 1753.50 0.00 GRADING AND SURFACING 139457.96 130457.96 182,606.25 130,457.96 Punchlist Drywells Cross - gutter Sidewalk Retur Retainage Phase 1 100.00% 0.00% 100.00% 1110.00 0.00 255.00 1365.00 10.00% 2519.70 10.00% 1511.84 0.00 10.00% 3800.14 0.00 10.00% 1520.24 0.00 10.00% 2672.33 100.00% 1490.00 100.00% 1192.00 0.00 100.00% 4519.92 0.00 100.00% 1260.00 0.00 100.00% 1753.50 950.00 5000.00 4000.00 9950.00 22239.67 41,025.62 50975.62 76700.00 25724.39 P8" Page 1 of 3 Wayne McGavran From: John Hohman Sent: Wednesday, April 12, 2006 1:49 PM To: Wayne McGavran; Alysa Wiyrick Cc: Henry Allen Subject: RE: Recommendations for PE -1414, PE -1570, PE- 1572 -A, PE -1574, PE- 1675 -C, PE -1693 and PE- 1684-G Ok to all your recommendations. Thanks. 4/13/2006 - -- Original Message From: Wayne McGavran Sent: Wednesday, April 12, 2006 7:56 AM To: Alysa Wiyrick Cc: John Hohman; Henry Allen Subject: Recommendations for PE -1414, PE -1570, PE- 1572 -A, PE -1574, PE- 1675 -C, PE -1693 and PE- 1684-G Alysa, Listed below are updated status reports for seven projects shown on the surety spreadsheet with recommendations for each- PE - 1414 Riverwalk 1 Addition This project was constructed between 1995 and 1998. The file contains a letter from Jim Radkc, P.E., with Spokane County, accepting the construction certification package and as- builts for this project. He also, states that all of the on -site items of work were completed. This letter was dated 5/01/98. The file contains the original bond for $187,000.00 issued by Enterprise Bank, dated 7/25/95. The file also, contains a bond for $28,000.00 issued by Indemnity Company of California, dated 11/03/97. Attached to this is a letter authorizing reduction to $18,830.00, dated 12/23/97, and signed by Jim Radke, P.E. for Spokane County. There is no release letter in the files. Called the bonding company and was told release was authorized on 7/12/99. Requested copy of release letter. Recommendation: Consider this project closed with no further action required. PE - 1570 Autumn Crest 1 Addition This project was constructed between 1990 and 1993. The file doesn't contain any bonding information. However, there is a project checklist with an entry that states "bond in ", dated 5/8/90 and another entry that states "Bond released ", dated 3/6/02. The surety spreadsheet lists a bond in the amount of No. WHO7037. I was not able to confirm if this bond applies to this project. Recommendation: Due to the amount of time that has passed and lack of information in file, 4/13/2006 consider this project closed with no further action required. PE- 1572 -A Whisperwood 2" Addition This project was constructed between 1994 and 2001. The file contains a bond for $28,600.00, issued by US Bank of America, dated 8/22/94 and a letter from Spokane County, dated 3/14/02, releasing the bond in full and signed by John 1-Iohman, P.E. Recommendation: Consider project closed with no further action required. PE- 1675 -C Chinook 3 Addition Page 2 of 3 This project was constructed between 1995 and 1997. The file did not contain a copy of the original bond, but did contain letters reducing the bond amounts and a final release of the bond amounts. The release letter was signed by David Berto, Spokane County, dated 7/14/97. Recommendation: Close project with no further action required. PE -1574 Carnahan Crest PUD Julie was unable to locate file. The surety spreadsheet shows a bond in the amount of $2,423.46 with a date of 10/29/98 and a release date of 10/7/99. Recommendation: With no file information and the length of time that has passed, consider this project closed with no further action required. PE -1693 Greens @ Midilome The file for this project is incomplete and contains no correspondence files at all. There is a set of construction plans and I visited the site and observed that this project was constructed. It is a gated community, with private road signs and no trespassing signs in place. • Recommendation: Consider this project closed with no further action required. PE-1684-C; Ridgemont Est. N. 8 Addition This project was constructed between 1998 and 1999. The file contains an original Letter of Credit in the amount of $119,500.00, issued by Sterling Savings Associates, dated 5/4/98. There is also, a letter from Spokane County reducing the Letter of Credit to $5,975.00 or 5% of the original LOC, dated 8/6/99 and signed by Bill 1- lemmings, P.E.. however, there was no release letter for this final amount. Called Sterling Savings and was told they had released this LOC. I asked that they fax a copy of release letter for our file. They said they would try to get it to us today. • Recommendation: Consider this project closed with no further action required. I have not received the copies of the release letters mentioned above, but will insert in files when 1 do. Please let me know if you need more information. Wayne McGavran Wayne McGavran From: Wayne McGavran Sent: Wednesday, April 12, 2006 7:56 AM To: Alysa Wiyrick Cc: John Hohman; Henry Allen Subject: Recommendations for PE -1414, PE -1570, PE- 1572 -A, PE -1574, PE- 1675 -C, PE -1693 and PE- 1684-G Alysa, Listed below are updated status reports for seven projects shown on the surety spreadsheet with recommendations for each. PE -1414 Riverwalk 1st Addition This project was constructed between 1995 and 1998. The file contains a letter from Jim Radke, P.E., with Spokane County, accepting the construction certification package and as- builts for this project. He also, states that all of the on -site items of work were completed. This letter was dated 5/01/98. The file contains the original bond for $187,000.00 issued by Enterprise Bank, dated 7/25/95. The file also, contains a bond for $28,000.00 issued by Indemnity Company of California, dated 11/03/97. Attached to this is a letter authorizing reduction to $18,830.00, dated 12/23/97, and signed by Jim Radke, P.E. for Spokane County. "There is no release letter in the files. Called the bonding company and was told release was authorized on 7/12/99. Requested copy of release letter. Recommendation: Consider this project closed with no further action required. PE -1570 Autumn Crest 1 Addition PE- 1572 -A Whisperwood t Addition Page 1 of 2 This project was constructed between 1990 and 1993. The file doesn't contain any bonding information. However, there is a project checklist with an cntry that states "bond in ", dated 5/8/90 and another entry that states "13ond released ", dated 3/6/02. The surety spreadsheet lists a bond in the amount of $20,000.00, No. W1- 107037. I was not able to confirm if this bond applies to this project. Recommendation: Duc to the amount of time that has passed and lack of information in file, consider this project closed with no further action required. This project was constructed between 1994 and 2001. The file contains a bond for $28,600.00, issued by US Bank of America, dated 8/22/94 and a letter from Spokane County, dated 3/14/02, releasing the bond in full and signed by John Hohman, Y.E. Recommendation: Consider project closed with no further action required. PE- 1675 -C Chinook 3 Addition 4/12/2006 This project was constructed between 1995 and 1997. The file did not contain a copy of the original bond, but did contain letters reducing the bond amounts and a final release of the bond amounts. The release letter was signed by David Berto, Spokane County, dated 7/14/97. Page 2 of 2 Recommendation: Close project with no further action required. PE -1574 Carnahan Crest PUI) Julie was unable to locate file. The surety spreadsheet shows a bond in the amount of $2,423.46 with a date of 10/29/98 and a release date of 10/7/99. Recommendation: With no file information and the length of time that has passed, consider this project closed with no further action required. PE -1693 Greens Midilome The file for this project is incomplete and contains no correspondence files at all. There is a set of construction plans and 1 visited the site and observed that this project was constructed. It is a gated community, with private road signs and no trespassing signs in place. Recommendation: Consider this project closed with no further action required. PE- 1684 -G Ridgemont Est. N. 8 Addition This project was constructed between 1998 and 1999. The file contains an original Letter of Credit in the amount of $119,500.00, issued by Sterling Savings Associates, dated 5/4/98. There is also, a letter from Spokane County reducing the Letter of Credit to $5,975.00 or 5% of the original L.00, dated 8/6/99 and signed by Bill Hemmings, P.E.. However, there was no release letter for this final amount. Called Sterling Savings and was told they had released this LOC. 1 asked that they fax a copy of release letter for our file. They said they would try to get it to us today. Recommendation: Consider this project closed with no further action required. 1 have not received the copies of the release letters mentioned above, but will insert in files when 1 do. Please let me know if you need more information. Wayne McGavran 4/12/2006 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 23, 1997 Indemnity Company of California 999 Third Avenue, Suite 1700 Seattle, Washington 98104 Re: Bond #445636S: Stanton - Spokane Limited Partnership Spokane County Project P1414: Riverwalk 1 Addition Dear Sir / Madam, If you have any questions, please call Jim Radke at 456 -3600. Sincerely, `C/ Jim Radke, P.E. Development Engineering Services • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director in G „g0D - 32z S 01957 or 14-UK t Please be advised that bond #445636S issued by ycur firm as surety for the construction of roads and drainage facilities in the Riverwalk 1' Addition development in the current amount of 528,000.00 may now be reduced to 518,830.00 (Eighteen Thousand, Eight Hundred and Thirty U.S. Dollars). 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 BONDING COMPANY: Address: City, State: Zip Code: .I' Plume N: PRINCIPAL (developer): kWJWr,r,ula% SUBDIVISION ROADWAY 1MEROVEMENI BOND - SPOKANE COIIN1Y KNOW ALL BY THESE PRESENTS, That (developer), as "I'RINCII'AL, STANTON SPOKANE L.P. and INDEMNITY COMPANY OF CALIFORNIA BONDING COMPANY CALIFORNIA a corporation organized and existing under the laws of the Stale of and authorized to transact a surety business in the Slate of Washington, as "Surety," are held and firmly bound unto Spokane County, a liblitical subdivision o( We.Statc of Washington, as "Obligee," in the penal sum of TWENTY — EIGHT THOUSAND AND NO /100ths ** Dullrrrs( 28,000.00 ), lawful money of the United State of America, for the payment of which the I'ri cipal and Surely bind themselves, their heirs, executors, administrators, succcssori and assigns, jointly and severally, firmly by these presents. WHEREAS, said Principal is Lite developer of a Tract of Intl in Spokane Comity divided and platted into loss and known as RIVERWALK FIRST ADDITION and being located in Section 8 , Township 7S North, Range 45 E.W.M., in Spokane County, Washington, and said County has required That a bond be furnished in an amount sufficient to pay the construction cost of grading and surfacing to the approved grades and typical section of the roadways of said plat and the installation of drainage structures and such outer work a is incidental and accessary thereto, all in accord:mce with Muse Plat Roadway Improvement Specifications dated JULY 5 19 95 and to the satisfaction of the Spokane County Engineer; such improvements to be completed two (2) years ur less time unless • said time period be extended at the option of the Spokane County Engineer. Upon failure of Principal to comply with the requirements slated herein within the time authorized, and upon delivery of written notice thereof by Obligee to Surely, the Surety shall make satisfaction to Obligee to the extent of this Bond. The obligation of this Bond shall be kept in full force and effect Milli, ill the 01/1111011 the Obligee, the requirements herein staled have been satisfied, ha which event written release will be given by the Obligee, the Obligee having sole right to grant Welt release. Surety hereby waives all rights to release front the obligation except as hcrcin slated. SIGNED AND SEALED this 3rd day of NOVEMBER By: Title: City, Stale: Zip Code; pond No. 4456365 . Spokane Co Engineer Pile N INDEMNITY COMPANY OF CALIFORNIA 999 3rd Ave., Ste. 1700 Seattle, WA 98104 382 -7900 CYNTNI L. JAY, ATTORNEY —IN —FACj STANTON—SPOKANE L.P. Address: 16720 N.E. 116th Street Redmond, WA 98052 Phone 11: 425/869 , -6618 , 19 97 • DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer May 1, 1998 Dean-Deily Company 16720 N.E. 116 Street Redmond, Washington 98052 Att: Ed Dean • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director Re: Riverwalk l' Addition (P1414): Construction Certification Acceptance. Dear Ed, I am transmitting a copy of the letter sent to IPEC accepting the construction certification package and as- builts for this project The project now needs to be formally established by resolution of the County Commissioners. The paperwork that gets this going is called a Progress Report. Since this is my last day, I strongly recommend that you follow -up via phone call to Bill Hemmings in Development Engineering Services regarding the status of the Progress Report (509- 456- 3600). Note that all of the on -site items of work are completed and that the mylars were received. The invoices mentioned in my April 22, 1998 letter went to collections. So, payment will need to be made directly to the collections agency. Bill Hemmings will check to make sure all of the outstanding bills have been paid on this project prior to finalizing the Progress Report. Good luck And work on getting Riverwalk 2 " and 3r finished) I I I I Sincerel Jim Radke, P.E. Development Engineering Services 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 S P 0 K A N E DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director May 1, 1998 Inland Pacific Engineering, Inc. 707 West 7 Avenue, Suite 200 Spokane, Wa 99204 Att: Bruce Howard Re: Riverwalk PUD 1' Addition: Construction Certification Acceptance Dear Bruce, Please be advised the construction certification documentation and certified record drawings for Riverwalk 1" Addition (P1414) are accepted by the Engineering Division. The irrigation manual and irrigation as -built record drawings are also accepted. The process that formally establishes the roadways for County maintenance will be initiated at this time Jim Radke, P.E. Engineering Services cc: Ed Dean C 0 U N T Y • A DIVISION OF THE PUBLIC WORKS DEPARTMENT 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 • r7 r:tti DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 9, 1996 Enterprise Bank 11225 S.E. 6th Street Bellevue, WA 98004 SUBJECT: P1414 - Rivenvalk P.U.D. 1st Addition Stanton Development Company Gentlemen: A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director Please be•advised that the Set Aside Funds (No. 01- 402981, dated July 25, 1995) issued by your company as surety for the installation of roads and drainage facilities on this project, in the current amount of $76,700, may now be reduced to $51,000 (Fifty -One Thousand U.S. Dollars). If you have any questions, please contact Ed Parry at 456 -3600. Thank you. Very truly yours, William A. Johns, P. E. Spokane County Engineer Edward J. y, Jr., P.E. Plan Review Engineer cc: project file reviewer Stanton Development Company (Mark Hancock) 1026 IV. Broadway Ave. ' • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 BONG ESTIMATE OAIE 0E -340.96 CATE 05004-08. PROJECT: P1414. Pi.nn&L In A65rm ..mrrnn by was io Ph... 2 Io Phan 1 linty .4..w..n Mr Mr 1 Bond R.a.niv. 02 (JP puWin .ape4 %round TOW OPAFUOE ITEMS MOTS QUANTITY PRICE COST OUANTITV PRICE COST WOS OLYNTITV 90310E COST b.n.rwan to F:rW Yap Rot ..“'rd 110rn..R - Typ. • EA 1 1250 00 125000 120.00 0.00 FA 1 1250.00 1750 OD 200 1050.00 20.00% 110,00 2) Oy..e Typ EA 5 165000 8250.00 2 156000 012000 E4 3 166335 4880.00 750 930.00 20.00% 188.0) 3) 00.... 199. 1 EA 315.00 0,00 315.00 000 EA 315.00 0 3 000 000 410.1. Typo 2 EA 4 340 00 130000 1 34.00 W000 EA 2 34.00 080,3 680 W 200)5 136.00 510n. . Typo 4 EA 3 Yq 00 003,00 300.00 000 EA 3 303.03 BW O3 00000 20.00% 180.00 8.1841511 For 0W CY 230 1003 3600.00 W 18.0) 128000 CY 150 26.00 2400.00 240O00 20. 40.00 W Rho. F.bi, Iv OW SY 3400 0.25 650.00 1203 0.25 303.00 SY 2203 0.25 55000 5500) 10.00% 110.00 71 0.033. EA 4 750.00 3[00.03 2 750.00 150300 E5 2 750.00 150000 1500.00 20.00% YD 02 81 Poo 10' 0... Ls 000 23.00 0.00 IS 33.00 000 000 000 9.1 Pipe it 0).. CMP LF 72 27.00 194.00 4400 11.70 1218.80 IS 45.00 27.70 124.50 124.50 20.00% 24]0 M. P0p. 171 0... W M. ken IF 00 403 200 CO 40.00 0-00 IF 00 403 2400.00 2400.00 10.00% 40.00 Im Poo 15' 0.. CMP LF 44 27.80 1223.20 4 11.80 1223,20 IF 1) W 003 000 0.00 III PP. It Co. IF 31.50 000 31.50 OW IF 31.50 000 000 OW 121 Donn M NW EA 1500.00 0.00 1500 00 0 03 EA 1503.03 000 0.Donn 0 131 Solid 64 EA 3 31000 93003 2 31000 0003 FA 1 310.03 310.03 31003 X). 82.00 141 FMe Y - Cu Y.S.n. CY 24 10.00 2400.00 151 10.00 151003 CY 09 1003 000.00 90007 20.00% 198.00 Woman CY 0 10.00 000 10.00 003 CY 18,1 10.07 201.00 201.03 10000% 201 W 1415..38400 -WI CY 0 1000 000 0 10.00 0.00 CY 0 10.02 000 000 0.00 CY 0 10.00 000 0 10.00 0.00 n 0 10.03 OA] 0.ao 000 151 Sad SF 0.73 ODO 0.70 0.00 SF 0.10 000 0ao 0.00 10114y*r.4 M.ro 4 17581 0.07 190.07 10100 0.07 707.00 SF 741 0.07 523.67 snID 15.00% 78.55 Wpm SF 0 0.07 0.00 0.07 0.03 SF 1316 0.07 92.12 92.11 100.00% 92.12 NON STANDARD 3000003( ITEMS 1215903 3622.07 II W1I5vn Yon Cub Yin EA 8 MS7.W 5400.0] BO3. W 2) 0' u4a .., log !Dynan W.9 355 IF LS 1 7503 00 7500.00 7500.00 3) Keystone Wok Won . 33215 15 1 5033.00 5003.00 5000.00 41 Onion. .ynnn• • 544o A.• EA 0 1500 W 0.00 2 1500 00 451 AnWln Iv' • ' EA 0 750.00 0.00 2 250.00 SO 552 .u.. .rnvn• • M. a. A•• EA 0 1503.01 0.00 1500 W 451 A.4..l1. l0n ' EA 0 250.00 0.00 250.03 Im FTv..nnn 171 9.Mn1. IW SW.M^ 3003000. SURFACM0, CURB. AND SIDEWALK ••00..11 A..8 Man An 191 Ran. 0.6 CY 2060.7 XB Tap Cm. 07 1019,' 2110... C..... CY 231 A..6 1I Canaan T» 1070.3 231 0.b Typ. A IF 241 Cub Typ. D IF 2557.8 251 Cub Typ. R lF 201 Sd....O 50 YD 1705.7 191 Rarpr 0.6 20 Top Cane 211 Bow Caa.. 22) *apish Conan 731 0.b Typ. A 241 Cub Typ. B 251 Cub Typ. B 711 s1..alh OMM0.05 SUBTOTAL 47407.97 OMER SUBTOTAL 1365.00 EA 6 18503 171303 185.00 FA 5 185.00 1110.00 IS 0 33.ao 0.a0 Sam lF 0 900 000 EA 3 9503 755.00 85.00 EA 3 85.00 255.00 3MDM0 AN0 SURFACINO 13947.96 OMNO TOTAL Ronan Sv.N Mar. A.. 1000 266810 IOW 000 CY 2519.7 1000 25197.00 25192,00 1000% 2519.70 18.00 16310.40 18.00 000 Cr 948 18.00 15118.40 15115.40 10.03% 1511.04 18.0 0.40 18.00 0.03 07 DECO 0.ao 0.00 0.00 44.40 47521.31 44.40 0.00 Ten 43001 40 5033 W 30001.40 10.00% 3870.14 2.00 0.03 2.00 000 15 7.00 D.W 0.00 000 1800 2002.40 0.00 000 IF 2400.3 8.00 19202.40 4000100 15202.40 10.00% 1520.24 5.00 OW 5.00 0.00 IF 8.00 OW 0.00 000 10.70 18478.84 10.70 0.00 50 YD 1000.1 16.10 20723.34 207934 10005 2672.33 0.00 tam 28.02 16.70 000 OW 0.00 0.00 0.00 03 0.00 0.00 168.300 00 Ihniou a 111.63.3 Wang WAN *04 Rim 2 8...03 15650 CO 3000003E SUBTOTAL EA 5 000.00 4500.00 L5 1 7500 CO 7503 .00 L5 1 5000.00 5.'%3.00 EL 3 1503.00 FA 3 250.00 750.43 FA ' 1 1503.00 1503.00 FA 1 2 250.00 OTHER SUBTOTAL 41783.60 °RAMAGE SUBTOTAL 138.00 015455 SUBTOTAL 4500 1500% 7500.00 20.00% 5333.33 2003% 4500.03 100.00% 750.00 100 03% 1500.00 I00.00% 150.07 100.00% 111300 10.03% 030% 13.% 675 co 1500 .00 1000 Co 4603.00 1500.03 250 CO 17420.04 1110.0 0 C 255.00 128500 Me A.. 10.03 000 CY 140 1000 1400.40 1400.00 IW 0)5 1490.00 10.00 000 CY 74.5 10.00 1192.03 1182.00 100.00% 1192.03 15.00 000 CY 1000 000 000 0.00 4.4 0.00 1ar. 101.8 4.40 4519.92 4519.92 100.035 4510.92 ].W OW IF ].W OW 0.00 OW 500 WO IF 157.5 8.00 1260.00 1260.03 700.00% 1260.00 9,00 WO IF OW 0W oW 000 19.70 0.00 5070 105 19.70 1753.50 1753.50 1170m1 175350 OM DPP AND SURFACING 139457.96 130057.90 22739.67 GRAND TOTAL 181.806 25 T.sS Sa.W nosy Won Su..y 5803 to In Nio . Roamer. 130.45100 0)4e l PuneNiat Winn inn 953.3 Ga_pn- r 53003 $6..YM.n. 496].3 9950.3 41,015.61 509)607 . 5( CO) 70700 CO 75]24.30 • DEAN HOUSLEY COMPANY November 25, 1996 Mr. William A. Johns, P.E. County Engineer Spokane County 1026 W. Broadway Ave. Spokane, WA 99260 RE: Setaside funds, 1st Addition. Riverwalk Dear Mr. Johns. It is our understanding that we need to request in writing a bond reduction or setaside of funds release for work in Spokane County. Specifically, with the submittal of the Inland Pacific asbuilts and test results for the work in the First Addition at Riverwalk on November 1, we are hereby writing to request that the current setaside of funds in the amount of $76,700 for the First Addition roads and storm be released. Given the period of time the work has been in place and the thorough testing performed by IPE, we trust that this would be satisfactory. If there is a reason to continue a setaside or bond, we would request a bond in the amount of 5% of the work, which we believe would be for $ 9,350.00. We would greatly appreciate a waiver or reduction at your earliest convenience, and please call me at 206/869 -6618, ext. 234, if you have any questions or if I can be of assistance. Thank you very much for your help. Sincerely, Mark B. Hancock Land Development Manager cc: Ed Parry Dave Berto 16720 N.E. 116th Street • Redmond, Washington • 98052 • 206.869.6618 • Fax 206.869.6620 RECEIVED NOV 2 6 1996 SPOKANE COUNTY ENGINEER ' D E D I C A T E D TO B U I L D I N G Q U A L I T Y H O M E S A N D C O M M U N I T I E -S OFFICE OF TrIE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer Enterprise Bank 11225 S.E. 6th Street Bellevue ,Wa 98004 Dear Sir or Madam: RE: Riverwalk 1st Addition P1414 Stanton Development Company g5 - 1 A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director July 26, 1995 Please be advised that the Set Aside Funds No. 01- 402981 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated July 25,1995, in the current amount of 5187,000.00 may now be reduced to 576,700.00 (seventy six thousand seven hundred U.S. dollars). If you have any questions, feel free to call our office Very truly yours, Bill Johns, P.E. Spokane County Engineer David A. Berto Plat Compliance Surveyor 1026 W. Broadway Ave. • Spokane, WA 99260-0170 • (509) 456 -3600 FAX: (509) 324 -3478 ")'DD: (509) 324-3166 t ' July 24. 1995 Mr. Ronald C. Hormann. P.E. Spokane County Engineer North 811 Jefferson Spokane. WA 99260 ENTERPRISE BANK RE: Developer /Borrower: Stanton Development Company Our Account No: 0 1- 40298 1 Dear Sir: Funds in the amount of $187,000.00 are being held in a special non - interest bearing account in the name of Stanton Development Company (developer /borrower). et ux, for the purpose of assuring completion of installation of roadway surfacing, including grading and gravel, storm drainage and monuments in Riverwalk Division 1 (development) in accordance with the drawings and specifications as submitted to and approved by the County of Spokane Engineer's Office on July 5 1995. No funds will be disbursed from this account without the prior written authorization of the Spokane County Engineer. This set aside of funds will not be revoked without the consent of the County Engineer. In the event that the completion and acceptance of the above -named improvements for maintenance by the County of Spokane are not accomplished within a period of one year from the date of this agreement. all funds remaining in the account will be forfeited to the County of Spokane upon written request by the Spokane County Engineer's Office to Enterprise Bank. It is understood and agreed that upon the forfeiture of the funds to the County of Spokane, that the county of Spokane will then undertake completion of the subdivision to be accomplished within twelve (12) months form the date of the forfeiture of funds. It is further understood and agreed that in the event of any shortage of funds to complete improvements. the County of Spokane may have recourse against Stanton Development Comnanv (developer /borrower) named above. It is specifically understood and agreed by the parties, that in holding funds for this development, Enterprise Bank is not serving as guarantor for any additional costs incurred by the County of Spokane in the completion and acceptance of the above -named improvements. 1 Lincoln Plaza .• 11225 iF Och 5crcec Bellevue. Washington 98004 ,' 206 - 454 - - 0 -0 FAX 206 -455 -0497 itS DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 9, 1996 Enterprise Bank 11225 S.E. 6th Street Bellevue, WA 98004 SUBJECT: P1414 - Riverwalk P.U.D. 1st Addition Stanton Development Company Gentlemen: Please be advised that the Set Aside Funds (No. 01- 402981, dated July 25, 1995) issued by your company as surety for the installation of roads and drainage facilities on this project, in the current amount of $76,700, may now be reduced to $51,000 (Fifty -One Thousand U.S. Dollars). If you have any questions, please contact Ed Parry at 456 -3600. Thank you. Very truly yours, William A. Johns, P. E. Spokane County Engineer half? Edward J. P2rEy, Jr., P.E. Plan Review Engineer cc: project file reviewer Stanton Development Company (Mark Hancock) • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026W. Broadway Ave. • Spokane, WA 99260-0170 • (509) 456 -3600 FAX: (509) 324-3478 TDD: (509) 3243166 E 0 8 888881888888888888880 1 8RR 088$8$01$0oon8^0ee8m � l 1 I I 88888888888$8.88.8..8888 i mpo n Si88048000 !R 000Ro MM MMMMM MM MM 88 58.888 88 88 FR8 88888 2.g e8 i� M MMM 88 88 X88888888888888888888; 8 8 058$S8o18ee 8806°0 8 88888888.8. °8888,88.8.8.8 ° ^ 88 .,088f 88 -8eoo 5E 0 e 33333n;5555553tMMU 3 » 3333 8888888888888888888888 86Qo o¢ppo L. ete 8888,8.888.8. °8.8888.888.8488 R - ry 88M1 8 O0 8 1 ;888888888888888888a$88 8gIog §g� llgoog 0000r 5888888888,8888888.88,8 486. 8 $8AR,8 e ° V .P.:9 744 8 00000000 36Ai; p A S S b' @ o SSaT.as:� 1W �RR§660%liff: --AR: 3 F 8 3 4 8 E8$8888 MMMMMMV 8888888 _RR8888 888. 9 8.888 8888888 HIPP 8888888 888888a 0061§00 888 88888,88 8888888. 81848$ 5 t 354 ¢¢ a ft a 0 8 r" ":11' 881 04000 8 0 l4 0 9 kk 333336,;,355555336666Y6ba 4"53333 Y$ 3 888 _08 888 8 888 888 ° a 888 888 0 888 888 888 08 888 0 0 el 8 0 8 8 0 °a8187488 88888888 6 6 r 6 Q o g r ° ° °6 g E 88 8 8 8 88 8 8 8 og e - 88 8 8 8 848 7{ 4848 88808888 8 y ry_08oR0R --erg g 8 g 8 g 4 848 48484 88808888 8 x 08 u' + 0�0R R 88,848.m 0 88° 8.88.4888.° _ . - m1,- 0m1nm 4 ;3 g g 4 R - 4 6661555; $ 8 88888888 88888888 8 88848888 88848888 men-0m omminm 848"8883 88888888 8 I/ / 1 i eee 00000 88848888 88848882. 3 353 8 6666555° 6666555; $ $ a 0 0 s {{ i gg iijjji i 'bii4u jle1�ha31 jiBSi3a3� tr DEAN HOUSLEY COMPANY December 11, 1996 Mr. Ed P.rry Spoka - County Engineers 1026 . Broadway Sp. ane, WA 99260 RE: Riverwalk 1st Addition Setaside Dear Mr. Parry, Thank you very much for your Riverwalk 1st Addition setaside analysis. As we work with you on'the analysis and the completion of the wo= in-the - Pield; we would - greatly- app�gcJete- from you to Enterprise Bank that authorizes them to reduce their setaside account from the $76,700.00 currently held to the new /figure of $50,975.62 per your new analysis. C d y x&96. Thank you very much for your help. Sincerely, Mark B. Hancock Land Development Manager 16720 N.E. 1 16th Street • Redmond, 1Vashington • 98052 • 206.869.6618 • Fax 206.869.6620 D E D I C A T E D 17 /oily /44k bt T O B U I L D I N G Q U A L I T Y H O M E S A N D C O M M U N I T I E S OFFICE OF THE COUNTY ENGINEER Ronald C. Hormann, P.E., County Engineer Enterprise Bank 11225 S.E. 6th Street Bellevue ,Wa 98004 Dear Sir or Madam: 'RE: Riverwalk 1st Addition P1414 Stanton Development Company A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director July 26, 1995 Please be advised that the Set Aside Funds No. 01- 402981 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated July 25,1995, in the current amount of S187,000.00 may now be reduced to $76,700.00 (severity six thousand seven hundred U.S. dollars). If you have any questions, feel free to call our office Very truly yours, Bill Johns, P. E. Spokane County Engineer /Oa David A. Berto Plat Compliance Surveyor 1026W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -347S TDD: (509) 324L3166 ACCEPTED AND APPROVED this ZS day of .TUL`"f , 199S STANTON DEVELOPMENT COMPANY BY: � ENTERPRISE BANK BY: David V. &guenin OFFICE OF THE SPOKANE COUNTY ENGINEER BY: 1 Inter-office Comunication To P4 Ali From ; Subject : • Form 327-C.R. • • •• - - • ....... . . OFFICE OF COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON )-re- id2„,b_a_aLL Date z ; r • L47 INV S 62 15 47.1 W 746.0171 2963.15705 2390.06518 BOND ESTIMATE 2RCJECT 21 =1 RI VERI.-a:=L. i= ST ADD DRAINAGE ITEMS UNITS JUANITY PRICE COST 1) Drywell - Type A EA 1 1250.00 1250.00 /.O 2) Dryweil - Type 3 EA 5 1.650.00 8250.00 /00 3) Grate - Type 1 EA 315.00 0.00 Grate Type 2 B -13 EA 4 340.00 1360.00 /'6 5) Grate - Type 4 EA _ 300.00 900.00 i) Backfill For DW CY 230 16.00 3680.00 is ') Concrete Inlet EA 4 750.00 3000.00 t 1) C.M. Pape 12" Dia. LF 72 2 f: 1944.00 : .: )) D. 1. pipe 12" Dia. IF 60 40.00 2400.00 !f.:"._ '.01 C. 1. Pipe 15" Dia. �F 44 27.30 1222.0 .1) C.A. Pipe 13" Dia. LF 31.50 0.00 .2) Precast Manhole EP 1500.00 0.00 Solid lid (Locking) EA 3 310.00 930.00 4: Ditch/ 208 Excavation CY 24 10 :00 2490.00 .5) Hydroseeding SF 17581 0.07 1230.87 ION STANDARD DRAINAGE ITEMS NAME DAVE BERTO DATE 03-Jul-95 ) Filter Fabric Lining For 6 D.W. L3 3E0.00 •, :) Type 2 Curb Inlets EA 6 900.00 5400.00 i) 6" Underdrain For Keystone Wall 3 55' LS 0.00 7500.00 ;yo .) Butt 33a ' o I ,P679mer.- (chql / ( Kris/ante ) < 5 5000. 00 .12; ;) 0.00 O 0.00 6) Monuments EA _ 1.85.00 1110.00 lee t; Barricade LF X 3.00 0. '21121 8) Street Signs EA 3 85.00 255.00 /G%' GRADING, SURFACING, CURB, AND SIDEWALK .9) Rough Grade :0) Top Course :1) Base Course :2) Asphalt Concrete 3) Curb Type A :4) Curb Type 3 .5) Curb Type R :6) Sidewalk ION - STANDARD ROAD ITEMS DRAINAGE SUBTOTAL 47407.87 OTHER SUBTOTAL 1365.00 CY 2668.7 10.00 26687.00- CY 1019.4 16.010 16310.40 fo CY 16.00 0.00 Tons 1070.3 44.40 47521.32 3c" LF 7.00 0.00 LE 2557.3 8.00 20462.40 �0 ' LE 6.00 0.00 ' 50 YD 1705.2 16.70 28476. •84 j 0.00 a 0.00 :) _ 0.00 •) 0.00 GRADING AND SURFACING 139457.96 ------------------------------------------------------------------------ - - - --- IIR 4l AG3- ?IT'T �T'T PROJECT P1414 RIVERWALK 1ST ADD DRAINAGE ITEMS 1) Drywell - Type A @ 100% 2) Drywell - Type B@ 100% 3) Grate - Type 1 4) Grate Type 2 8 -13 @ 100'/. 3) Grate - Type 4 @ 100% 6.) Backfill For DW @ 100% 7) Concrete Inlet @ 100% 8) C.M. Pipe 12" Dia. 0 100% t) D.I. Pipe 12" Dia. @ 100% 10) C.M. Pipe 15" Dia. @ 100%• 11) C.M. Pie 18" Dia. 12) Precast Manhole 13) Solid lid (Locking) @ 100% 14) Ditch /208 Excavation @ 100% 15) Hydroseeding @ 100% NON STANDARD DRAINAGE ITEMS 1ST BOND REDUCTION 1) Filter Fabric Lining For 6 D.W. D 1007.. 3) Type 2 Curb Inlets @ 100% .3) 6" Underdrain For Keystone Wall 355' @ 100%- 4) Build 332' Of Retaining Wall (Keystone) @ 100'/• 16) Monuments @ 100% 17) Barricade Street Signs @ 100% GRADING, SURFACING, CURB, AND SIDEWALK 19) Rough Grade @ 20% 20) Top Course @ 20% 21) Base Course 22) Asphalt Concrete @ 20% 23) Curb Type A 24) Curb Type 8 @ 20% 25) Curb Type R 26) Sidewalk @ 20% NON - STANDARD ROAD ITEMS 1) 2) 3) 4) NAME DAVE BERTO UNITS EA EA EA EA EA CY EA LF LE L_ F LF EA EA CY SF LS EA LS LS DRAINAGE SUBTOTAL EA LF EA OTHER SUBTOTAL CY CY CY Tons LF LF LE SO YD PRICE - 1 1250.00 5 1650.00 315. 00 4 340.00 300.00 230 16.00 4 750.00 72 27.00 60 40.00 44 27.80 31.50 1300. 00 310.00 249 10.00 17581 0.07 0 UAN I TY 533.74 203. 88 214. 06 511.56 341.04 6 185.00 33. 00 85.00 GRADING AND SURFACING DATE 26- Jul -95 900. 00 COST 1250.00 9250.00 0.00 1360.00 900.00 3680. 00 3000. 0 1944. 00 '2'400.00 1223. t_0 0. ylkl 0. 00. 930.00 2490. 00 1230.67 350.00 5400. 00 0.00 7500. 00. 0.00 5000. 00 47407.87 1110.00 0.1210 1365.00 10.00 53.3 7.40 16.00 3262.08 16.00 0.00 44.40 9504.26 7.00 0.00 8.00 4092.48 M.00 0,00 16.70 5695. 0. 0 0 0. 00 0. 00 0.00 27891.59 USE 376,700.00 GRAND TOTAL 76,664.46 147 INV S 62 15 47.1 W 746.0171 BOND ESTIMATE PROJECT P1414 RIVERWAILK FIRST ADD DRAINAGE ITEMS 1) Drywell - Type A 2) Drywell - Type .a 3) Grate - Type 1 4) Grate Type 2 R -13 5) Grate - Type 4 6) Backfill For DW 7) Concrete Inlet 3) C.M. Pipe 12 Dia. '?) D. I. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) 0. i4. Pipe 18" Dia. 12) Precast Manhole 13) Solid lid (Locking) 14; Ditch1203 Excavation 15) Hydroseeding NON STANDARD DRAINAGE ITEMS 1) Filter Fabric Lining For 6 D.W. 2) Type 2 Curb Inlets 3) 6" Underdrain For Keystone Wall 355' 4) ,13uic0/ 33a' oCRer/Myr 0:141/ (Kr7sib,ve) J) 6) 16) Monuments 17. Barricade I8) Street Signs GRADING, SURFACING, CURB, AND SIDEWALK • 19) Rough Grade 20) Top Course 21) Base Course 22) Asphalt Concrete 23) Curb Type A =4) Curb Type B 25 ) Curb Type R 26) Sidewalk NON- STANDARD ROAD ITEMS 1) 2) 4) NAME DAVE BERTO UNITS EA EA EA EA EA CY EA LE LF L:= LF EA EA CY SF LS EA LS S DRAINAGE SUBTOTAL EA LE EP OTHER SUBTOTAL CY CY Lit Tons LF LF LF SO YD GRADING AND SURFACING GRAND TOTAI. 2963. 15705 2390. 06518 QUANITY PRICE 1 1250.00 5 1650.00 315.00 4 340.00 300.00 230 16.00 4 750.00 72 27,00 60 40.00 44 27.30 31.50 1500.00 3 310.00 249 10.00 17581 0.07 DATE_ 03- Jul -95 COST 1250. 00 3'250.00 0.00 1360.00 900. 00 3680. 00 3000. 00 1944.00 2400.00 1 22 3. 20 0. 00. 0.00 930. 00 2490. 00 1230.67 350. 00 900.00 5400.00 0.00 7500.00 Svo0.00 0.00 0.00 47407,87 6 185.00 1110.00 00 0.00 35.00 255.00 2668.7 10.00 1019.4 16.00 16.00 1070.3 44.40 7.00 8.00 8.00 1705.2 16.70 1365.00 21;i 16310. 40 0. 00 47 °21. -._ O. 00 2046,.. 40 0.00 28476. 54 0. 00 0. 00 0.00 0. 00 139457.96 USE 3186,300.00 Pa. •I la PROJECT NO.- P1414 DESIGNER- DAVE BERTO DATE- 6/30/95 PROJECT DESCRIPTION RIVERWALK STREET # 1 NAME- INDIANA AVE LENGTH- 1231.21 FT. WIDTH- 37.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 1231.21 INTER # 1 FULL INCLUDED ISWIDTH = 28.00 SK = 0.00 RAD = 25.00 INTER # 2 T INCLUDED ISWIDTH = 28.00 SK = 0.00 RAD = 22.00 TERM # 1 : CROSS STREET INCLUDED EW 19.00 PW 19.00 SK 0.00 RAD 20.00 TERM # 2 : CUL -DE -SAC STANDARD TEMP RADIUS = 45.00 RADII = P0.00 ITEM SURFACE_ AREA- 51023.23 S.F. ROADWAY EXCAVATION 1.33 FT. CRUSHED SURFACING TOP COURSE 0.50 FT. CRUSHED SURFACINGG BASE COURSE 0.00 FT. ASPHALT CONCRETE 0. 25 FT. CURB TYPE 8 EXISTING 85.00 FT. SIDEWALK EXISTING 56.67 S.Y. STREET # 2 NAME- MISSION AVE LENGTH- 162.62 FT. WIDTH- 16.00 FT. BEGINNING STATION = 1498.97 ENDING STATION = 1661.59 ONE SIDE ONLY PWIDTH= 28.00 EWIDTH= 12.00 QWIDTH= 0.00 INTER # 1 T INCLUDED ISWIDTH = 28.00 SK = 0.00 RAD = 20.00 TERM # 1 : TAPER TAPER LENGTH = 86.30 TERM # 2 : CHOPPED ITEM SURFACE AREA - ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE_ ASPHALT CONCRETE CURB.TYPE B EXISTING • SIDEWALK EXISTING TOTALS ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE B SIDEWALK STREET QUANTITIES MEASUREMENT QUANTITY MEASUREMENT QUANTITY 4024.00 S.F. 1.00 FT. 0.50 FT. 0.00 FT. 0.33 FT. 0.00 FT. 0.00 S.Y. 2519.7 C.Y. 944. C.Y. 0.0 C. Y. 963.5 TONS PROPOSED 2400.3 FT. PROPOSED 1600.2 S.Y. 145.0 C. Y. 74.5 C.Y. 101.8 TONS PROPOSED 157.5 FT. PROPOSED 105.0 S.Y. 2668.7 C.Y. 1019.4 C.Y. 0.0 C.Y. • 1070.3 TONS 2557._8 FT. 1705.2 S.Y. December 17, 1997 Enterprise Bank 11225 S.E. 6 Street Bellevue, WA 98004 Re: Set Aside of Funds #01- 402981 Stanton Development Company Riverwalk 1' Addition: Spokane County P1414 Dear Sir/Madam, Please be advised that the Set Aside of Funds #01- 402981 dated July 25, 1995 issued by your company as surety for the construction of road and drainage facilities in the Riverwalk 1' Addition development in the current amount of $28,000.000 may now be reduced to $18,830.00 (Eighteen Thousand, Eight Hundred and Thirty U.S. Dollars). If you have any questions, please call Jim Radke at 456 -3600. DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer cc: Ed Dean /Jim Radke, P.E Engineering Services • A DIVISION c p-11 1026W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 • DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer August 19, 1997 Enterprise Bank 11225 S.E. 6th Street Bellevue, WA 98004 SUBJECT: P1414 - Riverwalk P.U.D. 1st Addition Stanton Development Company Gentlemen: S P O K A N E Please be advised that the Set Aside Funds (No. 01- 402981, dated July 25, 1995) issued by your company as surety for the installation of roads and drainage facilities on this project, in the current amount of $51,000, may now be reduced to $28,000 (Twenty-Eight Thousand U.S. Dollars). If you have any questions, please contact Ed Parry at (509)456 -3600. Thank you. Very truly yours, William A. Johns, P. E. Spokane County Engineer Edward J Patty', Jr., P.E. Plan Review Engineer cc: project file .teviewer Stanton Development Company (Mark Hancock) A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 w 0 ME- 9 9 8888288888888888288888 1 € °g °%!SS°g �cc a88 e; 888888 85od°ggggog°°0mH00 °Ne 6 a 888 88888 88 88888 888 88 , 3 3 12 m . F8 8 ° 8° N q ° dd n 1 - 7 . -� 88 8 °00 012 xo . 73§00. 344 S °0°0 'oo°'S 74E-0 Aff Z. 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Johns, P.E., County Engineer December 9, 1996 Mark Hancock Stanton Development/Dean Housely Company 16720 N.E. 116th Street Bellevue, WA 98052 SUBJECT: P1414 - Riverwalk P.U.D. 1st Addition Bond Reduction Gentlemen: A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director In response to your bond reduction request of 25 Nov 96, we have reviewed the data provided by your engineer to document the "as- constructed" condition of this project. We have determined that the surety may be reduced to a total of $51,000 for this project, based on the work that appears to be pending completion. A copy of the estimate was provided to you by facsimile transmission on 5 Dec 96; we are enclosing a hard copy of that estimate, as well as a copy of our letter to the holder of the surety authorizing the surety reduction . As we discussed on 5 Dec 96, there are irrigation systems required for the swales along Indiana and Mission Avenues; surety was not provided for these items, as there were no irrigation system plans available at the time the road and drainage plans were approved. An estimate of the costs of these systems has now been calculated into the surety requirements for this project. D We note that ponds "E" and "o" at the easterly terminus of Indiana Avenue in this phase are now part of Riverwalk 2nd Addition; these ponds discharge into catch basins, pipes and drywells constructed in this project. The documents submitted by your engineer indicate that the irrigation systems and sod for these ponds had not been installed as of 29 Oct 96. Since we are unable to release the surety for the catch basins, pipes and drywells serving these ponds until all the work for the ponds has been completed, it would appear that matters could be simplified if these items were to be considered as part of Riverwalk 2nd Addition, and the surety for that project be increased accordingly, in the amount of $15,700. We understand from our conversation of December 5th that you are in agreement with this approach, and that you will provide the additional surety necessary for Riverwalk 2nd Addition. We have also enclosed a copy of our review comments for the Record Drawings submitted by your engineer. If you have any questions, please contact Ed Parry at 456 - 3600. Thank you. Very truly yours, William A. Johns, P. E. Spo County Engineer Edwar Plan Review Engineer cc: projet02&td4 Bmialveay Ave. • Spokane, WA 99260 - 0170 • (509) 456 FAX: (509) 324 -3478 TDD: (509) 324-3166 BONDESTIMATE DATE 05.Om00 PROJECT: P1414 - RrwrnIk In Addtion wurneted by 16041 Bad Reduction 12 671P DATE 05.0.,.00 c a ro 65... 2 to Phew 1 Suety adjustment Is Phew 1 p.sWn •dbWM Y 'shined Total T.l O UNITS QUANTITY PRICE 00 COST OUA PRICE . 0 INKS Fred S OUANTI]Y 0U COST bend amount to Fir 20, Retained 2IPyrweellM - EA 1 1}50.0 8250.00 155000 000 00 6 EA 1 1250.00 1250,03 200 1050.00 1050. 20.00% 11010- 00 31 N EA 5 1850.00 . 8250.00 2 1315.00 3120.00 6 6 .00 EA 3 1310 ,080.03 J6O 3830.03 20.00% 41 rote .1. • T Type 1 yp.YY A yp EA 34003 06 315.00 6 66 0. EA 31 0.6 0.6 0.6 41 Orate Typo EA 4 340.00 1300.00 2 300.6 WO.M EA 2 00.6 360.6 8.0,00% 180.00 01 0'0r.w -156 o 2 0 FA 3 300.00 00 3.6 36 6 0.00 CJ. 3 3 36 6 180.00 .03 40.6 6 0 20.% 480. a] B..w Sr 230 106 385.6 00 10.6 1280.00 00 25 13. Sr 2 10 35 006 0m 110.00 .00 x550400 CO 03 6 6 . 10.% 110.00 7 F.. 3400 75003 6 1n Ow Sr 30 0.25 860.00 1000 0.25 56.00 Sr 3200 0. 550.00 5 20.00 113, 8) ) 0.1,5 , 1 F 6.w O0 EA 4 ]00 ]IXp M 2 323. 166 5. FA 2 32300 00 1500.00 66 16. 10614 36.00 8) RP. Rpe 10' 10' ' Bain 27,6 0 00 23.6 8.80 I 3 03 F 2 0 6 0.6 0.6 0.1 RP. 12' 0... CM 11 P lF 0 4000 1944.00 40.00 1210.00 IS 05.00 27.70 2400.00 2400.6 00 20% 300.30 10 P 1 lip. 12' .. PJm .i IF 6 40.00 12603 40.00 020 LF 00 206 2400.00 3000.6 10.6% 080.6 11p. 16' Ow. CMP lF 0I 31.50 0X1 11. 4 31.50 1110.00 IS 27.80 06 06 0.6 11) Rue el Mr4 d 31.50 0.00 6 0 IF ..00 6 A 10 31.50 0 06 0.6 137 1 Gomel arl. EA 1310006 6 . U 1310006 . 0.00 EA 1300 003 06 2.00 1445 5.dd E. C' 3 310.00 930.00 1 310.00 5X .00 EA 1 31000 010.00 0006 10.03% 02.00 14 nM Eaw4• F6ns CY CY ]G 1000 x040 151 10.00 1510.00 CY 00 10.00 281.00 20000 X.00 01 % 2,00 Mum 0 CY 0 106 06 10.6 03 0.00 CY 20.0 106 180.6 201.03 16..6% x81,6 14 6nlru )wk-Fi4 Y 0 10.6 0.6 0 10.00 0.00 CY 0 10.6 0.00 0 00 C .6 70 00 6 0.00 Om CY o 10 06 0 10. 0. Cr o 10 0.6 06 0.6 15) SF 030 0.6 0.70 0.00 SF 0.00 06 06 )1y 8.6 10) Ndurd Ndn. SF 17681 0.07 1330.87 10100 0.07 16.6 SF 1310 007 523.07 52.17 .00% 92. Mimi. 0 m SF 0 0.07 0.6 O. 0.6 SF 1310 0.07 02.12 x.11 1600.03% 43.II NON STANDARD DRAINAGE ITEMS 12164.00 3027.97 11 55..) Vault Cub Inlet EA 8 OD3.00 846.6 46.6 0.6 EA 5 06.6 456.6 456.6 15.00% 07500 ]18' uduJair for Kowtow Well .355 LF L5 1 7500.00 763.6 756.6 0.6 LS 1 7500.00 7500,6 756.6 20.00% 1500.00 3103 .40 Block Wall - 3321F Ls 1 5003,6 5074.6 5000.6 0.6 L5 1 506 ao 66.6 5500,00 23.00% 460.00 45)Eri8*n ho.na ' 6 1500.00 6.6 Ave Ar. EA 0 12 06 2 1250. 30, EA 3 12 0 4500.00 ,7 4500.00 66 , 1.% 4500.00 5e) 740[.030 . hoc ' EA 0 250.00 0.6 2 250.00 66.6 FA 3 56,6 50 03 0.6 503.00 1036% 750.00 5e) '. o MUm 600 .6 50 ,swn, .Ar. EA 0 15 0 1550 06 EA 1 12.00 1500.00 1200. 1600 50 % 12.00 05) 4nWha lw' FA 0 3N1.6 000 26.6 0.6 FA 1 250.00 250.6 36.6 16 W% 2506 DRAINAGE SUBTOTAL 47407_87 1606.0 DRAINAGE SUBTOTAL 412E0.28 00060E SUBTOTAL 17420.94 161 MU..n.o1. EA 0 185.6 111000 185.6 0.00 EA 0 18500 1110.00 111003 100.00% " 1110,6 171 Barricade IF 0 33.00 000 3300 0,6 LF o 33.00 0.6 0.6 0.6% 06 181 Stew Sig. EA 3 85.00 255.00 85.6 000 EA 3 856 255.00 255.03 16.005 2556 OTHER SUBTOTAL 1305.00 0.00 OTHER SUBTOTAL 1305.00 OTHER SUBTOTAL 1385.03 GRADING. 5111FACN0, CURB, AND SIDEWALK • •Mer. AY. A Mum Ar• 6diw. Ave 19) Ruch Ora4. CY 2008.] 10.00 2803].03 10.6 0.00 CY 2519.7 IO.CO ]5 187,00 7519/00 10.6% 2518.70 10) lop Couw CY 1010.4 16.03 1831000 10.6 000 CY 600 IB6 16118740 16118.40 10.00% 1511.84 111 Base Came CY 10.6 - 0.6 18,00 0.00 CY 1000 000 0.6 0.6 22) AaWatt 000a.). Tone 1070.3 44.40 47571.32 44.00 06 Tons 44,40 4361.40 38001,40 10005 3000.14 231 Cub Type LF 7.6 0.6 ],6 0.00 1.1 7,6 06 0.00 0.6 241 Curb Type 8 LF 2557.8 8.6 20482.40 003 06 LF 206.3 8,6 10202.40 4000.03 15202,40 10.00% 1520.24 151 Cub Type R IS 8.00 06 8,6 0.00 LF 8.03 000 0.00 0.6 181 Sidewalk SO YD 1705.2 16.70 29478.84 10.70 000 6 YD 106.2 10.70 20723.34 20723.34 10.00% 2872,33 • •008000 Are Minion Ave 11718wy,Grade CY 10.6 003 10.00 002 CY 148 10.03 1400.00 146.00 100.005 1400.00 205 Top Course CY 16,0 0.00 10.00 06 CY 74.5 18 co 1182.6 1102.00 100.005 1192.00 21) Ben Comte CY 10.6 0.6 18.00 0.00 el 10.6 22) Aap04, Concrete TO 4,40 0.00 44.40 0.6 Tone 101,8 4,40 4510.82 419.02 100.65 451002 23) Cub Type A LF ]6 0.00 2.6 06 LF 7.6 0.6 000 000 74) Cub lyp. B LF 8.6 0.6 000 0.00 IF 157.5 8.00 126.6 126.00 100.00% 126.03 251 Curb Type 0 LF 8.03 06 8.6 003 1.6 8.00 0.6 0.00 0,00 28) S14.,nl1. SO YO 18.70 0.00 10.70 0,6 50 Y0 105 10.70 1753.50 1753.50 103.005 1763.50 GRADING AND SU FACNO DRANO TOTAL Required SWOP? Nw:o. reduction 111,000.6 Currant Suety 70,700,6 139457.00 06 ORAD140 AND SURFACING 138457.98 130457,06 Add to IM. 2 Suety Raywp 188,230.83 16.66 %.09 GRAND TOTAL 187,66.25 130,457.00 0rw. 1 41,026.02 $15,7ao TeW gentry n.wa..y D...rt Sum Su.n to be rala.aad PowNirl OryuN. 96.03 Cr.npAr. 5000.6 SM.elk Rev 460.03 9950 00 22230 6616.67 4 / COO f 70766 25]24.30 DEAN HOUSLEY COMPANY November 25, 1996 Mr. William A. Johns, P.E. County Engineer Spokane County 1026 W. Broadway Ave. Spokane, WA 99260 RE: Setaside funds. 1st Addition, Rivenvalk Dear Mr. Johns, RECEIVED NOV 2 6 1996 SPOKANE COUNT' ENGINEER It is our understanding that we need to request in writing a bond reduction or setaside of funds release for work in Spokane County. Specifically, with the submittal of the Inland Pacific asbuilts and test results for the work in the First Addition at Riverwalk on November 1, we are hereby writing to request that the current setaside of funds in the amount of $76,700 for the First Addition roads and storm be released. Given the period of time the work has been in place and the thorough testing performed by IPE, we trust that this would be satisfactory. If there is a reason to continue a setaside or bond, we would request a bond in the amount of 5% of the work, which we believe would be for $ 9,350.00. We would greatly appreciate a waiver or reduction at your earliest convenience, and please call me at 206/869 -6618. ext. 234, if you have any questions or if I can be of assistance. Thank you very much for your help. Sincerely, Mark B. Hancock Land Development Manager cc: Ed Parry Dave Berto 16720 N.E. 116th Street • Redmond, Washington • 98052 • 206.869.6618 • Fax 206.869.6620 OFFICE OF THE COUNTY ENGINEER • Ronald C. Hornunn, P.E., County Engineer Enterprise Bank 11225 S.E. 6th Street Bellevue ,Wa 98004 Dear Sir or Madam: RE: Riverwalk 1st Addition P1414 Stanton Development Company A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director July 26, 1995 Please be advised that the Set Aside Funds No. 01- 402981 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated July 25,1995, in the current amount of 5187,000.00 may now be reduced to 576,700.00 (seventy six thousand seven hundred U.S. dollars). If you have any questions, feel free to call our office Very truly yours, Bill Johns, P. E. Spokane County Engineer David A. Berto Plat Compliance Surveyor 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324-3478 TDD: (509) 324 -3166 July 24. 1995 Mr. Ronald C. Hormann. P.E. Spokane County Engineer North 811 Jefferson Spokane. WA 99260 RE: Developer /Borrower: Stanton Development Company Our Account No: 01- 402981 Dear Sir: ENTERPRISE BANK Funds in the amount of 3187,000.00 are being held in a special non - interest bearing account in the name of Stanton Development Company (developer /borrower), et ux, for the purpose of assuring completion of installation of roadway surfacing, including grading and gravel. storm drainage and monuments in Riverwalk Division 1 (development) in accordance with the drawings and specifications as submirted CO and approved by the County of Spokane Engineer's Office on July 5 . 1995. No funds will be disbursed from this account without the prior written authorization of the Spokane County Engineer. This set aside of funds will not be revoked without the consent of the County Engineer. In the event that the completion and acceptance of the above -named improvements for maintenance by the County of Spokane are not accomplished. within a period of one year from the date of this agreement. all funds remaining in the account will be forfeited to the County of Spokane upon written request by the Spokane Counry Engineer's Office to Enterprise Bank. It is understood and agreed that upon the forfeiture of the funds to the County of Spokane, that the county of Spokane will then undertake completion of the subdivision to be accomplished within twelve (12) months form the date of the forfeiture of funds. It is further understood and agreed that in the event of any shortage of funds to complete improvements, the County of Spokane may have recourse against Stanton Development Company (developer /borrower) named above. It is specifically understood and agreed by the parries. that in holding funds for this development, Enterprise Bank is not serving as guarantor for any additional costs incurred by the County of Spokane in the completion and acceptance of the above -named improvements. 1 Lincoln Plaza 11225 S.E. inh Scre r ncllcvur. Washington 98004 / 206- 454- - 070 r FAX 206 -455 -0497 ACCEPTED AND APPROVED this 25 day of ,TUL`-/ , 19 9S STANTON DEVELOPMENT COMPANY BY: ENTERPRISE BANK BY: David V Huguenin OFFICE OF THE SPOKANE COUNTY ENGINEER BY: 7 'r Ari mi DEAN HOUSLEY COMPANY November- 25, 1996 Mr. William A..Johns, P.E. - County Engineer Spokane County 1026 W. Broadway Ave. Spokane, WA 99260 RE: Setaside funds, 1 st Addition, Riverwalk Dear Mr. Johns, It is our understanding that we need to request in writing a bond reduction or setaside of funds release for work in Spokane County. Specifically, with the submittal of the Inland Pacific asbuilts and test results for the work in the First Addition at Riverwalk on November 1, we are hereby writing to request that the current setaside of funds in the amount of $76,700 for the First Addition roads and storm be released. Given the period of time the work has been in place and the thorough testing performed by IPE, we trust that this would be satisfactory. If there is a reason to continue a setaside or bond, we would request a bond in the amount of 5% of the work, which we believe would be for $ 9,350.00. We would greatly appreciate a waiver or reduction at your earliest convenience, and please call me at 206/869 -6618, ext. 234, if you have any questions or if I can be of assistance. Thank you very much for your help. Sincerely, cc: Ed Parry Dave Berto Mark B. Hancock Land Development Manager 16720 N.E. 116th Street • Redmond, Washington • 98052 • 206.869.6618. Fax 206.869.6620 RFICEIVED NOV 2 6 1996 :SPOKANE COOii1Y ENGINEER • L • • • . • • .. LA • OFFICE OF THE COUNTY ENGINEER Ronald C. Hormann, P.E., County Engineer Enterprise Bank 11225 S.E. 6th Street Bellevue ,Wa 98004 Dear Sir or Madam: RE: Riverwalk 1st Addition P1414 Stanton Development Company r 2 A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director July 26, 1995 Please be advised that the Set Aside Funds No. 01- 402981 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated July 25,1995, in the current amount of 9187,000.00 may now be reduced to 576,700.00 (seventy six thousand seven hundred U.S. dollars). If you have any questions, feel free to call our office Very truly yours, Bill Johns, P.E. Spokane County Engineer /0:2416a- David A. Berto Plat Compliance Surveyor 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324-3478 TDD: (509) 324 -3166 July 24. 1995 t Mr. Ronald C. Hormann. P.E. Spokane County Engineer North 811 Jefferson Spokane. WA 99260 ENTERPRISE BANK RE: Developer;Borrower: Stanton Development Company Our Account No: 01- 402981 Dear Sir: Funds in the amount of 3187,000.00 are being held in a special non - interest bearing account in the name of Stanton Development Company (developer /borrower), et ux, for the purpose of assuring completion of installation of roadway surfacing, including grading and gravel, storm drainage and monuments in Riverwalk Division 1 (development) in accordance with the drawings and Specifications as submitted to and approved by the County of Spokane Engineer's Office on July 5 , 1995. No funds will be disbursed from this account without the prior written authorization of the Spokane County Engineer. This set aside of funds will not be revoked without the consent of the County Engineer. In the event that the completion and acceptance of the above -named improvements for maintenance by the County of Spokane are not accomplished. within a period of one year from the date of this agreement. all funds remaining in the account will be forfeited to the County of Spokane upon written request by the Spokane County Engineer's Office to Enterprise Bank. It is understood and agreed that upon the forfeiture of the funds to the County of Spokane. that the county of Spokane will then undertake completion of the subdivision to be accomplished within twelve (12) months form the date of the forfeiture of funds. It is further understood and agreed that in the event of any shortage of funds to complete improvements, the County of Spokane may have recourse against Stanton Development Company (developer /borrower) named above. It is specifically understood and agreed by the parries, that in holding funds for this development, Enterprise Bank is not serving as guarantor for any additional costs incurred by the County of Spokane in the completion and acceptance of the above -named improvements. 1 I.incoin Plaza . 11225 S.E. ixh Street Bellevue. Washington 98004 / 206 - 454 - - (ro / FAX 206 -455 -0497 ACCEPTED AND APPROVED this 2S day of .SUL`/ , 1995' STANTON DEVELOPMENT COMPANY BY: ENTERPRISE BANK BY: �it, 'J !/ / David V. Huguenin OFFICE OF THE SPOKANE COUNTY ENGINEER BY: REVIEW #: 3 PROJECT #: P1414 PROJECT NAME: Riverwav Villa P.U.D. REVIEW COMMENTS NOT ADDRESSED FROM PREVIOUS SUBMITTALS REVIEW COMMENTS f3 ' q SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 6 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456 -3600 FAX (509)324 -3478 32. Traffic impact analysis submittal and approval is any further plan review (Definition of mitigation mitigation measures pending by Developer and mitigation issues are resolved] 3' IA yes.) 0- 7t.) Tor /itip kD r„F` REVIEWER: Ed Parry DATE: 20 October 94 1st Review: PLANS: 2. Developer's approval signature will be needed prior to plan approvals (Still needed)[Still needed] 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed (Not received with 2nd submittal)[Not received with 3rd submittal] 11. Indicate Block & Lot #'s north of Indiana (Not indicated on this submittal)[coordinate with Planning; block and lot #'s are typically required for all lots] 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property (Intersection sight distance easements were not indicated on this submittal) [Sight distance easements are still needed at Barker/Indiana. Mission/Harmony, and Baldwin/McMillan] required per Findings and Conditions) prior to measures pending by DOT) [Resolution of WSDOT; plans will not be approved until 2nd Review PLANS Sheet 2 of 6 6. Provide temporary cul - de - sac at end of Indiana Avenue [provide confirmation from Fire District #1 that a cul- de-sac is not required at the end of Indiana Avenue in this ' hasel •. fj,/ ) / 4 6( 4 /.4--6( rw cye (01 gAireff o /2a 44v i T 4 t '' g , g ?4c'd �` �- REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Sheet 4 of 6 1. Klamath River Street [now Baldwin Lane] 1. Stop signs are not provided at intersections of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County [provide street sign only] II. Allegheny Avenue [now Augusta Lane] 2. Stop signs are not provided at intersections of public Local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County [provide street sign only] Sheet 6 of 6 [now sheet 10/10] 5. Sidewalk Detail a. Plan view (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half- delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street [see comments for 3rd review & attached sketches] CALCULATIONS Page 2 of 13 3. Page 1: Runoff from portions of the parcel to the east appear to run onto the site [Need to design for the worst of two cases: (1) future phases are not constructed to cut off drainage from area outside of phase limits; and (2) future phases are constructed which change the surface characteristics and Clow patterns] [Due to the degree of revisions in calculations included in the 3rd submittal, remainder of comments form 2nd review are deleted] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 3 of 13 REVIEW COMMENTS BASED ON REVISED PLANS AND CALCULATIONS IN TFDS SUBMITTAL PLANS Sheet 2/10 1. Where existing County roads are widened in conjunction with a development. an approach to the County road is typically constructed to meet the widened County road edge of paving, with any tapers or acceleration /deceleration lanes as necessary. The curb from Indiana should be constructed around to the curb return point for the widened Barker Road, with tapers inbound and outbound of the Barker /Indiana intersection (see comments for sheet 6/10) 2. Provide a spot elevation on the sidewalk intersection at the SE corner of Barker!Indiana: coordinate with the floor elevation of the swale along Barker Road, the drywell rim elevation at 0 +62 RT (Indiana), and the road sections to ensure that proper sideslopes are provided ! c ;:cud f /Coordinate CR elevations at Barker /Indiana (NE) with sheet 6i 10 Culvert at 0 +56LT to 0 +76 LT: a. Minimum culvert size along public roads is 12" diameter b. Coordinate culvert i.e.'s (25.18 at 0 +76, 24.78 at 0 +56) with swale flowline (25.65 at 0 +76, 25.95 at 0 +56) c. Note offset from CL for culvert ends d. Why is this culvert here? This swale provides the final collection and storage volume for the Basin 13 drywell. If the culvert inlet i.e. is set below the drywell grate elevation. how will any storage be developed? Runoff from this development must be disposed of within the development: if any excess flows run offsite, they will eventually discharge into the Spokane River, and this discharge will require coordination and/or permitting through the Department of Ecology. Culvert is not needed here 5. Note invert elevation of all inlets (typically the normal gutter tlowline elevation) 6. Coordinate drywell rim elevation with the swale floor elevation (typically CL - 0.88') at a. 1 +27LT 1 f p,./ b. 1 +27RTJ c. 5 +59LT ✓ d. 5 +69RT e. 9 +65RT✓ , e b oP 07. Stubouts for future roads with curbing are typically constructed in the current phase to minimize construction impacts in the future. Designer will need to evaluate and manage runoff from the area downstation of 6+ 15LT (Indiana) REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 4 of 13 8. The disabled access ramp configuration at Indiana/Harmony Lane (SW) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp location as needed [see attached sheets] 9. Indicate for all check berms: a. Station b. Elevation at top of berm c. Elevation at upstream toe of berm b. Elevation at downstream toe of berm 10. The disabled access ramp configuration at Indiana/McMillan Lane (SW & SE) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp locations as needed 11. Provide facilities at the plat boundary to manage stormwater runoff from lots and paving east of McMillan Lane 12. Profile: Indicating the inlet stations would be helpful Sheet 3/10 1. Build out Harmony curbline to CR point on Mission Ave (see comments for sheet 8/10) 2. Add "slope" to easement designation 3. Coordinate drywell rim elevation (27.83) with swale floor elevation (27.06) at 16 +09LT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided 4. Provide a drywell at the low point at station 19 +25 LT & RT 5. The configuration of the disabled access ramp to sidewalks at Baldwin Lane and .Augusta Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Sheet 4 /10 I. Baldwin Lane 1. Provide a drywell at the low point at a. 10 +53 LT b. 14+25 LT & RT Page 5 of 13 2. Provide a means for the runoff from McMillan to bypass the sidewalk ramp at BaldwinlMclviillan. and to reach the low point at 14 +25 RT (Baldwin), or provide a drywell 3. Coordinate drywell rim elevation (28.45) with swale floor elevation (27.66) at station 10 +53RT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided 4. The configuration of the disabled access ramp to sidewalks at Harmony Lane and McMillan Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line i behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and/or curb radius configuration as necessary [see attached sketches] 5. Profile: a. Note tangent grade between the reverse vertical curves at PVI 13 +50 & PVI 14 +25 II. Augusta Lane 1. Coordinate BCR elevation at 10 +33.97LT with road section: need to provide a minimum 2% cross - slope from CL to efp outside of the curb return area 2. The configuration of the disabled access ramp to sidewalks at Harmony Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches 3. Profile: a. Note finished grade elevation at end of paving b. Note a 4:1 gradeout to existing surface from the end of paving Sheet 5/10 1. Note MCR stations on temporary cul-de -sac. indicate station & elevation in profile 2. Need to address how runoff in the swale will flow past the sidewalk ramps, or provide drywells at 19 +15LT &RT( ±) REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 6 of 13 3. Provide a sight distance easement over Lot 46; dimension easement limits from property corners 4. Coordinate drywell offset at 22 +39 RT with road sections; drywell CL may be located up to 8' from the e/p or curb face without special maintenance access provisions 5. Need to address how runoff in the swale will tlow past the sidewalk ramps, or provide drywells at 22 +33 LT 6. The configuration of the disabled access ramps to sidewalks at Baldwin Lane and Indiana Avenue do not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] Sheet 6/10 (Barker Road 10 +00 to 23 +00) 1. The configuration of the disabled access ramp to the sidewalks at Mission Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 2. Build out the Mission Avenue curbline to the CR point on Barker, and provide a taper length equal to 1/2WS (where W = width of added paving, S = design speed (45 mph for Principal Arterials)) in this phase. Curb should nose down in 12" beyond the CR. Note "start taper' and "end taper" stations 3. Note: Revise to read "Phase [I or Phase VI. whichever occurs first ", as agreed in our meeting of 4 Aug 94. be advised that the Conditions of Approval require that improvements to Mission and Barker adjacent to phase VI must be constructed prior to the County issuing a building permit on that parcel 4. Consider installing an additional inlet (or inlets) between 14 +50 RT and the Barker /Indiana CR (SE). Without additional inlets. the runoff rom the area north of 14 +50 flows around the curb return and into the swale serving basin C: Basin C area needs to be revised if additional inlets are not provided 5. Show drywell at 18 +95RT( +): coordinate with sheet 2/10, and install in this phase. Add note to grade roadside ditch in phase 1 to drain to drywell K b. Build out Indiana RT curbline to CR point on Barker. and provide an inbound taper length equal to IOW, where W = width of added pavement. Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. REVIEW CONEVIEsiTS 20 October 94 PROJECT # P1414 REVIEW # 3 7. Build out Indiana LT curbline to CR point on Barker, and provide an outbound taper length equal to WS ± 3, where W = width of added pavement, S = design speed (45 mph for Principal Arterials). Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. S. Coordinate CR elevations (NE) with sheet 2/10 Page 7 of 13 9. A sight distance easement will be needed over the adjacent parcel to the north 10. Shading does show clearly on the plans submitted. Existing features are typically shown in standard line widths; work in the current phase is typically shown in bold; future work is typically shown in half- tone 11. Clearly show the boundaries of Parcel #8109180257 at the existing R/W 12. A slope easement back of the sidewalk may be needed for a 5:1 slope to catch the existing grade: coordinate with road section. A profile at the back of sidewalk would be helpful for these separated sections (Barker. Mission, and Interior Roads with sidewalks), or sections at even stations. Contours need to be clearly labeled 13. Profile: a. Indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample Sheet 7/10 (Barker Road 23 +00 to 32 +00) 1 Comments will be forthcoming; coordination with County Traffic Engineer regarding taper location pending. Plan sheet from this submittal and review comments will be forwarded under separate cover Sheet 8/10 0 Build out Mission curb line to CR on Barker (see comments for sheet 6/10) /Build sidewalk so that a 5' x 5' landing zone at the top of the ramp is provided in this phase I ndicate delta angle, radius, tangent, curve length for all curb returns 4. The configuration of the disabled access ramp to the sidewalks at Barker Road Avenue does not appear co provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 .' Provide a drywell in the swale low point 6. Provide curb inlet at the low point in the curb 7. Provide 6"-high check dams at 100' (max.) toe -to -toe spacing in order to develop 208 volume 8. Provide sight distance easement at Harmony Lane intersection; indicate dimensions from property corners 9. Indicate stationing equation, elevation at Harmony Lane intersection Page 8 of 13 Sheet 9 /10 1. Drywell detail a. Delete "where shown on plans" from fabric liner note 10. Build curb at Harmony Lane (RT) to CR point on Mission: provide taper inbound to intersection with taper length = IOW, where W = width of added paving (100' minimum). Develop plan view to at least 50' beyond end of taper. Indicate "start taper" and "end taper" stations 11. Profile: a. indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample 2. Barker Road section , a. Note CSTC depth -- f ° � ' f b. Note existing paving width c. Note existing R/W width: verify whether R/W is measured from existing CL or from section line. A notation of the stations where the standard section applies, and where the width varies back to existing will be needed d. Note minimum swale depth e. Provide 5:1 back slope from curb per the road section provided by the County s , ?°m---X�� f. Coordinate swale dimensions & slopes with the drywell location at 18 +95 RT g. Slope easement should extend to 25' or to catch point on existing grade, whichever is greater d v, h. Coordinate T/C + 0.2' (yields CL - 0.51) with swale dimensions and grading (yields CL - 0.81') 3. Swale check berm: Should only 6" nigh (max.); 1' height is too deep for 208 treatment REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 9 of 13 -111 t 4. Grassy swale: a. Note that the CL of the drywell is located 8' (max.) from the e/p or curb face Swale bank elevation mote; Add "or T/C +0.2" If swale is hyrdoseeded, indicate Erosion Prevention/Sediment Control (EP /SC) measures to e installed at inlets to swale, (including from area grading of Iots), and at inlets to the drywells; add a note to the effect that the Developer shall be responsible for maintaining the (EP /SC) measures in good working condition until the vegetation is established, and the drainage facilities adjacent to the public R/W are accepted by the County; and that the Developer shall thoroughly clean the drywells prior to the County's acceptance of the drainage facilities adjacent to the public R/W. As an alternative to the EP /SC measures, swales adjacent to the public RIW may be sodded and maintained in good condition by the Developer until the County's acceptance of the drainage facilities adjacent to the public RIW. 5. Mission Avenue section :a. Note CSTC depth *Note existing paving width Note existing RIW width „'Note minimum swale depth e. Provide 5:1 back slope from curb per the road section provided by the County. f.'Coordinate T/C + 0.2' (yields CL + 0.03') with swale dimensions and grading (yields CL - 0.92') g.4Provide 2% minimum cross slope on street paving and sidewalks ,Water depth note can be deleted; this is information for the designer 6. Interior. street section d "and slope" to easement designation :Coordinate e/p + 0.2' (yields CL +. 0.03') with swale dimensions and grading (yields kslope distance of 3.6' at 3:1) 7. Indiana. Avenue section -a. Provide note 6 as indicated, or delete callous b. Coordinate TIC + 0.2' (yields CL + 0.21') with swale dimensions and grading (yields CL 4- 0.12') General notes (1) and (2) may be deleted d, General note #3; Add "Limits of "; revise "8" to read "5 " 4 e. General note #4; Coordinate with comment #4c for sheet 9/10 REVIEW CONLV ENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 10 of 13 Sheet 10/10 1. Wheelchair ramp detail: Need to consider how runoff from swales will be routed around the ramps without overflowing the ramps. Current configuration will block runoff from reaching the drywell serving the basin 2. Driveway detail: Need to consider how runoff from swales will be routed to the drywell serving the drainage basin without developing excessive depth for 208 treatment. Current configuration will block runoff from reaching the drywell serving the basin ,..- CALCULATIONS Due to the consistency of the discrepancies noted the following general comments are provided. Calculations for each basin are to be revised as necessary 1. "C" factor calculation For those basins containing only roads and swales. "C" factors based on the assumption that the impervious area (C = 0.9) and the pervious area (C = 0.3) are equal are not valid when the basins are examined. Given that the road and sidewalk area is 20' to 26' wide and the grassy swale area is 11' to 13.5' wide. the impervious area will be considerably greater than the pervious area given equal lengths of both. Where a basin consists of more than 1 surface type, weighted "C" factors are given by: C' = [E(A, * C,)] - EA,; where C' = the weighted "C" factor for the basin A, = the surface area of surface #i, and C, = the "C" factor of surface #i For those basins containing lots, in addition to the roads, the impervious area of the lots may be taken as 3200 ftz /lot, based on the Equivalent Residential Unit used by the County Stormwater Utility. The Bowstring spreadsheet will automatically calculate the weighted "C: factor when the various areas and their associated "C" factors are entered. 2. T, path lengths The calculations need to accurately reflect the distance from the hydraulically farthest point of the basin to the discharge point of the basin: e.g.. in Basin D, the spreadsheet notes that the T. path through the swale is 630'. When the calculations are compared to the road plans, it can be seen that T,, path for this basin not only includes some overland flow on the Harmony Lane pavement (0 the swale. but also runs from the sidewalk limit at = station 10 +65 to the low point at station 16+05 - a REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 11 of 13 distance of only 530 feet. This shorter flow path results in a higher storm intensity and increased runoff over that shown in the calculations 3. Volumes provided for Water Quality Treatment ( "208 ") Swale volumes for 208 do not need to be adjusted for the slope of the swale when both Length <_ 100': and Slope <_ 1% are true. When either of these conditions is not true. then the swale volume must be adjusted. Equation 5.6 in "Spokane County Guidelines for Stormwater Management" is used to adjust the 208 volume for slope. The adjustment process also needs to consider whether or not adequate length. given by L = (100 D) _ (3 " S) is available. As an example, consider the swale in Basin E from Harmony Lane station 19 +24LT (the swale low point) to ±station I9 +49LT (the edge of the sidewalk). The maximum length for a depth of .5' and a slope of 1.5 ` "o is 33.3 feet from the low point, but only 25 feet of swale length is available. When the available swale length is less than the maximum length to develop the volume given by equation 5.6, the available volume should be calculated using a method such as the average end -area method. torm storage volumes: Storm storage volume needs to be calculated based on the actual volume provided, regardless of the slope or length of the swale involved. Where prismatic- section swales with sloping floors are provided. the average end -area method is typically used to calculate the volume provided between points in the swale. 5. Basin Limits: The basin limits need to be coordinated with the contours and spot elevations on both the basin map and the road plans, for the worst -case (current or future phase) conditions to be expected. As examples: (1) Basin B limits for the configuration to be constructed in this phase will extend downstation from the inlet at 6+ 15LT (Indiana) - the basin limit for Basin Q cannot be located downstream of the basin discharge point. When Harmony Lane north of Indiana is constructed, the runoff for the area between the inlet at 6+ 15 and the SI can be expected to tlow around the curb return and then northerly along Harmony Lane: the runoff cannot be expected to tlow uphill from the SI to the inlet. REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 12 of 13 The configuration shown on this plan submittal will result in a more severe condition than will the future construction of Harmony Lane, if and when that phase is constructed. The controlling basin limits for Basin B should therefore be considered as occurring in this phase. (2) Although runoff for Barker road will not likely reach the swale serving Basin C in this phase. the construction of curbing on Barker north of Mission will divert runoff occurring north of the last inlet at station 14 +50LT (Barker) around the curb return and then easterly along Indiana to the inlet at station 1 +21 RT (Indiana). The Basin C limits therefore need to consider the future construction along Barker 6. Storm Facilities: a. Drywells are provided in each swale which serves as the final collection point for the basin it serves; the basin outflow (based on the number and type of drywells provided) is sized to develop a single peak storage volume requirement within the 100- minute family of storms shown on the Bowstring spreadsheet. Swales without drywells are designed as "flow- through" swales. which typically collect a 6 -inch depth of runoff from the impervious area draining to the swale: any excess volume overflows along a defined pathway to a swale containing a drywell for the basin. �_-•} 1 an alternative, basins without a drywell may be collected at a low point and piped to a basin ith has excess drywell capacity. The combined basins are then typically analyzed as a single basin. using the longest T, of the basins involved to determine storm intensity b. The effect of basin flowing to areas outside the basin limits needs to be analyzed. Consider the lots on the west side of Harmony Lane; given the expected grading. runoff from these lots will Clow to the area tote developed in phase VI. which contains an apparent low point. An analysis of the effect on this low point is needed, and mitigating measures as necessary (such as easements. interceptor ditches, etc.,) are to be provided. Consider also Basin N: facilities to control the runoff from the lots in this phase need to be installed in this phase tzing calculations for the culvert at the NE corner of Barker!Indiana are needed. The gner should also consider how any storage volume will be developed when (a) the culvert 0, 4 provides an outlet from the swale, and (b) the culvert inlet elevation is lower than the rim of the ti drywell grate. REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 13 of 13 d. Inlets on a continuous grade: Flow reaching inlets upstream of the basin discharge point are typically pro -rated based on the proportion of the area reaching the inlet to the total basin area (Q'). The flow depth in the gutter is based on this Q', and any bypassing flows are then added to the flow reaching the next inlet. in a network -style analysis. A program such as HEC -12 provides a relatively quick analysis of inlet sizing, bypassing flows, and ponding at inlets on grade and in sumps. R- V:1LCE REPORT 1. Geotechnical reports which provide design information or recommendations (such as pavement section configurations) must be stamped, signed, and dated by a Washington State - licensed Professional Engineer experienced in Geotechnical Engineering. Reports which provide oniy lab rest result data do not need to be stamped by a P.E. UTILITY PLANS 1. Coordinate drywell locations with road plans: many drywells are shown on the utility plans and not on the road plans LANDSCAPING PLAN I. Plans for interior roads are needed. as sight distances over Lot 46 may be affected 2. Coordinate plans with sight distance easements indicated in these review comments REVIEW #: 3 (ADDENDUM) REVIEWER: Ed Parry PROJECT #: P1414 DATE: 9 November 94 PROJECT NAME: Riverway Villa P.U.D. PLANS: Note sod for swale sides and floor REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324-3478 Please add the following to the review comments for the 2nd submittal: CALCULATIONS: Need to evaluate Q from road surfaces only for each basin (as opposed to Q pea for all the surfaces in the entire basin Page 7 (Barker Road north of Indiana to the Spokane River) : Ai (ci 1. Address how runoff in the swale will pass through or over the driveways 2. Label contours - should match the road profile 04(40w' K4 fir' 3. Culvert calculations needed for pipe passing under the sidewalk at 26 +40: 12" minimum diameter in public facilities 4. Indicate station, offset, and invert elevation for ends of culvert at 26 +40 5. Provide swale profile, with existing contours 6. Swale will need check dams, since either the uninterrupted length exceeds 100', or the slope exceeds 1% (anticipated slope, based on T/C slope). See GSM pg 5-4. 7. Note top of berm elevation at dryweil location 8. Top of swale elevation at the lots should be at least T/C + 0.2' 9. Provide a maintenance access route to the drywell 10. Sidewalks at the Centennial Trail parking lot entrance should come in to the driveway at an angle as close to 90° as possible REVIEW COMMENTS November 9, 1994 PROJECT P1414 REVIEW 3 - ADDENDUM 11. "End taper" station should occur at 31 +00; this will allow the traffic to complete the merging maneuver before reaching the bridge. Taper length = WS, where S = 45 mph for a Principal Arterial 12. Provide roadside safety elements at the bridge per WSDOT Design Manual. Coordinate with the County Traffic Engineer 13. Provide Erosion Prevention/Sediment Control measures to prevent sediment -laden runoff from flowing over the bank and in the river; coordinate with WSDOE as needed 14. Profile: a. Indicating the inlet stations would be helpful b. TIC elevations should be noted at 25' stations, especially on flatter grades (<1%). Curb grade worksheets are needed c. Clearly indicate grade break stations REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY. SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEW #: 3 (back check) REVIEWER: Ed Parry PROJECT #: P1414 DATE: 18 January 95 PROJECT NAME: Riverway Villa P.U.D. REVIEW COMMENTS NOT ADDRESSED FROM PREVIOUS SUBMITTALS 1st Review: PLANS: 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property (Intersection sight distance easements were not indicated on this submittal) [Sight distance easements are still needed at Barker /Indiana, Mission /Harmony, and Baldwin /McMillan] {Indicate easements on plat map, and on Lot Plans} 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review (Definition of mitigation measures pending by DOT) [Resolution of mitigation measures pending by Developer and WSDOT; plans will not be approved until mitigation issues are resolved] {pending WSDOT review of Barker Interchange plans} 2nd Review PLANS Sheet 6 of 6 [now sheet 10 /10] 5. Sidewalk Detail a. Plan view (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half -delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street [see comments for 3rd review & attached sketches] CALCULATIONS 3. Page 1: Runoff from portions of the parcel to the east appear to run onto the site [Need to design for the worst of two cases: (1) future phases are not constructed to cut off drainage from area outside of phase limits; and (2) future phases are constructed which change the surface characteristics and flow patterns] REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 2 of 10 [Due to the degree of revisions in calculations included in the 3rd submittal, remainder of comments form 2nd review are deleted] 3rd Review: PLANS Sheet 2/10 5. Note invert elevation of all inlets (typically the normal gutter flowline elevation) 6. Coordinate drywell rim elevation with the swale floor elevation (typically CL - 0.88') at a. 1+27LT b. I +27RT c. 5 +59LT d. 5 +69RT e. 9 +65RT 8. The disabled access ramp configuration at Indiana /Harmony Lane (SW) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp location as needed [see attached sheets] 10. The disabled access ramp configuration at Indiana /McMillan Lane (SW & SE) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp locations as needed 11. Provide facilities at the plat boundary to manage stormwater runoff from lots and paving east of McMillan Lane Sheet 3/10 5. The configuration of the disabled access ramp to sidewalks at Baldwin Lane and Augusta Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] Sheet 4/10 1. Baldwin Lane 2. Provide a means for the runoff from McMillan to bypass the sidewalk ramp at Baldwin /McMillan, and to reach the low point at 14 +25 RT (Baldwin), or provide a drywell 3. Coordinate drywell rim elevation (28.45) with swale floor elevation (27.66) at station 10 +53RT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 3 of 10 4. The configuration of the disabled access ramp to sidewalks at Harmony Lane and McMillan Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] II. Augusta Lane 1. Coordinate BCR elevation at 10 +33.97LT with road section; need to provide a minimum 2% cross - slope from CL to e/p outside of the curb return area 2. The configuration of the disabled access ramp to sidewalks at Harmony Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] Sheet 5/10 3. Provide a sight distance easement over Lot 46; dimension easement limits from property corners{ is the 13.04' dimension measured along the lot line, or parallel to Baldwin Lane R /W ?} 4. Coordinate drywell offset at 22 +39 RT with road sections; drywell CL may be located up to 8' from the e/p or curb face without special maintenance access provisions 6. The configuration of the disabled access ramps to sidewalks at Baldwin Lane and Indiana Avenue do not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] Sheet 6/10 (Barker Road 10 +00 to 23 +00) 1. The configuration of the disabled access ramp to the sidewalks at Mission Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 2. Build out the Mission Avenue curbline to the CR point on Barker, and provide a taper length equal to 1/2 WS (where W = width of added paving, S = design speed (45 mph for Principal Arterials)) in this phase. Curb should nose down in 12" beyond the CR. Note "start taper' and "end taper" stations 4. Consider installing an additional inlet (or inlets) between 14 +50 RT and the Barker /lndiana CR (SE). Without additional inlets, the runoff rom the area north of 14 +50 flows around the curb return and into the swale serving basin C; Basin C area needs to be revised if additional inlets are not provided REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 4 of 10 6. Build out Indiana RT curbline to CR point on Barker, and provide an inbound taper length equal to IOW, where W = width of added pavement. Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. 9. A sight distance easement will be needed over the adjacent parcel to the north 12. A slope easement back of the sidewalk may be needed for a 5:1 slope to catch the existing grade; coordinate with road section. A profile at the back of sidewalk would be helpful for these separated sections (Barker, Mission, and Interior Roads with sidewalks), or sections at even stations. Contours need to be clearly labeled 13. Profile: b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample Sheet 7/10 (Barker Road 23 +00 to 32 +00) 1. Comments will be forthcoming; coordination with County Traffic Engineer regarding taper location is pending. Plan sheet from this submittal and review comments will be forwarded under separate cover (ADDENDUM): Page 7 (Barker Road north of Indiana to the Spokane River) {not all elements reviewed due to problems with drainage basin layout} 1. Address how runoff in the swale will pass through or over the driveways 2. Label contours - should match the road profile {need to clearly show contours} 5. Provide swale profile, with existing contours 6. Swale will need check dams, since either the uninterrupted length exceeds 100', or the slope exceeds % (anticipated slope, based on T/C slope). See GSM pg 5 -4. 7. Note top of berm elevation at drywell location 8. Top of swale elevation at the lots should be at least T/C + 0.2' 9. Provide a maintenance access route to the drywell 11. "End taper" station should occur at 31 +00; this will allow the traffic to complete the merging maneuver before reaching the bridge. Taper length = WS, where S = 45 mph for a Principal Arterial 12. Provide roadside safety elements at the bridge per WSDOT Design Manual. Coordinate with the County Traffic Engineer REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 5 of 10 13. Provide Erosion Prevention /Sediment Control measures to prevent sediment -laden runoff from flowing over the bank and in the river; coordinate with WSDOE as needed 14. Profile: a. Indicating the inlet stations would be helpful b. T/C elevations should be noted at 25' stations, especially on flatter grades (<1%). Curb grade worksheets are needed c. Clearly indicate grade break stations Sheet 8 /10 4. The configuration of the disabled access ramp to the sidewalks at Barker Road Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 7. Provide 6" -high check dams at 100' (max.) toe -to -toe spacing in order to develop 208 volume 8. Provide sight distance easement at Harmony Lane intersection; indicate dimensions from property corners {still need to dimension easement limits from property corners} 11. Profile: b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample Sheet 9/10 2. Barker Road section e. Provide 5: l back slope from curb per the road section provided by the County {pending Design Deviation} f. Coordinate swale dimensions & slopes with the drywell location at 18 +95 RT g. Slope easement should extend to 25' or to catch point on existing grade, whichever is greater h. Coordinate T/C + 0.2' (yields CL - 0.51') with swale dimensions and grading (yields CL - 0.81') {need to show existing topography and finished grade contours in order to establish slope easement limits} 4. Grassy swale: a. Note that the CL of the drywell is located 8' (max.) from the e/p or curb face 5. Mission Avenue section a. Note CSTC depth {minimum CSTC depth is 6 ", regardless of R- value} REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 6 of 10 e. Provide 5:1 back slope from curb per the road section provided by the County {pending Design Deviation} Sheet 10 /10 1. Wheelchair ramp detail: Need to consider how runoff from swales will be routed around the ramps without overflowing the ramps. Current configuration will block runoff from reaching the drywell serving the basin {Delete note 7: The designer, not the builder, is responsible to determine location and sizing of drainage system components} 2. Driveway detail: Need to consider how runoff from swales will be routed to the drywell serving the drainage basin without developing excessive depth for 208 treatment. Current configuration will block runoff from reaching the drywell serving the basin CALCULATIONS Due to the consistency of the discrepancies noted the following general comments are provided. Calculations for each basin are to be revised as necessary 1. "C" factor calculation For those basins containing only roads and swales, "C" factors based on the assumption that the impervious area (C = 0.9) and the pervious area (C = 0.3) are equal are not valid when the basins are examined. Given that the road and sidewalk area is 20' to 26' wide and the grassy swale area is 11' to 13.5' wide, the impervious area will be considerably greater than the pervious area given equal lengths of both. Where a basin consists of more than 1 surface type, weighted "C" factors are given by: C' = [£(A * C1)] _ £A where C' = the weighted "C" factor for the basin A, = the surface area of surface #i, and C = the "C" factor of surface #i For those basins containing lots, in addition to the roads, the impervious area of the lots may be taken as 3200 ft /lot, based on the Equivalent Residential Unit used by the County Stormwater Utility. The Bowstring spreadsheet will automatically calculate the weighted "C: factor when the various areas and their associated "C" factors are entered. {not all basins checked due to problems with basin limits} 2. T, path lengths The calculations need to accurately reflect the distance from the hydraulically farthest point of REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW N 4 the basin to the discharge point of the basin; e.g., in Basin D, the spreadsheet notes that the T, path through the swale is 630'. When the calculations are compared to the road plans, it can be seen that T, path for this basin not only includes some overland flow on the Harmony Lane pavement to the swale, but also runs from the sidewalk limit at ±station 10 +65 to the low point at station 16 +05 - a distance of only 530 feet. This shorter flow path results in a higher storm intensity and increased runoff over that shown in the calculations {not all basins checked due to problems with basin limits} 3. Volumes provided for Water Quality Treatment ( "208 ") Swale volumes for 208 do not need to be adjusted for the slope of the swale when both Length _< 100'; and Slope <_ 1% are true. When either of these conditions is not true, then the swale volume must be adjusted. Equation 5.6 in "Spokane County Guidelines for Stormwater Management" is used to adjust the 208 volume for slope. The adjustment process also needs to consider whether or not adequate length, given by is available. As an example, consider the swale in Basin E from Harmony Lane station 19 +24LT (the swale low point) to ±station 19 +49LT (the edge of the sidewalk). The maximum length for a depth of .5' and a slope of 1.5% is 33.3 feet from the low point, but only 25 feet of swale length is available. When the available swale length is less than the maximum length to develop the volume given by equation 5.6, the available volume should be calculated using a method such as the average end -area method. {maximum allowable depth for 208 treatment is 6 ", unless soil amendments are specified to increase the organic carbon content. Swale slopes generally follow the slope of the gutter line, unless specified otherwise on the plans: e.g., Basin A : at .5' depth, top width = 5.75'; A, = ((2.75 + 5.75) +2) *.5'depth = 2.13 ft V gpa = 2.13(100 *.5) - (3 *.8) 4. Storm storage volumes: Storm storage volume needs to be calculated based on the actual volume provided, regardless of the slope or length of the swale involved. Where prismatic- section swales with sloping floors are provided, the average end -area method is typically used to calculate the volume provided between 2 points in the swale. {since the drywell inverts are generally above the curb inlet inverts, the required storm storage volume is not developed in the swale - runoff ponds in the street} 5. Basin Limits: Page 7 of 10 L = (100 D) - (3 * S) V = 44.3 ft' REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 8 of 10 The basin limits need to be coordinated with the contours and spot elevations on both the basin map and the road plans, for the worst -case (current or future phase) conditions to be expected. As examples: (1) Basin B limits for the configuration to be constructed in this phase will extend downstation from the inlet at 6 +15LT (Indiana) - the basin limit for Basin Q cannot be located downstream of the basin discharge point. When Harmony Lane north of Indiana is constructed, the runoff for the area between the inlet at 6 +15 and the SI can be expected to flow around the curb return and then northerly along Harmony Lane; the runoff cannot be expected to flow uphill from the SI to the inlet. The configuration shown on this plan submittal will result in a more severe condition than will the future construction of Harmony Lane, if and when that phase is constructed. The controlling basin limits for Basin B should therefore be considered as occurring in this phase. (2) Although runoff for Barker road will not likely reach the Swale serving Basin C in this phase, the construction of curbing on Barker north of Mission will divert runoff occurring north of the last inlet at station 14 +50LT (Barker) around the curb return and then easterly along Indiana to the inlet at station 1+21 RT (Indiana). The Basin C limits therefore need to consider the future construction along Barker {problem still occurs with Basins A, B, L, N, and V, as examples} 6. Storm Facilities: a. Drywells are provided in each swale which serves as the final collection point for the basin it serves; the basin outflow (based on the number and type of Drywells provided) is sized to develop a single peak storage volume requirement within the 100 - minute family of storms shown on the Bowstring spreadsheet. Swales without drywells are designed as "flow- through" swales, which typically collect a 6 -inch depth of runoff from the impervious area draining to the swale; any excess volume overflows along a defined pathway to a swale containing a drywell for the basin. As an alternative, basins without a drywell may be collected at a low point and piped to a basin with has excess drywell capacity. The combined basins are then typically analyzed as a single basin, using the longest T of the basins involved to determine storm intensity {Mission Ave. at Harmony is an example of how this has not been addressed: also, multiple drywells in a single drainage basin need to have their rims set to the same elevation and /or should be piped together in order to develop the design outflow rate} b. The effect of basins flowing to areas outside the basin limits needs to be analyzed. Consider REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 9 of 10 the lots on the west side of Harmony Lane; given the expected grading, runoff from these lots will flow to the area to be developed in phase VI, which contains an apparent low point. An analysis of the effect on this low point is needed, and mitigating measures as necessary (such as easements, interceptor ditches, etc.,) are to be provided. {need to look at pre - developed vs. post - developed conditions} c. Sizing calculations for the culvert at the NE corner of Barker /Indiana are needed. The designer should also consider how any storage volume will be developed when (a) the culvert provides an outlet from the swale, and (b) the culvert inlet elevation is lower than the rim of the drywell grate. {culvert along McMillan Lane not checked due to problems with basin layout} d. Inlets on a continuous grade: Flow reaching inlets upstream of the basin discharge point are typically pro -rated based on the proportion of the area reaching the inlet to the total basin area (Q'). The flow depth in the gutter is based on this Q', and any bypassing flows are then added to the flow reaching the next inlet, in a network -style analysis. A program such as HEC -12 provides a relatively quick analysis of inlet sizing, bypassing flows, and ponding at inlets on grade and in sumps. {sizing the curb inlets for the peak flow from the basin will be acceptable; ponding analysis is needed only if the inlet is shorter than needed to intercept 100% of the flow} (Addendum): CALCULATIONS: Need to evaluate Q from road surfaces only for each basin (as opposed to () for all the surfaces in the entire basin {still needed} R -VALUE REPORT 1. Geotechnical reports which provide design information or recommendations (such as pavement section configurations) must be stamped, signed, and dated by a Washington State- licensed Professional Engineer experienced in Geotechnical Engineering. Reports which provide only lab test result data do not need to be stamped by a P.E. {WSDOT Design Manual figure 520 -1a is typically used to determine pavement section requirements. Minimum depth of CSTC material is 6 ", regardless of R -value test results} UTILITY PLANS 1. Coordinate drywell locations with road plans; many drywells are shown on the utility plans and not on the road plans LANDSCAPING PLAN 1. Plans for interior roads are needed, as sight distances over Lot 46 may be affected {landscape plans not received with this submittal} REVIEW COMMENTS 18 January 95 PROJECT # P1414 REVIEW # 4 Page 10 of 10 2. Coordinate plans with sight distance easements indicated in these review comments {landscape plans not received with this submittal} OFFICE OF THE COUNTY ENGINEER Ronald C. Hormann, P.E., County Engineer October 20, 1994 Michael Hunt, P.E. North Idaho Engineering 4200 Seltice Way, Suite 2 Coeur d'Alene, ID 83814 SUBJECT:. P1414 - Riverway Villa P.U.D. 3rd Review Gentlemen: A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director A review of the road and drainage plans for this project has been accomplished. Areas of concern to us are indicated in red on the attached prints. Please make the corrections and resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. Please be advised that resubmittals consist on only 2 copies of the revised plans and calculations, as well as the redlined plans and calculations of the previous submittal stamped "ORIGINAL - Official Public Document - Spokane County Engineer's Office - Return to the County Engineer ". We still strongly recommend, as noted in our previous correspondence, that road and drainage plans for the entire plat be submitted as a group, with the intended phasing noted. This would help to ensure that connections between the phases are coordinated. The plans would then be approved on a phase -by -phase basis. If you have any questions about this review, please contact us at 456 -3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer 4/a4 f. Edward J. y, Jr., P.E. Plans Review Engineer encls: Plans (1 set, less sheet 7 of 10) Calculations (I copy) Comments (13 pages) Curb grade calculation worksheet Sidewalk ramp landing zone sketches cc:gfroject file 10261 Niewwdd(oagnigeats ot$p)okane, WA 99260 -0170 (509) 456 -3600 FAX (509) 324 -3478 TDD: (509) 324 -3166 REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEW #: 3 REVIEWER: Ed Parry PROJECT #: P1414 PROJECT NAME: Riverway Villa P.U.D. REVIEW COMMENTS NOT ADDRESSED FROM PREVIOUS SUBMITTALS DATE: 20 October 94 1st Review: PLANS: 2. Developer's approval signature will be needed prior to plan approvals (Still needed)[Still needed] 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed (Not received with 2nd submittal)[Not received with 3rd submittal] 11. Indicate Block & Lot #'s north of Indiana (Not indicated on this submittal)[coordinate with Planning; block and lot #'s are typically required for all lots] 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property (Intersection sight distance easements were not indicated on this submittal) [Sight distance easements are still needed at Barker /Indiana, Mission /Harmony, and Baldwin/McMillan] 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review (Definition of mitigation measures pending by DOT) [Resolution of mitigation measures pending by Developer and WSDOT; plans will not be approved until mitigation issues are resolved] 2nd Review PLANS Sheet 2 of 6 6. Provide temporary cul -de -sac at end of Indiana Avenue [provide confirmation from Fire District #1 that a cul -de -sac is not required at the end of Indiana Avenue in this phase] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 2 of 13 Sheet 4 of 6 I. Klamath River Street [now Baldwin Lane] 1. Stop signs are not provided at intersections of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County [provide street sign only] II. Allegheny Avenue [now Augusta Lane] 2. Stop signs are not provided at intersections of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County [provide street sign only] Sheet 6 of 6 [now sheet 10/10] 5. Sidewalk Detail a. Plan view (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half -delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street [see comments for 3rd review & attached sketches] CALCULATIONS 3. Page 1: Runoff from portions of the parcel to the east appear to run onto the site [Need to design for the worst of two cases: (1) future phases are not constructed to cut off drainage from area outside of phase limits; and (2) future phases are constructed which change the surface characteristics and flow patterns] [Due to the degree of revisions in calculations included in the 3rd submittal, remainder of comments form 2nd review are deleted] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 3 of 13 REVIEW COMMENTS BASED ON REVISED PLANS AND CALCULATIONS IN THIS SUBMITTAL PLANS Sheet 2/10 1. Where existing County roads are widened in conjunction with a development, an approach to the County road is typically constructed to meet the widened County road edge of paving, with any tapers or acceleration /deceleration lanes as necessary. The curb from Indiana should be constructed around to the curb return point for the widened Barker Road, with tapers inbound and outbound of the Barker /Indiana intersection (see comments for sheet 6/10) 2. Provide a spot elevation on the sidewalk intersection at the SE corner of Barker /Indiana; coordinate with the floor elevation of the swale along Barker Road, the drywell rim elevation at 0 +62 RT (Indiana), and the road sections to ensure that proper sideslopes are provided 3. Coordinate CR elevations at Barker /Indiana (NE) with sheet 6/10 4. Culvert at 0 +56LT to 0 +76 LT: a. Minimum culvert size along public roads is 12" diameter b. Coordinate culvert i.e.'s (25.18 at 0 +76, 24.78 at 0 +56) with swale flowline (25.65 at 0 +76, 25.95 at 0 +56) c. Note offset from CL for culvert ends d. Why is this culvert here? This swale provides the final collection and storage volume for the Basin B drywell. If the culvert inlet i.e. is set below the drywell grate elevation, how will any storage be developed? Runoff from this development must be disposed of within the development; if any excess flows run offsite, they will eventually discharge into the Spokane River, and this discharge will require coordination and /or permitting through the Department of Ecology. Culvert is not needed here 5. Note invert elevation of all inlets (typically the normal gutter flowline elevation) 6. Coordinate drywell rim elevation with the swale floor elevation (typically CL - 0.88') at a. 1+27LT b. 1 +27RT c. 5 +59LT d. 5 +69RT e. 9 +65RT 7. Stubouts for future roads with curbing are typically constructed in the current phase to minimize construction impacts in the future. Designer will need to evaluate and manage runoff from the area downstation of 6 +15LT (Indiana) REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 9. Indicate for all check berms: a. Station b. Elevation at top of berm c. Elevation at upstream toe of berm b. Elevation at downstream toe of berm Page 4 of 13 8. The disabled access ramp configuration at Indiana/Harmony Lane (SW) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp location as needed [see attached sheets] 10. The disabled access ramp configuration at Indiana/McMillan Lane (SW & SE) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp locations as needed 11. Provide facilities at the plat boundary to manage stormwater runoff from lots and paving east of McMillan Lane 12. Profile: Indicating the inlet stations would be helpful Sheet 3/10 1. Build out Harmony curbline to CR point on Mission Ave (see comments for sheet 8/10) 2. Add "slope" to easement designation 3. Coordinate drywell rim elevation (27.83) with swale floor elevation (27.06) at 16 +09LT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided 4. Provide a drywell at the low point at station 19 +25 LT & RT 5. The configuration of the disabled access ramp to sidewalks at Baldwin Lane and Augusta Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Sheet 4/10 1. Baldwin Lane 1. Provide a drywell at the low point at a. 10 +53 LT b. 14 +25 LT & RT Page 5 of 13 2. Provide a means for the runoff from McMillan to bypass the sidewalk ramp at Baldwin /McMillan, and to reach the low point at 14 +25 RT (Baldwin), or provide a drywell 3. Coordinate drywell rim elevation (28.45) with swale floor elevation (27.66) at station 10 +53RT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided 4. The configuration of the disabled access ramp to sidewalks at Harmony Lane and McMillan Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 5. Profile: a. Note tangent grade between the reverse vertical curves at PVI 13 +50 & PVI 14 +25 [I. Augusta Lane 1. Coordinate BCR elevation at 10 +33.97LT with road section; need to provide a minimum 2% cross - slope from CL to e/p outside of the curb return area 2. The configuration of the disabled access ramp to sidewalks at Harmony Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 3. Profile: a. Note finished grade elevation at end of paving b. Note a 4: 1 gradeout to existing surface from the end of paving Sheet 5/10 1. Note MCR stations on temporary cul -de -sac, indicate station & elevation in profile 2. Need to address how runoff in the swale will flow past the sidewalk ramps, or provide drywells at 19 +15LT & RT (±) REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 6 of 13 3. Provide a sight distance easement over Lot 46; dimension easement limits from property corners 4. Coordinate drywell offset at 22 +39 RT with road sections; drywell CL may be located up to 8' from the e/p or curb face without special maintenance access provisions 5. Need to address how runoff in the swale will flow past the sidewalk ramps, or provide drywells at 22 +33LT 6. The configuration of the disabled access ramps to sidewalks at Baldwin Lane and Indiana Avenue do not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] Sheet 6/10 (Barker Road 10 +00 to 23 +00) 1. The configuration of the disabled access ramp to the sidewalks at Mission Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] 2. Build out the Mission Avenue curbline to the CR point on Barker, and provide a taper length equal to 1/2 WS (where W = width of added paving, S = design speed (45 mph for Principal Arterials)) in this phase. Curb should nose down in 12" beyond the CR. Note "start taper' and "end taper" stations 3. Note: Revise to read "Phase II or Phase VI, whichever occurs first ", as agreed in our meeting of 4 Aug 94. be advised that the Conditions of Approval require that improvements to Mission and Barker adjacent to phase VI must be constructed prior to the County issuing a building permit on that parcel 4. Consider installing an additional inlet (or inlets) between 14 +50 RT and the Barker /Indiana CR (SE). Without additional inlets, the runoff rom the area north of 14 +50 flows around the curb return and into the swale serving basin C; Basin C area needs to be revised if additional inlets are not provided 5. Show drywell at 18 +95RT(±); coordinate with sheet 2/10, and install in this phase. Add note to grade roadside ditch in phase 1 to drain to drywell 6. Build out Indiana RT curbline to CR point on Barker, and provide an inbound taper length equal to IOW, where W = width of added pavement. Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 7. Build out Indiana LT curbline to CR point on Barker, and provide an outbound taper length equal to WS ± 3, where W = width of added pavement, S = design speed (45 mph for Principal Arterials). Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. 8. Coordinate CR elevations (NE) with sheet 2/10 Page 7 of 13 9. A sight distance easement will be needed over the adjacent parcel to the north 10. Shading does show clearly on the plans submitted. Existing features are typically shown in standard line widths; work in the current phase is typically shown in bold; future work is typically shown in half- tone 11. Clearly show the boundaries of Parcel #8109180257 at the existing R/W 12. A slope easement back of the sidewalk may be needed for a 5:1 slope to catch the existing grade; coordinate with road section. A profile at the back of sidewalk would be helpful for these separated sections (Barker, Mission, and Interior Roads with sidewalks), or sections at even stations. Contours need to be clearly labeled 13. Profile: a. Indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample Sheet 7/10 (Barker Road 23 +00 to 32 +00) 1. Comments will be forthcoming; coordination with County Traffic Engineer regarding taper location is pending. Plan sheet from this submittal and review comments will be forwarded under separate cover Sheet 8 /10 1. Build out Mission curb line to CR on Barker (see comments for sheet 6/10) 2. Build sidewalk so that a 5' x 5' landing zone at the top of the ramp is provided in this phase 3. Indicate delta angle, radius, tangent, curve length for all curb returns 4. The configuration of the disabled access ramp to the sidewalks at Barker Road Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /or curb radius configuration as necessary [see attached sketches] REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 8 of 13 5. Provide a drywell in the swale low point 6. Provide curb inlet at the low point in the curb 7. Provide 6" -high check dams at 100' (max.) toe -to-toe spacing in order to develop 208 volume 8. Provide sight distance easement at Harmony Lane intersection; indicate dimensions from property corners 9. Indicate stationing equation, elevation at Harmony Lane intersection 10. Build curb at Harmony Lane (RT) to CR point on Mission; provide taper inbound to intersection with taper length = IOW, where W = width of added paving (100' minimum). Develop plan view to at least 50' beyond end of taper. Indicate "start taper" and "end taper" stations 11. Profile: a. Indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope; see attached sample Sheet 9/10 I. Drywell detail a. Delete "where shown on plans" from fabric liner note 2. Barker Road section a. Note CSTC depth b. Note existing paving width c. Note existing R/W width; verify whether R/W is measured from existing CL or from section line. A notation of the stations where the standard section applies, and where the width varies back to existing will be needed d. Note minimum swale depth e. Provide 5:1 back slope from curb per the road section provided by the County f. Coordinate swale dimensions & slopes with the drywell location at 18 +95 RT g. Slope easement should extend to 25' or to catch point on existing grade, whichever is greater h. Coordinate T/C + 0.2' (yields CL - 0.51') with swale dimensions and grading (yields CL - 0.81') 3. Swale check berm. Should only 6" high (max.); I' height is too deep for 208 treatment REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 9 of 13 4. Grassy swale: a. Note that the CL of the drywell is located 8' (max.) from the e/p or curb face b. Swale bank elevation note: Add "or T/C +0.2'" c. If swale is hyrdoseeded, indicate Erosion Prevention /Sediment Control (EP /SC) measures to be installed at inlets to swale, (including from area grading of lots), and at inlets to the drywells; add a note to the effect that the Developer shall be responsible for maintaining the (EP /SC) measures in good working condition until the vegetation is established, and the drainage facilities adjacent to the public R/W are accepted by the County; and that the Developer shall thoroughly clean the drywells prior to the County's acceptance of the drainage facilities adjacent to the public R /W. As an alternative to the EP /SC measures, swales adjacent to the public R/W may be sodded and maintained in good condition by the Developer until the County's acceptance of the drainage facilities adjacent to the public R /W. 5. Mission Avenue section a. Note CSTC depth b. Note existing paving width c. Note existing R/W width d. Note minimum swale depth e. Provide 5:1 back slope from curb per the road section provided by the County f. Coordinate T/C + 0.2' (yields CL + 0.03') with swale dimensions and grading (yields CL - 0.92') g. Provide 2% minimum cross slope on street paving and sidewalks h Water depth note can be deleted; this is information for the designer 6. Interior street section a. Add "and slope" to easement designation b. Coordinate e/p + 0.2' (yields CL + 0.03') with swale dimensions and grading (yields backslope distance of 3.6' at 3:1) 7. Indiana Avenue section a. Provide note 6 as indicated, or delete callout b. Coordinate T/C + 0.2' (yields CL + 0.21') with swale dimensions and grading (yields CL + 0.12') c. General notes (1) and (2) may be deleted d. General note #3; Add "Limits of "; revise "8" to read "5'" e. General note #4: Coordinate with comment #4c for sheet 9/10 REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 10 of 13 Sheet 10/10 1. Wheelchair ramp detail: Need to consider how runoff from swales will be routed arouhd the ramps without overflowing the ramps. Current configuration will block runoff from reaching the drywell serving the basin 2. Driveway detail: Need to consider how runoff from swales will be routed to the drywell serving the drainage basin without developing excessive depth for 208 treatment. Current configuration will block runoff from reaching the drywell serving the basin CALCULATIONS Due to the consistency of the discrepancies noted the following general comments are provided. Calculations for each basin are to be revised as necessary 1. "C" factor calculation For those basins containing only roads and swales, "C" factors based on the assumption that the impervious area (C = 0.9) and the pervious area (C = 0.3) are equal are not valid when the basins are examined. Given that the road and.sidewalk area is 20' to 26' wide and the grassy swale area is 11' to 13.5' wide, the impervious area will be considerably greater than the pervious area given equal lengths of both. Where a basin consists of more than 1 surface type, weighted "C" factors are given by: C' = [E(A * C + EA where C' = the weighted "C" factor for the basin A = the surface area of surface #i, and C, = the "C" factor of surface #i For those basins containing lots, in addition to the roads, the impervious area of the lots may be taken as 3200 ft /lot, based on the Equivalent Residential Unit used by the County Stormwater Utility. The Bowstring spreadsheet will automatically calculate the weighted "C: factor when the various areas and their associated "C" factors are entered. 2. T path lengths • The calculations need to accurately reflect the distance from the hydraulically farthest point of the basin to the discharge point of the basin; e.g., in Basin D, the spreadsheet notes that the T path through the swale is 630'. When the calculations are compared to the road plans, it can be seen that T path for this basin not only includes some overland flow on the Harmony Lane pavement to the swale, but also runs from the sidewalk limit at ±station 10 +65 to the low point at station 16 +05 - a REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 Page 11 of 13 distance of only 530 feet. This shorter flow path results in a higher storm intensity and increased runoff over that shown in the calculations 3. Volumes provided for Water Quality Treatment ( "208 ") Swale volumes for 208 do not need to be adjusted for the slope of the swale when both Length <_ 100'; and Slope <_ 1% are true. When either of these conditions is not true, then the swale volume must be adjusted. Equation 5.6 in "Spokane County Guidelines for Stormwater Management" is used to adjust the 208 volume for slope. The adjustment process also needs to consider whether or not adequate length, given by L = (100 * D) + (3 * S) is available. As an example, consider the swale in Basin E from Harmony Lane station 19 +24LT (the swale low point) to ±station 19 +49LT (the edge of the sidewalk). The maximum length for a depth of .5' and a slope of 1.5% is 33.3 feet from the low point, but only 25 feet of swale length is available. When the available swale length is less than the maximum length to develop the volume given by equation 5.6, the available volume should be calculated using a method such as the average end -area method. 4. Storm storage volumes: Storm storage volume needs w be calculated based on the actual volume provided, regardless of the slope or length of the swale involved. Where prismatic- section swales with sloping floors are provided, the average end -area method is typically used to calculate the volume provided between 2 points in the swale. 5. Basin Limits: The basin limits need to be coordinated with the contours and spot elevations on both the basin map and the road plans, for the worst -case (current or future phase) conditions to be expected. As examples: (1) Basin B limits for the configuration to be constructed in this phase will extend downstation from the inlet at 6+ 15LT (Indiana) - the basin limit for Basin Q cannot be located downstream of the basin discharge point. When Harmony Lane north of Indiana is constructed, the runoff for the area between the inlet at 6+15 and the SI can be expected to flow around the curb return and then northerly along Harmony Lane; the runoff cannot be expected to flow uphill from the SI to the inlet. REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW k 3 Page 12 of 13 The configuration shown on this plan submittal will result in a more severe condition than will the future construction of Harmony Lane, if and when that phase is constructed. The controlling basin limits for Basin B should therefore be considered as occurring in this phase. (2) Although runoff for Barker road will not likely reach the swale serving Basin C in this phase, the construction of curbing on Barker north of Mission will divert runoff occurring north of the last inlet at station 14 +50LT (Barker) around the curb return and then easterly along Indiana to the inlet at station 1+21 RT (Indiana). The Basin C limits therefore need to consider the future construction along Barker 6. Storm Facilities: a. Drywells are provided in each swale which serves as the final collection point for the basin it serves; the basin outflow (based on the number and type of drywells provided) is sized to develop a single peak storage volume requirement within the 100 - minute family of storms shown on the Bowstring spreadsheet. Swales without drywells are designed as "flow- through" swales, which typically collect a 6 -inch depth of runoff from the impervious area draining to the Swale; any excess volume overflows along a defined pathway to a swale containing a drywell for the basin. As an alternative, basins without a drywell may be collected at a low point and piped to a basin with has excess drywell capacity. The combined basins are then typically analyzed as a single basin, using the longest T of the basins involved to determine storm intensity b. The effect of basin flowing to areas outside the basin limits needs to be analyzed. Consider the lots on the west side of Harmony Lane; given the expected grading, runoff from these lots will flow to the area to e developed in phase VI, which contains an apparent low point. An analysis of the effect on this low point is needed, and mitigating measures as necessary (such as easements, interceptor ditches, etc.,) are to be provided. Consider also Basin N; facilities to control the runoff from the lots in this phase need to be installed in this phase c. Sizing calculations for the culvert at the NE corner of Barker /Indiana are needed. The designer should also consider how any storage volume will be developed when (a) the culvert provides an outlet from the swale, and (b) the culvert inlet elevation is lower than the rim of the drywell grate. REVIEW COMMENTS 20 October 94 PROJECT # P1414 REVIEW # 3 d. Inlets on a continuous grade: Flow reaching inlets upstream of the basin discharge point are typically pro -rated based on the proportion of the area reaching the inlet to the total basin area (Q'). The flow depth in the gutter is based on this Q', and any bypassing flows are then added to the flow reaching the next inlet, in a network -style analysis. A program such as HEC -12 provides a relatively quick analysis of inlet sizing, bypassing flows, and ponding at inlets on grade and in sumps. R - VALUE REPORT Page 13 of 13 1. Geotechnical reports which provide design information or recommendations (such as pavement section configurations) must be stamped, signed, and dated by a Washington State- licensed Professional Engineer experienced in Geotechnical Engineering. Reports which provide only lab test result data do not need to be stamped by a P.E. UTILITY PLANS I. Coordinate drywell locations with road plans; many drywelis are shown on the utility plans and not on the road plans LANDSCAPING PLAN I. Plans for interior roads are needed, as sight distances over Lot 46 may be affected 2. Coordinate plans with sight distance easements indicated in these review comments FIELD INFORMATION OFFICE CALCULATIONS AND DESIGN 41 STA. . 112 C ELEV. (13 E.P. ELEV.. (/4 DIST. FROM t to E.P. 1i5 DIST. FROM E.P. TO CURB (/6 1 MINIMUM 1 \ CURB ELEV. ' (4.5% SLOPE FROM E.P. + CURB HEIGHT) U7 - rG. MAXIMUM CURB ELEV. (2% SLOPE FROM E.P. + CURB HEIGHT) 1i8 SELECTED ELEV. 49 % GRADE 4.+41.93 SALDININ LANE 3039 41 M.G.R F5. 2030t2 N� L= 33.66' E.G.R 19 +1935 F5. 20312517 r cut %FILL LIMITS (TO A' c,IfFL.1&1 et CL FT :21+15.15 n # 100 get \A 4 r 4 ' . 2031 5 SPOKANE ,� ` "h' 46 n F4N' PRG = lq +40.k6'' STA. 22 +: SPATE r E.G.R. 14 +51,17 SALDHIN LANE ..FFs: IF 5. 203C.4 i } I `\ 1 MLR 20505S AP( I 1 r L= 29.67' 5.G.R I9 +8 ,35 r5. 2030.6 ` I j8.83 =14+,51. F.S. 2031. iTING ORYWEL L' 1 1 F5 � G e✓� 3G4 MISSIO AVE I' FS 203- I RI SW 1/4 QUARTER CORNER SEG. 8 i � — ECR 10 +4q.02 BA ~ RD // 8 ��� 1� —�-� �75�'4LSd� EGR 10 +49.02 TFC 2034 ,3 MGR STA 10 +75 00 CENTS TYPE ICURBINLE*i • FS 203430 .95 MISSION AVE 5454 10+39.10 or r 223' R.16-14T AT4T UNDER20UND CABLE MANHOLE AND FIBER OFTIG SIGN '032 9 10' SIDEWALK, DRA NAGE, AND UTILITY EASEMENT (TIP) 1 14+15.12 2032 8 I w 500 °00'02 °W ! t 65656' 2033 O 1 WARD / 3.C.R 14 +00.°7 1}{ F.S. 2030.161 AND GRATE L= 31.43' M.C.R. F.S. 202916 • OKANE COUNTY STANDARD / YPE °A' DRTWELL WITH YPE 4 METAL FRAME AND GRA kU9JSTA LANE 25 E.G.R. 10 +34.03 AUGUSTA !JANE / F5. 202936 ■ 0 j 7C n 14 +35.00 HARMONY L/ =10 +00.0. AUGUST • 1 F.S. 2030. 0 2031 SPOKANE COUNTY STAND TYPE "6" DRTHELL WITH TYPE 4 METAL FRAME AND 6F STA. 16 +09.00_ SRAT'- =v ( ,2O2V.5,3 OFFSET IT LE=T.. 1 0 0 E.G.R. Idr+.8.9" F.5. 2029 360 L= 31.4C' \M.G.R. F.5. 2029.42 I E.G.R. 10 +35.91 F5. 2029.46 36 • 1C 032 I L 500 ° 00'02 ° w 0 656.86' 0 .NDARD fH AV GRATE 7UNDARY 9 10' SIDEWALK, DRA NASE, AND UTILITY EASEMENT ( L= 31.43' M.G.R. F5. 2029.16 2033 H-d5.12 S.G.R 14 +00.91 F.S. 2030.161 FOKANE COUNTY STANDARD YFE °A' PRTWELL WITH YPE 4 METAL FRAME AND SRA \USUSTA LANE 25 E.G.R. 10 +34.03 AUGUSTA il4NE ! F.S. 2029.36 2032 CD plc 14 +35.00 HARMONY L/ = 10 +00.0a AUSUST F.S. 2030. 0 2031 SPOKANE COUNTY STAND TYPE "6" DRTNEL WITH TYPE 4 METAL FRAME AND 6F STA. 16 +09.00_ <L J , ,, c . SRAT` ELEV. '- O = SET IT LEFT, ,fl s 43 L=51.40 M.G.R. H.S. 2029.42 36 1 .1 i N ■ C.R. 14h+. 8.9 F.S. 202113S 1 • E.C.R. 10 + AD F5. 2029.48 (SEE LANDSCAPE PLAN BY THE BERSER PARTNERSHIP, P.S.) CUT /FILL. LIMITS (TYP) 4T 1 e . 4 +3251 CENTER FOINT TYPE 2 CURB INLET PD T l -}'— •- p O or74401'! O O TER POINT/ - G.R. q+60,.0") .F.O. 2C23.62'�' • 3 INLET G� •'. '" CTANDARD DRYHE' I WI IETAL FRAME AND =21 LEV. 20215 i L= 24.26' - RIGHT 48 / M.G.R. ; T.F.G.2023.26 L=7.!5' E.G.R. 22 +41.36 McMILLAN LANE T.F.G. 2027.34 1IVV1/ lNt't t\V CNt. =22 +80.36 McMILLAN Lt F.S. 202834 ;, • G, ` 10 +3 . 6 CENTER POINT (TYPE 2 CURE INLET � I STREET AND STOP SIGN • ■ ( e 10 +21.0 11 +2b.04 CENTER FOIN TYPE 2 CURS INLET } iJ CP o I U D Z� G�(pQj� I W - T.G.R. 10 +36.10 N •� T. C`t028.0 i M.G.R. N \ N N T.F.G. 2021.1 \ L =7.15' S .G.R. 22+-41.. T.F.G. 2021 SPOKANE COUNTY STANDARD TYFE "A" DRYWELL WITH TYPE 4 METAL FRAME AND SR: MCMILLAN LANE 4T ; • , V (SEE LANDSCAPE PLAN BY THE BERSER PARTNERSHIP, P.S.) 0 . 1 --1 J CUT /FILL LIMITS (TYP) 4 +3251 CENTER POINT / TYPE 2 CURB INLET J... L; .I cdr.i -J I 1 ; _ T .i= R. 2028 b I � � / / l TER POINT T 3 INLET / / ' L � ' ; I m DRYWELL WI 1 ` / / 1 I 1ET.AL FRAME AND -- a I I I 5./1 \ _x/.202151 L=24.26' I I 8' RIc=HT 48 i r I M.G.R. _ / X I T.,F.C.2O25.26 / / z L= 1.15' - ' rri E.G.R. 22 +41.56 McHILLAN LANE T.F.G. 2021.99 rn ivTvi.w 1 ML/It lvtt /- VCNI. =22 +80.36 McMILLAN L, F.S. 202834 1 1 1 i Le IO +21.O 11 +26.04 CENTER POIN r - �, TYPE 2 CURB INLET 10 +3586 CENTER QINT (TYPE 2 CURB INLET . 1 N CP H -c ---- _ 0 1 ■ or atom , I r . ♦ ii i - - -; n \ \ -�G.C.R. 10 +3610 N. \ T��O28.O 7 � N L= '\M.C.R. N . T..F.G. 2021.98 N L =7.15' N E.G.R. 27+41_ T.F.G. 20272 STREET AND STOP SIGN \SPOKANE CCUNTY STANDARD TYPE "A" DRYWELL HITH TYPE 4 METAL FRAME AND SRf MGMILLAN LANE LLAR ATE 7 R. 19+61.19 HARMONY LANE/ 202E56 PROJECT BOUNDARY 5+11.45 B.C.R. 4+9E3.25 T.F.G. 202915 L=24.02 M.G.R. T.F.C. 2029.00 / 5+50.00 BEGIN GRASSY SHALE NORTH SIDE OF INDIANA ONLY SPOKANE COUNTY STANDARD TYPE '6" DRYIA1F1 1 HITH TYPE 4 METAL FRAME AND DRAT STA. 5+51.16 ORATE ELEV. 202857 OFFSET 28' LEFT r • 1 1 1 6+1555 CENTER POINT / rr - FE 2 CURB INLET / / / 1 0 1r • • 1 ' E E.C.R. 5+60.97 j T.F.C. 2024.66 1- SPOKANE \• \--Lr24.02' TYPE "A TYPE 4 ME \M.GR. \ STA. 5+67.9 T.F.C. 2021.15 GRATE ELE -L= 40 OFFSET 2E5 \STREET AND STOP SIGN it B.G.R. 11+49.68 HARMONY LANE "1"," )flflA PROJECT: /th VLul ?'t' b PROJECT SPONSOR: TEL # PROJECT ENGINEER (Road & Drainage Plans) PROJECT SURVEYOR (Plat) YES NO N/A SUBMITTAL CHECKLIST PROJECT # ?Off REVIEW # 3 REVIEWER: AN DATE: 17 October 94 SIC' TEL # it 7 TEL # GENERAL ITEMS 1. The $100.00 fee for plat review has been paid to Spokane County for this submittal 2. An agreement to pay fees has been submitted to Development Engineering Services 3. The fee agreement has been signed by the project owner or a principal of the developer's firm. If signed by an agent of the owner, written authorization from the owner is attached to the ) fee agreement 4 Review fee account is current (no invoices over 30 days outstanding) 5. I have noted the plans in, plans out dates on the pink sheet in the file 6. If the project is a mobile home park, were the plans reviewed by Planning? 7. 2 copies of the plans were submitted 8. 2 copies of the calculations were submitted 9. The plans are on 24" x 36" sheets GENERAL ITEMS (cont'd) -.L 10. The calculations are bound together 11. The plans and calculations are stamped and signed q 164 p` w- by a Professional Engineer 12. The developer has signed and approved the road and drainage plans 13. Are there any conflicts between the proposed drainfields and any drainage ditches on the plat ckliotv3.0 /Aug93 14. Bowstring calculations by developer are in the file for this review. 15. Vertical curve stopping sight distance calculations by developer are in file for this review 16. Horizontal & vertical alignment sight distance calculations by developer are in file for this review 17. The engineer /developer has provided evidence of coordination with the electric utility servicing the project 18a. The file contains a Spokane County Section Map 18b. The file contains a Spokane County Assessors's Map 18c. The file contains an aerial photo of the proposed project area 18d. The file contains a corrected preliminary of the final plat map 19. The project is located in urban boundary area 20. The project is located in the Aquifer Sensitive Area 21. The project plan name matches the plat name 22. Is the entire project located outside of an identified Flood Plain Area? 23. Is the entire project is located outside of an identified Stormwater Management Problem Area? 2 GENERAL ITEMS (cont'd) 24. List any design deviation requests and their clzeW".4 RA) xs;-kr . 741144 V44/ M Hof - all rwmf "3 25. Locate the Findings and Order for the project and list any unusual conditions: 01. AQdOSi , to` kb - Aa43 a 5p Mora Art( .5 Pktg : t5 kr /4f4 t /5' 12 /w &19 &Jut J N24,4scc tt, A TAD 2 c¢ M1 ca si cklintv3.0 /Aug93 23. Backcheck of previous comments completed 24. All previous comments adequately addressed 3 ek11e[v3.0 /Aug93 FIELD REVIEW 1. Field investigation trip made on 2. Report completed and put into file on 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe. 4. Are the drainage basins on the ground the same as those that are presented in the drainage report? 5. Are there any drainage channels directed toward property? 6. Are there any drainage channels directing water through the property? 7. Do County roads cut off drainage as per drainage calculations? 8. If there are culverts under county roads, does the flow go away from or toward the project? 9. What kind of ground cover exists? 10. Describe any existing channel conditions: 11. Describe channel cross section: 12. Existing Curb Type: 4 /41)G WA (Q 1. 4t �O mem& Pa if & ) Wit 05506 (005) f y auv 14. R • vat 04 10 04/;4,44. ckli9tv3.0 /Aug93 ROAD PLANS 1. List any roads that must be designed and constructed on the project. ROAD REQ D WIDTH DESIGN MIN. /MAX. STOPPING SIGHT MIN. CURVE NAME CLASS. PAVED R/W TERRAIN SPEED GRADE DISTANCE HORIZ. VERT. ( ray" *-o .5 // 275 i r ¢5 , 4 0 31 5 955 r ¢ , e15 3(6 05 2. Planning conditions require submission of a landscape plan. (NOTE: Usually associated with PUD's) 3. I have checked the landscape plan against the road and storm drainage design and there are the following conflicts: 4. The following road plans have a bearing on the design of roads for this project and a copy is in the file: 5. I have sent an "R" value and percolation test request to the Construction Section with soils information and a layout of the project. "R" value test request to Designer (date) . 5 ROAD PLANS (cont'd) J J i 1 cklistv3.o /Aug93 6. Is the bench mark shown on the plans? 7. Are stationing equations shown? 8. Is stationing correct (south to north, west to east, reading left to right on the plan)? 9. Are existing utilities shown on the plans (or an information copy of the utility plans submitted)? 10. Are proposed utilities shown on the plans (or an information copy of the utility plans submitted)? 11. Does the note Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." appear on the plans? 12. STREET WIDENING 12a. Are curb design sheets provided for widening of existing streets? 12b. Does the curb design conform to Spokane County Standards of section cross slope (Between 2% and 4.50)? 12c. Is there a street cross section shown for widening existing streets? 12d. Does the proposed new width match the width required in the Findings and Order? 12e. The cross - section shows: existing R/W proposed R/W future setaside 12f. 100' (min.) pavement taper into project is shown (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement. (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends from existing paving to R/W 12g. Length of pavement taper out of project meets: WS2 - 60 for design speeds s 40 mph WS for design speeds > 45 mph ft. min. taper length approved by County Traffic Engineer 12h. Transition from end of curb to existing paving is shown (curb should nose down in 12 ") 6 ROAD PLANS (cont'd) cklijLv3.0 %Auy93 12i. A 4" -wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents) 12j. Are the curb grades above the county minimum of 0.8 %? 12k. If curb grades are below 0.8%, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 13. NEW STREETS 13a. Does the proposed alignment meet Spokane County Standards? vertical slopes vertical curve length horizontal curve radius intersection separation 150' on local access 300' on arterials 4r, 4 / /10 13b. The plans show the typical cross section for streets 13c. Does the proposed street width match the Findings and Order? 13d. The cross - section shows: existing R/W proposed R/W future setaside 13e. Does the typical section on the plans meet Spokane County Road Standards? cross slope is shown cross slope is within standards cross so�p correct when checked on profile 13f. Curb type: shown proper type for the road classification meets Spokane County Road Standards for curbs within the public right -of -way consistent with the curb type in the general area 13g. Are the curb grades above the county minimum of 0.8 %? 7 ROAD PLANS (cont'd) 7 17. gget PrioA4m4404 J- 18. 18a. cklistv3.0/Aug33 13h. 16d. If curb grades are below 0.80, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 14. Has an "R" value test been performed for each soil group? 14a. The pavement section is adequate for the R -value and Traffic Index for the road type 15. Locations where water is intended to flow through an inlet or curb cut are at the low point in vertical curve 16. SIGNAGE PLAN 16a. Stop signs are shown for all streets which intersect an arterial (Check with County Traffic Engineer if there is a question) 16b. Street name signs are shown at all intersecting streets 16c. Is there a need for barriers at the end of dead end streets? Is there a need for other special signing? (Check with the County Traffic Engineer) Has the Fire District approved all proposed private road turnarounds that are substandard according to our Spokane County Road Standards? CURB RETURNS Are BCR, MCR, and ECR stations /elevations on curb returns shown on the plan? 14(.,Oe in the profile ?) 18b. Are the curb return elevations correct? 18c. Is there positive drainage from the road intersection to the MCR? 18d. Curb return radius meets County Standard minimum of 20' (to back of curb for rolled /wedge curbs, to face for vertical curb face types) 18e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline 8 ROAD PLANS (cont' d) 1 1 19. CUL -DE -SACS 19a. The cul -de -sac grades (top of curb) meet county 1(o GAIAlp{ Gdt cul -de -sac standards (10 min.) ./ 20b. Wheelchair ramps are provided at intersections cklistv3.0 /Aug93 18f. BCR, MCR, and ECR elevations are set so that the superelevation between the intersection and the curbline is banked properly for right -hand turns into and out of the intersection roads (the road slopes from the intersection down to the flowline) 18f. BCR, MCR, and ECR elevations at intersections without stop sign control are set so that the superelevation between the intersection and the curbline does not exceed: (ref. AASHTO) 10% (flat terrain) 8% (rolling terrain) 60 (mountainous terrain) 7 19b. The cul -de -sac curb is shown in profile 20. INTERSECTIONS 20a. Do the intersections meet the 2% grade requirements? with sidewalks 20c. If there is a change of direction at the wheelchair ramps, are the ramps oriented so that: a 5'x5' pad is provided at the top of the ramp? the required 5'x5' landing zone at the bottom of the ramp is located inside of a line drawn 1' inside a line extended between the curb faces of the adjoining street at intersections? any drainage structures are located outside of the landing zone? _ 20d. The intersection horizontal sight distance %,ryo ,rsehd . analysis shows that sight triangle encroachment on private property is 2' or less 21. Is there a need for slope easements? 22. Is there a need for erosion protection? 9 ROAD PLANS (cont'd) ckliaLv3.0ii.J4ri 23. DRIVEWAYS 23a. Can a driveway slope of 80 or less be maintained between the edge of pavement and the right -of- way? 23b. Can a driveway slope of 12% or less be maintained between the right -of -way and the building setback line? 10 _Jat cklistv3.0 /Aug93 DRAINAGE PLANS 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.? 2 Was a map with ✓ contours spot elevations submitted to properly determine drainage basins? 3. Were all existing drainage courses shown? 4. Were all the proposed drainage courses shown? 5. Were Hydrologic calculations submitted for each basin? (Bowstring if area s 10 acres, SCS TR -55 if area > 10 acres) Offsite (50 -yr storm if undeveloped, 10 -yr storm if developed) � � I ��� I�� Onsite (10 -yr storm) /4 Q for entire area ni Q for roads only ( Se 4r INFILTRATION POND Actual pond volume provided DETENTION POND Release to pipe system: contain 50 -yr developed release at 50 -yr pre- developed secondary overflow to pipe in control structure for 100 -yr developed emergency overflow weir for 100 -yr developed sump prior to outlet to control structure 1' min. freeboard grassed sides /floor for publicly- maintained ponds sprinkler system for publicly- maintained ponds Retained on site, no drywell: contain 100 -yr developed emergency overflow for 100 -yr developed 208 SWALES 208 swale floor area, volume requirements 208 swale floor area provided 208 swale volume provided 1 (0 DRAINAGE PLANS (cont'd) �, C Ai ri adii " „�_ J f . Conveyance �s pipes ditches gutter flow 1604 oit Zgat (/ 44 L cklie /Aug93 UNDERGROUND GRAVEL GALLERIES 1. .3 void ratio for gravel free space volume is used 2. Perc rate from field test is used to develop outflow rate 3. 10 -yr event underground 4. 100 -yr event volume is contained by a combination of underground storage and above ground storage up to 8" depth 5. 100 -yr event volume is contained by a combination of underground storage and above ground storage exceeding 8" depth 5a. Soil mixture is specified for water depth in pond exceeding 8" 6. Entire gallery Backwater - Headwater - Curb drop /curb inlets on grade (fig 16) , sump volume is contained entirely is wrapped in filter fabric depth is less than gutter height pipes, ditches culverts (fig 17) Grates - sump (fig 15), continuous grade (fig 16) Riprap - stone gradation, pad dimensions 7. Soils type is "pre- approved" (Garrison, etc.,) for drywells without percolation tests 8. Does the drainage report identify the SCS soil groups for the project area and for the proposed roads to be built in the project area? 9. The drainage design maintains sheet flow patterns in natural watercourses 10. The drainage design maintains existing sheet flow patterns without concentrating flows 12 DRAINAGE PLANS (cont'd) tkAll, I J ckliotv3.0 /Aug93 14. Does the plat contain appropriate language limiting the lowermost opening in a structure located in a Zone "B" to not less than 1' above the lowest road elevation? 11. Does the entire plat lie outside of designated 100 -year Flood Plain Area? 12. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area? 13. Is the max. street ponding in any part of a Zone "B" less than 1'? 15. The drainage concept is compatible with planning commission requirements. 16. The difference between present and future flows is retained on the site. INLETS 1. The inlets shown are within the stream flow. 2. Inlets are shown on the low side of a road or at the low point of a vertical curve 3. Curb type inlets are shown at sags and are properly sized. Perimeter does not include the side of the grate against the curb face (all grate types). Perimeter is divided by 2 for calculations where no curb opening (Type 1) is provided. Area = clear area _ 2 for Type 1 grates) 4. There are no long curves with flat grades which pose a problem. 5. The centerline road stations, offsets, an invert elevations for all inlets are shown on: plans profile. 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets in county ROW, on private property other inlet type may be specified) (Type 1: D -2; Type 2: D -4) 7. A detail drawing of the grate /curb installation is shown on the plans and includes the 2" depression and transitions as per county standards for grates that are located within county ROW, or referenced to SCRS std. detail D -8 13 DRAINAGE PLANS (cont'd) ti g tA 4 2. The swale bottom and sides have sod or grass turf specified. 1 cklietv3.0 /Aug93 7 8. A curb cut detail is shown on the plans with the new county back drop with transitions and a 2" depression for curb cuts inside county ROW, or referenced to SCRS std. detail B -15 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road easements. 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet. 11. Catch basin or special manhole details are shown or a standard drawing is specified. 12. Critical low points in the drainage system have been provided with overflow easements. 208 SWALE SYSTEMS 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are required. 3. Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12" deep. Should only be allowed where constrained by obstacles) 4. If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets Spokane County Guidelines. 5. Drywell is: located within 8 feet of the curb line, or a maintenance access route and easement are provided 6. Drywell stationing is staggered from the inlet by at least 4' . Multiple drywells are located more than 30' (center- center) apart 14 DRAINAGE PLANS (cont'd) gerIt rohp cklietv3.0/Aug93 8. Soil type is appropriate for drywells (perc rate z 72 " /hr) if not: 8a. overflow from a swale at a low point will be directed away from building pads by an identified easement over improved ground an existing natural drainage channel covered by an easement 9. Drywell location does not conflict with underground utilities. 10. Drywell type is specified. 11. Drywell grate type is specified (Type 3 -std. detail D -7) 12. Drywell grate elevation is: 1 below the invert at the curb inlet between 6" and 8" above the swale floor elevation 1(644 13. Does the note: "Wrap the drywell with a filter V fabric (Amoco 4545 or equivalent) appear on the plans? 14. Swale floor elevation is: specified between 6" and 8" below the drywell grate elevation at least 6" below the normal gutter flowline at the curb inlet for swale without a drywell at least 8" below the normal gutter flowline at the curb inlet for swale with a drywell 15. Swale floor dimensions are shown minimum area is shown the area matches the required area from the 208 calculation for impervious areas. 16. Easements for the 208: are shown on the drainage plans _ . (,1r are shown on the subdivision plat are of adequate size to contain at least 6" freeboard above the max. water surface elevation for the design storm lf " S11d* are tied to the lot corners. 17. The side of the swale that is the furthest distance from the street should have a top of swale elevation that is higher than the highest water level of the swale. 15 DRAINAGE PLANS (cont' d) r{ id S 18. The invert at the curb inlet is at or above the max. water surface elevation for the design storm cklietv3.0 /Aug93 19. Filter fabric is specified for the gravel envelope around the drywell is specified between the drywell and the gravel envelope installation specification is adequate. 20. Irrigation plan for County - maintained 208 swales Lot plans submitted on 208 LOT PLANS 1 . Lot plans are required; submitted on 2. The 208 lot plans show: the lot number, block number, subdivision name, date drawn, scale, and north arrow. dimensions to lot corners drainage easements setback requirements swale floor elevation swale floor dimensions rim elevation if drywells are present curb cut station, offset, invert and length any drainage ditches shows depth from the top of the curb an attached cross section of the swale or ditch 3. Lot plans have been stamped by a professional engineer on all pages 4. Lot plans are of sufficient scale to maximize the lot size to the 8 1/2" x 11" paper size. (Drawings may be on plain white paper) 5. 208 lot plans were approved on CULVERTS AND PIPE SYSTEMS W 1. The road culverts are at the low points of stream flow. 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18" in diameter and 1.5 diameters for culverts greater than 18 ". 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes 16 DRAINAGE PLANS (cont'd) ckliatv3.0 /Aug93 4. The designer has provided a letter from the pipe manufacturer certifying that the intended pipe is suitable for cover less than 3' (PVC), 2' (CMP, RCP), 1' (HDPE /ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas 5. The minimum velocity within the pipe system is 4 feet per second at design flow in a backwater condition. (Note: The County Engineer may permit lower velocities) 6. The backwater calculations show a minimum freeboard of 0.75 feet for each catch basin or manhole. 7 The minimum culvert and pipe slope is 0.5% and all pipes meet or exceed this standard. 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning. 9. At locations where two different pipe sizes enter the same manhole the 0.8 diameter points of each pipe are at the same elevation. (Note: Exception allowed for drop manholes) 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller. 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system that contains pipes that over 18" in diameter. 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe that is allowed for connection of inlets to catch basins or drywells, if the length does not exceed 44 LF and the velocity is at least 4 fps). 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate easements for maintenance. 14. Inlets on the same slope are located so that the maximum width of spread for the gutter flow does not exceed 6' (from curb face for Type "A" or "B ", from back of curb for Type "R ") 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, and inverts 17 DRAINAGE PLANS (cont'd) ckliutv3.0 /Aug93 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in private systems may be as specified by the design engineer) 17. The culverts shown are properly stationed from centerline stationing. 18. Does the drainage system configuration avoid conflicts with underground utilities? 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans? 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans. 21 The rip rap that is shown for the drainage plans is adequate for the culverts where erosion is a concern and the engineer has submitted acceptable rip rap design calculations. 22 Pipe anchors are shown for pipe grades greater than 15%. 23. There are no instances where water is trapped against a fill with no culvert shown. 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches. 25. Ditches with eroding velocities have a proper lining for erosion protection. 26. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage plans. 27. Where the ditch profile passes from cut to fill the flow has been properly disposed of. 18 cklistv3.0 /Aug93 EASEMENTS 1 Adequate drainage easements are shown for maintenance of drainage ditches or pipe systems. 2 There are easements proposed or existing for natural channels which cross the property. 3 An easement was provided where street drainage was diverted onto private property. 4 The perpetual maintenance of private systems has properly been provided for. 5 The maintenance of drainage systems within Spokane County ROW has been properly provided for. 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and /or engineer who is involved with the platting work. 7. Pre - existing drainage easements on this parcel are not affected by this plat 8. Overflow easements are provided from swales /ponds located in low points MISCELLANEOUS 1. QC check of review completed (date) (init.) 2. Bond quantities for drainage item calculated (date) (init.) 3. Vertical curve sight distance worksheets done (date) (init.) 4. Vertical curve geometry worksheets done (date) (init.) 5. Drainage volume worksheets done (date) (init.) 6. Stamped road mylars to Permit Tech. (Sylvia /Suzanne) 7. Stamped lot plans to Admin. Asst. (Sandy) 19 BOWSTRNG METHOD (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER OF DRYWELLS PROPOSED 0 Singe (type A) Total Area (calc.) (see H1) Time at Conc. (calc) (see H1) Composite 'C (talc) (sea H1) Time of Conc. (mn) Area (Acres) C' Factor I mpervlous Area (sq. R.) Volume Provided Outflow (cfs) Nee ' C• Factor #1 Tlme Inc. (min) 0 Double (type 13) 0.23 5.00 0.65 5.00 0.234 0.65 6020 208 203 storm: 0 0.15 #2 #3 #4 #5 *6 Time Intensity O dev. V in V out Inc (sec.) (in/hr.) (cis) (cu. ft) (cu ft.) (#1•60) (A"C' #3) (Outf. • #2) 5.00 300.00 3.18 0.49 196 0.00 5 300 3.18 0.49 196 0 10 600 2.24 0 34 241 0 15 900 1.77 0.27 271 0 20 1200 1.45 0.22 289 0 25 1500 1.21 0.19 297 0 30 1800 1.04 0.16 303 0 35 2100 0.91 0.14 307 0 40 2400 0.82 0.13 314 0 45 2700 0.74 0.11 317 0 50 3000 0.68 0.10 323 0 55 3300 0.64 0.10 333 0 60 3600 0.61 0.09 346 0 65 3900 0.60 0.09 367 0 70 4200 0.58 0.09 382 0 75 4500 0.56 0.09 394 0 80 4800 0.53 0.08 398 0 85 5100 0.52 0.08 414 0 90 5400 0.50 0.08 421 0 95 5700 0.49 0.07 435 0 100 6000 0.48 0.07 448 0 DRAINAGE POND CALCULATIONS Required grassy Svsle pond storage volume = impervious Nee x 5 in,/ 12 In. /R. = Number and type of Drywalls Requred = provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = provided: PROJECT: P1 14 BASIN: A ('I,) REVIEWER: Parry DATE: 18- Oct -94 251 cu R. 203 cu.R 448 cu ft 594 cu. tt 0 Singe ,ruu1 &4 594 *7 Storage (cu ft) ( #5 - #6) 196 196 241 271 289 297 303 307 314 317 323 333 346 367 382 394 398 414 421 No Good TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Ct = L 1(A) = N(A) = S(A) = Tc (A) = L1(B) = N(B) = S(B) = Tc (B) = o 4 Khic v a 0.15 L2 = 300 71 = 3 0 Z2 = 3 0.4 B = 5 0.015 n = 0.023 s = 0.008 0.00 d = 0.085 0 0 0 Tc (gu) = 4.64 Tc(A +B) = 0.00 Tc(tot.) = 5.00 0.0 Intensity = 3,18 Tc (total) = Tc (overland) + Tc (gutter) Tc (overland) = Ct• (L1 • N/S''0.5) 6) Ct = 0.15 L1 = Length of Overland Flow N = fiction factor at overland flow (.4 tor average gess covet) S = average slope of overland now Tc (gutter) = Length (11.)Nefocity (11. /sec.)B0 B = Bottom width of glitter or ditch Z1 = irwerse of cross sbpe one of ditch Z2 = inverse of cross sbpe (woof ditch d = depth of flow in gutter (estimate, check estimate with Flow) Plea = d•8 +d "2I2•(Z1 +Z2) Wetted pen meter = B• d+( 1 /sln(atn(121))- 1 /sin(atn(122))) Hyt:taullc RadIUS = R = Area/Wetted Perimeter Velocity = 1.486/n •R" .667 ".5 Flow = Velocity•Area n = 0.016 tor asphalt 5 = longitudinal slope of gutter 4.47Ki,i 4,44.01 e 3 •"•6 , (ri ser ZX k iat G t d 0 Double V 1 0244041 . for 519fte 51;ta 04/4446 Areas • C • 0.14 0.90 0.10 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 Total Ca mp•C• 0.23 0.65 Q= C•1•A= 0.49 O(est) = 0.48 A = 0.446675 WP = 5.5376 R = 0.0807 V= 1.08 Tc(gu) = 4.64 O(est) = 0.48 Holding = 4,26 A•C 0.1242 0.0288 0 0 0 0 0 Im d N q (3.4 .4) ~ BOWSTRING METHOD (TEN YEAR STORM DESIGN) PRO.ECT P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN (total) B REVIEWER Parry Tc (overland) Tc (gutter) Ar eas "C' A'C NUMt3EROF ORYWE_S PROPOSED DATE. 18- Oct -94 0 Singe (type A.) 1 Double (type B) Ct = 0.15 L2 = 400 0.37 0.90 0.335021 Total Ar ea (talc.) (see 1-11) 0.47 Z1 = 8 0 10 0.30 0.029807 Time of Conc. (oalc.) (see Hi) 5.00 Li (A) = 0 Z2 = 12.34 0.00 0.00 0 Composlte'C' (talc,) (see H1) 0.77 N(A) = 0.4 B = 0 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0.00 0 Area (Acres) 0.4716024 3 = 0.008 0.00 0.00 0 C' Factor 0.77 Tc (A) = 0.00 d = 0.25 0.00 0.00 0 Impervious tea (SO. ft.) 16215 Total A Comp "C' Volume Provided 208: 131 storm 524 L10) = 0 To (w) = 3.23 0.47 0.77 Outflow (cfs) 1 N(B) = 0 TC(A+B) = 0.00 Area ' C Factor 0.36 S(B) = 0 0= C•I•A= 1.16 TC(TOL) = 5.00 0(est.) = 1.18 01 #2 #3 04 05 466 #7 Tc (B) = 0.0 Intensity = 3.18 Time Time Intensity 0 dev V in V out Storage A = 0.573125 Inc. Inc. WP = 4.6158 (min) (sec.) (in/hr.) (cfs) (cu. ft) (cu. ft) (cu ft) R = 0.1242 ( #1•60) (A "C' #3) (OutL•#2) ( #5 - #6) V = 2.07 To (total) = Tc (overland) + Tc (gutter) Tc(gu) = 3.23 5.00 300.00 3.18 1.16 466 300.00 186 Tc (overland) = CV' (t.1'N/S ^ 0.5) ^0.6) 0(est) = 1.18 Ct = 0.15 5 300 3.18 1.16 466 300 166 Li = Length of Overland Flaw Holding = 14.25 10 600 2.24 0.82 574 600 -26 N = tICtion factor of overland now (.4 tor average class cover) 15 900 1.77 0.65 647 900 -253 S = average slope or overland now 20 1200 1.45 0.53 689 1200 -511 Tc (gutter) = Length (Il.))Veloctty (11. /sec.)i60 25 1500 1.21 0.44 707 1500 -793 B = Bottom wlcth of gutter cr ditch 30 1800 1.04 0.38 722 1800 -1078 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.33 731 2100 -1369 z2 = inverse of cress sbpe two 01 ditch 40 2400 0.82 0.30 748 2400 -1652 d = depth of flow in gutter (estimate. check estimate with Flow) 45 2700 0.74 0.27 756 2700 -1944 Aree = d•3+d ^ 22•(Z1 +Z2) 50 3000 0.88 0.25 770 3000 -2230 Wetted pen meter = B•d+( 1/ sIn(atn(121)) +1 /sin(atn(122))) 55 3300 0.64 0.23 794 3300 -2506 Hy:faultt Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.22 824 3600 -2776 Velocity = 1.4861n•R ^ .667's ^.6 65 3900 0.60 0.22 876 3900 -3024 Flow = Veloclty'tee 70 4200 0.58 0.21 910 4200 -3290 n = 0.016 for asphalt 75 4500 0.56 0.20 940 4500 -3560 $ = longitudinal slope of gutter 80 4800 0.53 0.19 948 4800 -3852 85 5100 0.52 0.19 987 5100 -4113 90 5400 0.50 0.18 1004 5400 -4396 95 5700 0.49 0.18 1037 5700 -4663 100 6000 0.48 0.18 1089 8000 -4931 DRAINAGE POND CALCULATIONS Rewired grassy swele pond storage volume = Impervious Area x.51n./ 12 = 676 cu. n provided 131 cu. R. No Goco DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 166 cu ft provided: 524 cu ft OIQ Number and type of Drywel!s Requred = 0 Singe 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN. B toast,) REVIEWER: Parry To (overland) Tc (gutter) Areas 'C' A•C NUMBER OF DRYWF 1 S PROPOSED DATE' 18- Oct -94 0 Single (type A) 1 Double (type B) Ct = 0.15 L2 = 400 0.37 0.90 0.335021 Total Area (®Ic.) (see E11) 0.37 Z1 = 6 0.00 0.30 0 Time of Conc. (calc.) (see H1) 5.00 L1(A) = 0 Z2 = 12.34 0.00 0.00 0 Co mposrte "C' (talc) (see H1) 0.90 N(A) = 0.4 B = 0 0.00 0.00 0 Time of Conc (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0.00 0 Area (Acres) 0.3722452 s = 0.008 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d = 0.24 0.00 0.00 0 mpervious Area (sq t.) 16215 Total A Co mp "C' Volume Provided 208: 131 storm 524 L1(8) = 0 To (gu) = 3.32 0.37 0.90 Outflow (c1s) 1 N(8) = 0 Tc(A +B) = 0.00 Area • C" Factor 0.34 S(B) = 0 Q= C•I•A= 1.07 - -- Tc(tot) = 5.00 Q(est.) = 1.06 *1 #3 #4 #g #t; #7 Tc (6) = 0.0 Intensity = 3.18 Time Time Intensity 0 dev V In V out Storage A = 0.528192 Inc. Inc. WP = 4.4312 (min) (sea) (in /hr.) (cis) (cu. ft) (cu ft) (cu ft) R = 0.1192 ( #1•60) (A•C• #3) (Ott. •#2) ( #5 - #6) V = 2.01 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 3.32 5.00 300.00 3.18 1.07 428 300.00 128 Tc (over lend) = C.t• (L1 • WS ^ 0.5) ^0.61 Q(est) = 1.06 Ct = 0.15 5 300 3.18 1.07 428 300 128 L1 = Length or Overland Flow Holding = 14.25 10 600 2.24 0.75 527 600 -73 N = !lotion rector of overland now (.4 for average less =vet) 15 900 1.77 0.59 594 900 -306 S = average slope of overland flow 20 1200 1.45 0.49 632 1200 -568 Tc ( gutter) = Lengtn (11 )IVeloctty (t.lsec.)ifi0 25 1500 1.21 0.41 649 1500 -851 B = Bottom wrath of gutter or ditch 30 1800 1.04 0.35 663 1800 -1137 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.30 671 2100 -1429 Z2 = inverse of cross slope two of ditch 40 2400 0.82 0.27 687 2400 -1713 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.25 695 2700 2005 Area = tl•B +d ^ J2•(Z1 +22) 50 3000 0.68 0.23 707 3000 -2293 Wetted perimeter = B•d+( 1/ sin (atn(11Z1)) +llsin(atn(1/Z2))) 55 3300 0.64 0.21 729 3300 -2571 Hydraulic Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.20 757 3600 -2843 Velocity = 1.486/n•R ^ .867•s ^ .5 65 3900 0.60 0.20 804 3900 -3096 Flow = Velocity•Area 70 4200 0.58 0 19 836 4200 -3364 n = 0.016 for asphalt 75 4500 0.56 0.19 863 4500 -3637 s = longitudinal slope of gutter 80 4800 0.53 0.18 870 4800 -3930 85 5100 0.52 0.17 906 5100 -4194 90 5400 0.50 0.17 922 5400 -4478 95 5700 0.49 0.16 952 5700 -4748 100 6000 0.48 0.16 981 6000 -5019 DRAINAGE POND CALCLL.ATIONS Required grassy wale pond storage volume = Impervious Area x .6 In./ 121n./it = 676 cu ft provided: 131 cu ft No Good DRYWELLREQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 128 cu ft provided: 524 cu ft OKI Numbs and type of Dryweus Requred = 0 Single 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: B1 (total) REVIEWER: Parry Tc (overland) Tc (gutter) Areas • C' A•C NUMBER OF DRYWELLS PROPOSED DATE: 18- Oct -94 1 Single (type A) 0 Double (type B) Ct = 0.15 L2 = 85 0.05 0.90 0.040702 Total Area (caIc) (see 1-11) 0.09 Z1 = 6 0.05 0.30 0.013946 Time of Conc. (talc.) (see H1) 5.00 L1(A) = 0 Z2 = 12.34 0.00 0,00 0 Composite •C' (talc) (see H1) 0.60 NIA) = 0.4 B = 0 0.00 0.00 0 Trne of Conc. (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0.00 0 Area (Acres) 0,0917126 s = 0.008 0.00 0.00 0 C' Factor 0.60 Tc (A) = 0.00 d = 0.122 0.00 0.00 0 Impervious Area (sq. rt.) 1970 TotaI Comp "C' Volume Provided 208: 47 stor 367 L1 (B) = 0 Tc (gu) = 1.11 0.09 0,60 Outflow (cis) 0.3 N(B) = 0 Tc(A +B) = 0.00 Area • C'Factor 0.05 S(B) = 0 Q= C'I•A= 0.17 Tc(tol.) = 5.00 Q(est) = 0.17 #1 #2 #3 #4 #5 #6 #7 Tc (B) = 0.0 Intensity = 3.18 Time Time Intensity 0 clev. V In V out Storage A = U. 136486 Inc. Inc. WP = 2.2525 (min) (sec) (In/hr.) (cis) (cu ft) (cu ft) (cu ft) H = 0.0606 ( # 1'60) (A•C• #3) (O01•#2) ( #5 - #6) V = 1.28 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 1.11 5.00 300.00 3.18 0.17 70 90.00 -20 Tc( overland)= Ct• (Li •N /S ^0.5) Q(est) = 0.17 Ct = 0.15 5 300 3.18 0.17 70 90 -20 L1 = Length of Overland Flow Hoidmg = 3.03 10 600 2.24 0. 12 86 180 -94 N = PIr11on factor of overland flow (.4 for average gess cover) 15 900 1.77 0.10 97 270 -173 S = average slope of overland now 20 1200 1.45 0.08 103 360 -257 To (gutter) = Length (11.1/Velocity (lt.lsec,)180 25 1500 1.21 0.07 106 450 -344 5 = Bottom width of gutter a ditch 30 1800 1.04 0.06 108 540 -432 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.05 110 630 -520 Z2 = inverse of cross slope two of ditch 40 2400 0.82 0.04 112 720 -608 d = depth of flow in gutter (estimate. check estimate with Flow) 45 2700 0.74 0.04 113 810 -697 Prea = d•B +a ^ 2/2•(Z1 +Z2) 50 3000 0.68 0.04 115 900 -785 Wetted perimeter = B•d+( 1fsin (atn(121)) +1 /5In(atn(122))) 55 3300 0.64 0.03 119 990 -871 Hyd'aulic Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.03 123 1080 -957 Velocity = 1.488 /n•R ^.867•5 ^.5 65 3900 0.60 0.03 131 1170 -1039 Flow = Velocity•Area 70 4200 0.58 0.03 136 1260 -1124 n = 0.016 for asphalt 75 4500 0.56 0.03 141 1350 -1209 s = longitudinal slope of gutter 80 4800 0.53 0.03 142 1440 -1298 85 5100 0.52 0.03 148 1530 -1382 90 5400 0.50 0.03 150 1620 -1470 95 5700 0.49 0.03 155 1710 -1555 100 6000 0.48 0.03 160 1800 -1640 DRAINAGE POND CALCULATIONS Required gassy Swale pond storage volume = Impervious Area x. 12 In. /R = DRYWELLREQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type or Drywells Requreo = 82 Cu. it provided: 47 cu. R No Good 0 cu. ft provided: 367 cu. It 010 1 Singe 0 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PRO..CT P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 51 road) REVIEWER: Parry Tc (overland) Tc (gutter) Areas "C" A•C NUMBER OF DRYWFI I C PROPOSED DATE: 18- Oct -94 1 Single (type A) 0 DouCle (type B) Ct = 0.15 L2 = 85 0.05 0.90 0.040702 Tctal Area (cialc.) (see HI) 0.05 1 = 6 0.00 0.30 0 Time of Conc. (mlc) (see H1) 5.00 L1(A) = 0 Z2 = 12.34 0.00 0.00 0 Composite • C' (Palo) (see Hi) 0.90 N(A) = 0.4 B = 0 0.00 0.00 0 Time of Com. (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0,00 0 Area (Acres) 0.045225 s = 0.008 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d = 0.11 0.00 0.00 0 Impervious Area (sq. R.) 1970 Total A Comp 'V' Volume Provided 208: 47 storm 367 L1(5) = 0 Tc (gu) = 1.19 0.05 0.90 Outflow (cfs) 0.3 N(B) = 0 Tc(A+8) = 0.00 Nee •C'Factor 0.04 S(B) = 0 Q= C•I•A= 013 Tc(tot) = 5.00 0(est) = 0.13 #1 #2 #3 #4 #5 #6 #7 Tc (8) = 0.0 Intensity = 3.18 Time Time Intensity 0 dev. V In V out Storage A = 0,110957 Inc. Inc WP = 2.0310 (min) (sec.) (In/ht) (cfs) (cu. ft) (cu ft) (cu ft) R = 0.0546 ( #1•60) (A•C• #3) (Outt' #2) ( #5 - #6) V = 1.19 Tc (iota() = Tc (overland) + Tc (gutter) Tc(gu) = 1 19 5.00 300.00 3.18 0.13 52 90.00 -38 Tc (overland) = Ct•t1.1'N/S ^ 0.5) ^ 0.6) Q(est) = 0 13 Ct = 0.15 5 300 3.18 0.13 52 90 -38 Li = Length of Overiand Flow Holding = 3.03 10 600 2.24 0.09 64 180 -116 N = nation facto of overland flow (.4 for average gas; cover) 15 900 1.77 0.07 72 270 -198 S = average slope of overland flow 20 1200 1.45 0.06 77 360 -283 Tc (gutter) • Length (R.)rVelocIty (R. /sec,))60 25 1500 1.21 0.05 79 450 -371 B = Bottom width of gutter or ditch 30 1800 1.04 0.04 81 540 -459 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.04 82 630 -548 Z2 = inverse of crass slope two of ditch 40 2400 0.82 0.03 84 720 -636 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.03 84 810 -726 Area = d•8 +d ^ 22'(Z1 +Z2) 50 3000 0.68 0.03 86 900 -814 Wetted perimeter = 8•0+(1 /sin(atn(1JZ1)) +1 /sIn(etr 1 /Z2i)) 55 3300 0.64 0.03 89 990 -901 Hyoaulle Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.02 92 1080 -988 Velocity = 1.486/n•R ^ .667•s ^ .6 65 3900 0.60 0.02 98 1170 -1072 Flow = Velocrty•Area 70 4200 0.58 0.02 102 1260 -1158 n = 0.016 for asphalt 75 4500 0.56 0.02 105 1350 -1245 s = longitudinal slope of gutter 80 4800 0.53 0.02 106 1440 -1334 85 5100 0.52 0.02 110 1530 -1420 90 5400 0.50 0.02 112 1620 -1508 95 5700 0.49 0.02 116 1710 -1594 100 6000 0.48 0.02 119 1800 -1681 DRAINAGE POND CALCLIATTONS Required gassy simile pond storage volume = impervious Area x .5 In./ 12In. /R = DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Requred = 82 Cu. R. provided: 47 cu. It No Good 0 CLLR provided: 387 cu ft OK! 1 Single 0 Double BOWSTWNG METHOD (TEN YEAR STORM DESIGN) PRO.ECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: C (total) REVIEWER: Parry Tc (overland) Tc (gutter) Areas 'C• WC NUMEtEROF DRYWELLS PROPOSED DATE: 19- Oct -94 0 Singe (type A) 1 Doudle (type Ct = 0.15 L2 = 380 0.70 0.90 0.627025 Total Area (olt) (see H1) 0.83 Z1 = 6 0.13 0.30 0.039979 Time of Conc. ((61c.) (see Hi) 5.00 L1(A) = 0 22 = 12.34 0.00 0.00 0 Composite •C' (Chic) (see H1) 0.80 N(A) = 0.4 8 = 0 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0.00 0 Area (Acres) 0.8299587 s = 0.008 0.00 0.00 0 C' Factor 0.80 Tc (A) = 0.00 d = 0.311 0.00 0.00 0 Impervious Area (sq. It.) 30438 Tote A Comp 1C' Volume Provided 208: 178.2 storm: 495 L1(8) = 0 Tc (gu) = 2.65 0.83 0.80 Outflow (es) 1 N(8) = 0 Tc(A +B) = 000 Area • C" Factor 0.67 S(B) = 0 Q= C'I'A= 2.12 Tc(tot) = 5.00 Q(est) = 2.12 #1 #2 #3 #4 #6 #6 #7 Tc (0) = 0.0 Intensity = 3 18 Time Time Intensity Q tlev. V In V out Storage A = 0.886932 Inc. Inc WP = 5.7421 (min) (sec) (in/hr.) (cfs) (cu. ft) (cu. ft) (cu ft) R = 0.1545 (# 1•60) (A•C•#3) (Otlf. • #2) ( #5 - #6) V = 2.39 Tc (total) = Tc {overlent* + Tc (gutter) Tc(gu) = 2.65 5.00 300.00 3.18 2.12 853 300.00 553 Tc (overland) = Ct• (L1'N S X 0.5) - 0.6) Q(est) = 2.12 Ct = 0.16 5 300 3.18 2.12 853 300 553 L1 = Length of Overland Flow Holding = 13.54 10 600 2.24 1.49 1049 600 449 N = trdlon factor of overland flow (.4 for average (lass cover, 15 900 1.77 1.18 1183 900 283 S = average slope of overland flow 20 1200 1.45 0.97 1259 1200 59 Tc (gutter) = Length (tt.)fVeloctty (ft. /sec.) 25 1500 1.21 0.81 1293 1500 -207 8 = Bottom width of gutter or ditch 30 1800 1.04 0.69 1319 1800 -481 Z1 = Inverse of cross slope one of ditch 35 2100 0.91 0.61 1337 2100 -763 Z2 = Inverse of cross slope two of ditch 40 2400 0.82 0.55 1368 2400 -1032 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.49 1383 2700 -1317 Area = d•B +d"22'(21 +22) 50 3000 0.68 0.45 1407 3000 -1593 Wetted perimeter = B' d+( t +sm(atn(t21)) +1lsln(atn(11Z2))) 55 3300 0.64 0,43 1452 3.300 -1848 Hytraullc Radius = R = Area/Wetted Perirneter 60 3600 0.61 0.41 1506 3600 -2094 Velocity = 1.486/n•R".667•s" 65 3900 0.60 0.40 1602 3900 -2298 Flow = Velocrty'Area 70 4200 0.58 0.39 1664 4200 -2536 n = 0.016 for asphalt 75 4500 0.56 0.37 1719 4500 -2781 s = longitudinal slope of gutter 80 4800 0.53 0.35 1733 4800 -3067 B5 5100 0.52 0.35 1804 5100 -3296 90 5400 0.50 0.33 1835 5400 -3565 95 5700 0.49 0.33 1896 5700 -3804 100 6000 0.48 0.32 1954 6000 -4046 DRANAGE POND CALCULATIONS Required grassy swele pond storage volume = I mpervrou 5 Area x .5 in./ 12 m./ft = 1268 cu. it provided: 178.2 cu. it No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 553 cu. ft provided: 495 cu it No Good Number and type of Drywelis Requrec = 0 Single 1 Doude BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: C (roads) REVIEWER: Parry TC (overland) To (gutter) Areas 'V A•C NUMBER OF DM/WELLS PROPOSED DATE 19- Oct -94 0 Singe (type A) 1 Dout9e (type El) Ct = 0.15 L2 = 380 0.70 0.90 0.627025 Total Area (talc.) (see H1) 0.70 21 = 6 0.00 0.30 0 Time of Conc. (Galt.) (see HI) 5.00 L1(A) = 0 Z2 = 12.34 0.00 0.00 0 Composite • C • (cella) (see HI) 0.90 N(A) = 0.4 B = 0 0.00 0.00 0 Tine of Conc. (min) 5.00 S(A) = 0.015 n = 0.016 0.00 0.00 0 Area (Acres) 0.6966942 5 = 0.008 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d = 0.304 0.00 0.00 0 Impervious Area (sq. R.) 30438 Total A Comp °C" Volurne Provided 208 178.2 SICK 495 L1 03) = 0 Tc (gu) = 2.69 0.70 0.90 Outflow (cis) 1 N(B) = 0 Tc(A +B) = 0.00 Area • C' Factor 0.63 S(8) = 0 Q= C•I•A= 199 Tc(tot) = 5.00 Q(est) = 1.99 *1 *2 #3 414 *5 *6 17 Tc (B) = 0.0 Intensity = 3.18 Time Time Intensity Q dev V in V out Storage A = 0.847455 Inc. Inc. WP = 5.6128 (min) (sec.) (In /hr.) (cfs) (cu ft) (cu. ft) (cu. ft) R = 0.1510 (#1•60) (A•C• #3) (Outf •#2) ( *5 - *6) V = 2.35 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 2.69 5.00 300.00 3.18 1.99 802 300.00 502 Tc (overland) = Ct•(L1•NB"0.5)'"0.6) Q(65t) = 1.99 Ct = 0.15 5 300 3.18 1.99 802 300 502 Li = Length of Overland Flow Holding = 13.54 10 600 2.24 1.40 986 600 386 N = fiction factor of overland flow (.4 for average ga 3S cover) 15 900 1.77 1.11 1112 900 212 S = average slope of Overland flow 20 1200 1.45 0.91 1184 1200 -16 Tc ((jutter) = Length (TL)/Velocity (R. /sec )160 25 1500 1.21 0.76 1215 1500 -285 6 = Bottom wicer1 of gutter or ditch 30 1800 1.04 0.65 1240 1800 -560 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.57 1256 2100 -844 22 = irwerse of cross slope two of ditch 40 2400 0.82 0.51 1286 2400 -1114 d = depth of flow in gutter (estimate, chock estimate with Flow) 45 2700 0.74 0.46 1300 2700 -1400 Area = d•B + if' 22•(21 +Z2) 50 3000 0.68 0.43 1323 3000 -1677 Wetted penmeter = B• d+( 1 /sin (atn(1/21)) +ttsin(atn(122))) 55 3300 0.64 0.40 1365 3300 -1935 Hyd'aulic Flidius = R = Area/Wetted Perimeter 60 3600 0.61 0.38 1416 3600 -2184 Velocity = 1.486/n•R".667•s''.5 65 3900 0.60 0.38 1506 3900 -2394 Flow = Velocrty•Area 70 4200 0.58 0.36 1565 4200 -2635 n = 0.016 for asphalt 75 4500 0.56 0.35 1616 4500 -2884 5 = longitudinal slope of gutter 80 4800 0.53 0.33 1629 4800 -3171 85 5100 0.52 0.33 1696 5100 -3404 90 5400 0.50 0.31 1725 5400 -3675 95 5700 0.49 0.31 1783 5700 -3917 100 6000 0.48 0.30 1837 6000 -4163 = =a DRAINAGE POND CALCULATIONS Required grassy svele pond storage volume = Impervious Area x .5 In/ 12 10.111. = 1268 cu. R. provided: 178.2 cu. ft No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 502 cu ft provided: 495 cu ft No Good Number arc type of Drywells Requred = 0 Single 1 Double BOWSTF NG METHOD (TEN YEAR STORK DESIGN) PRO,.ECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 0 (total) REVIEWER: Parry Tc (overland) Tc (gutter) Areas "C" A•C NUMBER OF DRYWELLS PROPOSED DATE: 19- Oct -94 0 Singe (type A) 1 Doutxe (type B) Ct = 0.15 L2 = 535 0.35 0.90 0.312893 Total Area (talc.) (see H1) 0.53 21 = 3 0.18 0.30 0.05447 Time of Conc. (talc.) (see H1) 5.64 L1(A) = 0 Z2 = 3 0.00 0.00 0 Conipostte . 0 (I) (see Hi) 0.69 N(A) = 0.4 B = 5 0.00 0.00 0 Time of Conc. (min) 5.64 S(A) = 0.015 n = 0.023 0.00 0.00 0 Area (Acres) 0.5292241 s = 0.01 0.00 0.00 0 C' Factor 0.69 Tc (A) = 0.00 d = 0.131 0.00 0.00 0 ImperviousArea (SQ. ft.) 15144 TotaIA Comp'C' Volume Provided 208: 122 storm: 366 L1(8) = 0 Tc (gu) = 5.64 0.53 0.69 Outflow (cfs) 1 N(B) = 0 Tc(A +B) = 0.00 Area • C "Facttx 0.37 S(8) = 0 Q= C•I•A= 1.12 Tc(tcL) = 5.64 Q(est.) = 1,12 #1 *2 #3 *4 #5 #6 #7 Tc (B) = 0.0 Intensity = 3.06 Time Time Intensity 0 dev. V In V out Storage A = 0.706483 Inc. Inc. WP = 5.8285 (min) (sea) fin/hr.) (cis) (cu ft) (cu ft) (cu ft) R = 0.1212 ( #1•60) (A•C•#3) (Oudf.• #2) (#5 - #6) V= 1.58 Tc (total) = Tc (overtone(' + Tc (gutter) Tc(gu) = 5.64 5.64 338.33 3.06 1 12 510 338.33 171 Tc (overland) = Ct' (1_1 • N/S ^ 0.5) ^ 0.6) Q (est) = 1.12 Ct = 0.15 5 300 3.18 1.17 470 300 170 L1 = Lengh or Ov>and Flow Holding = 7.59 10 600 2.24 0.82 588 800 -12 N = Fiction factor of overland flow (.4 for average g cover) 15 900 1.77 0.65 660 900 -240 S = average slope of overland flow 20 1200 1.45 0.53 700 1200 -500 Tc (gutter) = Length (lt.)Neloclty (It. /sec.)/60 25 1500 1.21 0.44 718 1500 -782 B = Bottom wan of gutter or ditch 30 1800 1.04 0.38 732 1800 -1068 Z1 = inverse of cross sbpe one of ditch 35 2100 0.91 0.33 740 2100 -1360 Z2 = inverse of cross slope two of ditch 40 2400 0.82 0.30 758 2400 -1642 d = depth of flow In gutter (estimate check estimate with Flow) 45 2700 0.74 0.27 765 2700 -1935 Ar ea = d•B +d ^ 2/2•(Z1 +Z2) 50 3000 0.68 0.25 778 3000 -2222 wetted pen meter = B•d +(1/ sin (atn(1 /Z1)) +1/sfn(atn(1/Z2))) 55 3300 0.64 0.24 803 3300 -2497 Hyttaullc Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.22 833 3600 -2767 Velocity = 1.486/n •R ^ .667 ^ .5 65 3900 0.60 0.22 885 3900 -3015 Flow = Veloclty•Area 70 4200 0.58 0.21 919 4200 -3281 n = 0.016 for asphalt 75 4500 0.56 0.21 949 4500 -355 s = longitudinal slope of gutter 80 4800 0.53 0.19 957 4800 -3843 85 5100 0.52 0.19 996 5100 -4104 90 5400 0.50 0.18 1013 5400 -4387 95 5700 0.49 0.18 1047 5700 -4653 100 6000 0.48 0.18 1078 6000 -4922 DRAINAGE POND CALCULATIONS Required grassy swele pond storage volume = Impervious Area x .5 In./ 12 In.M. = 631 cu. R provided: 122 cu. R No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 171 cu R provided: 366 cu ft OK) Numcer and type of Drywelis Requred = 0 Singe 1 Double BOWSTFiNG METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: D (roads) REVIEWER: Parry Tc (overland) Tc (gutter) Areas "C• A•C NUMBER OF DRYWELLS PROPOSED DATE: 19- Oct -94 0 Singe (type A) 1 Doutye (type B) Ct = 0.15 L2 = 535 0.35 0.90 0.312893 Total Area (calc.) (see Hi) 0.35 Z1 = 3 0.00 0.30 0 Time of Conc. (mile.) (see H1) 5.00 L1(A) = 0 Z2 = 3 0.00 0.00 0 Composite "C" (calc) (see Hi) 0.90 N(A) = 0.4 B = 5 0.00 0.00 0 Tine of Conc. (min) 5.00 S(A) = 0.015 n = 0.018 0.00 0.00 0 Area (Acres) 0.3476584 s = 0.01 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d = 0.098 0.00 0.00 0 Impervious Area (sq. 1.) 15144 Total A Comp 'C' Volume Provided 208: 122 stor 366 L1(3) = 0 Tc (gu) = 4.70 0.35 0.90 Outflow (ors) 1 N(B) = 0 Tc(A +B) = 0.00 Area • C "Factor 0.31 S(B) = 0 Q= C•I•A= 0.99 Tc (tot.) = 5.00 Q(esL) = 0.98 #1 02 #3 *4 *5 #6 *7 To (8) = 0.0 Intensity = 3.18 Time time Intensity Q dew. V rn V out Storage A = 0.518812 Inc. Inc. WP = 5.6198 (min) (sec.) (in/hr.) (cfs) (cu. ft) (cu ft) (cu ft) R = 0.0923 ( #1'60) (A "C•#3) (Outf.' #2) ( #5 - #6) V = 1.90 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 4.70 5.00 300.00 3.18 0.99 400 300.00 100 To (overland) = Ct• (Li "NJS'"0.5)'"0.6) Q(est) = 0.98 Ct = 0.15 5 300 3.18 0.99 400 300 100 L1 = Length of Overland Flow Holding = 7.59 10 600 2.24 0.70 492 600 -108 N = tietion factor of overland flow (.4 for average gess cover) 15 900 1.77 0.55 555 900 -345 S = average slope or overland flow 20 1200 1.45 0,45 591 1200 -609 Tc (gutter) = Length (1.)Neioclty (1. /sec.)■60 25 1500 1 21 0.38 607 1500 -893 8 = Bottom wan of gutter cr ditch 30 1800 1.04 0.33 619 1800 -1181 Z1 = Irwerse of cross slope one of ditch 35 2100 0.91 0.28 627 2100 -1473 22 = Inverse of crces slope two of ditch 40 2400 0.82 0.26 642 2400 -1758 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.23 649 2700 -2051 Area = d•13+d "2/2•(Z1 +Z2) 50 3000 068 0.21 660 3000 -2340 Wetted per meter = B• d+( 1 /sin(atn(121)) +llsin(atn(122))) 55 3300 0.64 0.20 681 3300 -2619 Hycrauilc Radius = R = Area/Wetted Pal meter 60 3600 0.61 0.19 707 3600 -2893 Velocity = 1.4861n•R'".667•s".5 65 3900 0.60 0.19 751 3900 -3149 Flow = Veloclty•Area 70 4200 0.58 0.18 781 4200 -3419 n = 0.016 for asphalt 75 4500 0.56 0.18 806 4500 -3694 s = langltudinal slope of gutter 80 4800 0.53 0.17 813 4800 -3987 85 5100 0.52 0.16 646 5100 -4254 90 5400 0.50 0.16 861 5400 -4539 95 5700 0.49 0.15 890 5700 -4810 100 6000 0.48 0.15 916 6000 -5084 DRAINAGE POND CALCULATIONS Required gassy swale pond storage volume = Impervious Area x .5 In./ 12 In /ft. = 631 cu. ft. provided: 122 cu. It No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 100 cu. ft provided: 366 cu. ft OIC Nu mber and type of Drywen5 Required = 0 Singe 1 Double BOWSTRNG METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN E (total) REVIEWER: Parry Tc (overland) Tc (gutter) Areas 'C' A•C NUMBER OF DRYWELLS PROPOSED DATE: 19- Oct -94 0 Single (type A) 0 Double (type 13) Ct = 0.15 L2 = 139 0.06 0.90 0.057438 Total Area (talc.) (see H1) 0.10 Z1 = 3 0.04 0.30 0.01053 Time of Conc. (Mc.) (see 111) 5.00 Li (A) = 0 Z2 = 3 0.00 0.00 0 Composite' T (talc) (see Hi) 0.69 N(A) = 0.4 8 = 5 0.00 0.00 0 Tore of Cone. (min) 5.00 S(A) = 0.015 n = 0.023 0.00 0.00 0 Area (Acres) 0.098921 s = 0.0146 0.00 0.00 0 C' Factor 0.69 Tc (A) = 0.00 d = 0.045 0.00 0.00 0 I mpe•vious Area (sq. ft.) 2780 Total A Comp 'C' Volu meProvided 208 102 storm 451 L1(8) = 0 Tc (gu) = 2.39 0.10 0.69 Outflow (Cf5) 0 N(B) = 0 Tc(A +B) = 0.00 Area ' C Factor 0.07 S(8) = 0 O= C•I•A= 0.22 -- Tc(Tot) = 5.00 Q(est.) = 0.22 *1 #2 #3 #4 #5 #8 #7 Tc (B) = 0.0 Intensity = 3.18 Time Time Inte nsity O dev. V In V Out Storage A = 0.231075 Inc. Inc. WP = 5.2846 (min) (sec.) (In/hr.) (cfs) (cu. ft) (cu. ft) (cu. ft) R = 0.0437 ( #1'60) (A•C` #3) (Ottf.• #2) ( #5 - #6) V = 0.97 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 2.39 5.00 300.00 3.18 0.22 87 0.00 87 Tc (overland) = Ct' (L1•N)S O(est) = 0,22 Ct = 0.15 5 300 3.18 0.22 87 0 87 L1 = Length of Overland Flow Holding = 1.97 10 600 2.24 0.15 107 0 107 N = tidion factor of overland flow (.4 for average grass cover) 15 900 1.77 0.12 121 0 121 5 = average slope or overland now 20 1200 1.45 0.10 128 0 128 Tc (gutter) = Lengh (8.)Nelocity (ft.lsec.)(0 25 1500 1.21 0.08 132 0 132 B = Bottom width of gutter a ditch 30 1800 1.04 0.07 134 0 134 Z1 = inverse of crass slope one oI ditch 35 2100 0.91 0.06 136 0 136 Z2 = inverse of cross slope two of ditch 40 2400 0.82 0.06 139 0 139 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.05 141 0 141 Area = d'B+d' +Z2) 50 3000 0.68 0.05 143 0 143 Wetted perimeter = B• d+( 1/ sln(atn(1/Z1)) + ifs' n(atn(1/Z2))) 55 3300 0.64 0.04 148 0 148 Hydraulic Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.04 153 0 153 Velocity = 1 486/n'R ^.667'x".5 65 3900 0.60 0.04 163 0 163 Flow = Velocrty•Area 70 4200 0.58 0.04 170 0 170 n = 0.018 for asphalt 75 4500 0.56 0.04 175 0 175 s = longitudinal slope of gutter 80 4800 0.53 0.04 177 0 177 85 5100 0.52 0.04 184 0 184 90 5400 0.50 0.03 187 0 187 95 5700 0.49 0.03 193 0 193 100 6000 0.48 0.03 199 0 199 DRAINAGE POND CALCULATIONS Requ red grassy swaie pond storage volume = Impervious Area x . In./ 12 in. /ft = Num0er and type of orywelis Requren = provided: DRYWELLREQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = provided: 116 Cu 102 cu ft. No Good 199 cu. ft 451 cu. ft Of4 0 Singe 0 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN E (roads) REVIEWER. Parry Tc (overland) Tc (gutter) Areas 'G" A•C NUMBER OF DRWVELLS PROPOSED DATE: 19- Oct -94 0 Single (type A) 0 Double (type B) Ct = 0.15 L2 = 139 0.06 0.90 0.057438 Total Area (CBic.) (see H1) 0.06 Z1 = 3 0.00 0.30 0 Time of Conc. (talc.) (see H1) 5.00 L1(A) = 0 Z2 = 3 0.00 0.00 0 Composlte (see H1) 0.90 N(A) = 0.4 B= 5 0.00 0.00 0 Tine of Cone (min) 5.00 S(A) = 0.015 n = 0.023 0.00 0.00 0 Area (Acres) 0.06382 s = 0.0146 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d = 0.039 0.00 0.00 0 I mpervlous Area (sq, It.) 2780 Total A Comp "C" Volume Provided 208: 102 storm 451 Li (B) = 0 Tc (gu) = 2.63 0.06 0.90 Outflow tors) 0 N(B) = 0 Tc(A +B) = 0.00 Area • C" Factor 0,06 5(8) = 0 Q= C•I'A= 0.18 Tc (tot) = 5.00 Q(est,) = 0 18 #1 #2 #r3 #4 #5 *6 #7 Tc (B) = 0.0 Intensity = 3.18 Time Time Intensity 0 dev V In V out Storage A = 0.199563 Inc. Inc. WP = 5.2467 (min) (sec.) (in /hr.) (cfs) (cu ft) (cu ft) (cu. ft) R = 0.0380 (#1•60) (A•C•#3) (Outf.•#2) ( #5 -#6) V = 0.88 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 2.63 5.00 300.00 3.18 0.18 73 0.00 73 Tc (overland) = Cr(1_1'N/S' 0.5)'0.6) Q(est) = 0.18 Ct = 0.15 5 300 3.18 0.18 73 0 73 L1 = Length of Overland Flow Holding = 1.97 10 600 2.24 0.13 90 0 90 N = ti on factor of overland now (.4 for average Gass cover) 15 900 1.77 0.10 102 0 102 S = average slope orovertand now 20 1200 1.45 0.08 108 0 108 Tc (gutter) = Length (R.)Neloclty (11. /sec.),60 25 1500 1.21 0.07 111 0 111 8 = Bottom WIQh of gutter or ditch 30 1800 1.04 0.06 114 0 114 Z1 = Inverse of cross slope one of ditch 35 2100 0.91 0.05 115 0 115 Z2 = inverse of cross slope two of ditch 40 2400 0.82 0.05 118 0 118 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.04 119 0 119 Area = d•13 +d"2/2•(Z1 +Z2) 50 3000 0.68 0.04 121 0 121 Wetted perimeter = B•d+( 1 /am(atn(121)) +1 /stn(atn(1/Z2))) 55 3300 0.64 0.04 125 0 125 Hyd'aullc Padius = R = Area /Wetted Perimeter 60 3600 0.61 0.04 130 0 130 Velocity = 1.486/n•R 65 3900 0.60 0.03 138 0 138 Flow = Velocity•Area 70 4200 0.58 0.03 143 0 143 n = 0.016 tor asphalt 75 4500 0.56 0.03 148 0 148 5 = longitudinal slope or gutter 80 4800 0.53 0.03 149 0 149 85 5100 0.52 0.03 155 0 155 90 5400 0.50 0.03 158 0 158 95 5700 0.49 0.03 163 0 163 100 6000 0.48 0.03 168 0 168 DRAINAGE POND CALCULATIONS RegJired grassy wale pond storage volume = I mpervlous Area x .5 In./ 12 In,/ft = DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Dryweils Required = provided: provided: 116 Cu . R 102 cu. R. No Good 168 cu. ft 451 cu. ft 0(0 0 Single 0 Doube File name is MCMILLAN.COR FILE NAME: MCMILLAN.COR DATE: 10/18/1994 GRADE Station Elevation Grade - 0.80000 Distance 535.78 15 +64.22 2034.37 16 +00.00 2034.08 16 +50.00 2033.68 17 +00.00 2033.28 17 +50.00 2032.88 18 +00.00 2032.48 18 +50.00 2032.08 19 +00.00 2031.68 19 +50.00 2031.28 20 +00.00 2030.88 20 +50.00 2030.48 21 +00.00 2030.08 16 +13.90 2033.97✓ 16 +72.21 2033.514 -- .2.1".;24/3 19+19.35 2 0 3 1 . 5 3 - . 2 . 6 ) . 03i.! 2o30.4 14 4,11;x54„ - 7e 1 1 . 19 +89.25 2030.97, .2fs' .3 VERTICAL CURVE Stat'on Elevation PI Station 2100.00 PI Elev.tion 20 •.81 Entry Gr..e - 0.:.000°% Exit Grade -2 00000% Length 100.00 PC 20 +50 .0 2: 0 21 20+7 .00 202' 97 21.00.00 2029.66 2. +25.00 2029.27 PT '1 +50.00 2028.81 VERTICAL CURVE Station Elevation PI Station 2100.00 PI Elevation 2030.09 Entry Grade - 0.800000 Exit Grade -2.00000% Length 100.00 PC 20 +50.00 2030.49 20 +75.00 2030.25 21 +00.00 2029.94 21 +25.00 2029.55 PT 21 +50.00 2029.09► GRADE Station Elevation Grade Distance 21 +00.00 21 +25.00 21 +50.00 21 +75.00 22 +00.00 22 +25.00 - 2.00000 125.00 GRADE Station Elevation -, nay& 9 &9- ZAP. �? 2028.59 7..o21.Si 2028.09 Zo29.eq 2027.59l .97 2027.092d2b.c 2026.5927 .`1 File name is MCMILLAN.COR FILE NAME: MCMILLAN.COR VERTICAL CURVE Station Elevation PI Station 2225.00 PI Elevation 2027.59 Entry Grade -2.00000% Exit Grade 1.00000% Length 50.00 PC 22 +00.00 22 +10.00 22 +20.00 22 +30.00 22 +40.00 PT 22 +50.00 2028.09✓ 2027.92 2027.81 2027.76 2027.77 2027.84 High /Low point is: 22 +33.33 2027.76/ DATE: 10/18/1994 22 +41.86 2027 .78 -.Z3 ' 2` 'SD - fee q --.II 39 AL f- ,5 22 +39.76 2027.77 Lr (.Z5 {.5 File name is BALDWIN.COR FILE NAME: BALDWIN.COR DATE: 10/18/1994 GRADE Station Elevation Grade - 2.00000 Distance 14.02 GRADE Station Grade Distance 9 +94.13 9 +95.00 10 +00.00 10 +05.00 10 +08.15 10 +08.15 10 +10.00 10 +15.00 10 +20.00 10 +25.00 10 +25.00 10 +19.13 10 +24.98 2029.56 2029.54 2029.44 2029.34 2029.28/ Elevation - 1.07000 16.85 VERTICAL CURVE Station Elevation PI Station 1050.00 PI Elevation 2028.83 Entry Grade - 1.070000 Exit Grade 0.80000°% Length 50.00 PC 10 +25.00 2029.10 10 +30.00 2029.05 10 +40.00 2028.98 10 +50.00 2028.95 10 +60.00 2028.95 10 +70.00 2028.99 PT 10 +75.00 2029.03 High /Low point 10 +53.61 10 +28.81 10 +39.13 10 +53.58 GRADE Station Elevation Grade 0.80000 Distance 275.00 2029.28 2029.26 2029.21 2029.15 2029.10✓ 2029.10 2029.16 2029.100' zo2,D.S1 C¢ is: y , 2028.94-- I.8 tor i.43( Zo•43( f• 124 2029.06 .2 ` tra' 4v LT 2028.98 2028 . 94•-- I.ZB = Z 2-7.b6 fE , £ "' 2p25' 14 st t /W'7t ' ?aQm ? f j,13 : “ ,00.49 _tg t.4t /edra ( a- ps ) 10 +75.00 2029.03 11 +00.00 2029.23 11 +25.00 2029.43 11 +50.00 2029.63 11 +75.00 2029.83 12 +00.00 2030.03 12 +25.00 2030.23 12 +50.00 2030.43 12 +75.00 2030.63 13 +00.00 2030.83 13 +25.00 2031.03 13 +50.00 2031.23 VERTICAL CURVE Station Elevation PI Station 1350.00 PI Elevation 2031.25 Entry Grade 0.80000% Exit Grade - 1.00000% Length 100.00 PC 13 +00.00 13 +25.00 13 +50.00 13 +75.00 PT 14 +00.00 2030.85 2030.99 2031.03 2030.94 2030.75 High /Low point is: 13 +44.44 2031.03 VERTICAL CURVE Station Elevation PI Station 1425.00 PI Elevation 2030.48 Entry Grade -1.00000% Exit Grade 1.00000% Length 50.00 PC 14 +00.00 14 +10.00 14 +20.00 14 +30.00 14 +40.00 PT 14 +50.00 High /Low point is: 14 +25.00 2030.60 0414+36.71 2030.63 14 +41.93 2030.66-.2t 20 1ZT GRADE Station Grade Distance 2030.73 2030.65 2030.61 2030.61 2030.65 2030.73 Elevation 1.00000 17.52 14 +50.00 2030 .73 4.02 2v3d 758 °4 -9737 - • 21 - 2°3 14-o(2, 2�. 14 +55.00 2030.78 .02 Z 0 3 0 - 5 " 1 " :11 14.1%. e7O3c •l� 37 .4 14 +60.00 2030.83 ,/7 14 +65.00 20�3 :: 14 +67.52 Q30.91 GRADE tation Elevat on Gra Dista e GRADE Station Grade Distance Grade Distance 00000 - 14.19 14 +8 2031.22 14 .7.52 2s 1.50 0 +00.00 0 +00.00 Elevation 2.00000 - 14.19 14 +81.71 2031. 14 +67.52 S 0 9 File name is AUGUSTA.COR FILE NAME: AUGUSTA.COR DATE: 10/18/1994 GRADE Station Elevation 2.00000 0.00 0.00 0.00 GRADE Station Elevation Grade - 2.00000 Distance 14.00 10 +00.00 2030.10 10 +05.00 2030.00 10 +10.00 2029.90 10 +14.00 2029.82 G3 GRADE Station Elevation Grade - 1.00000 Distance 36.00 10 +14.00 2029.82 10 +15.00 2029.81 10 +20.00 2029.76 10 +25.00 2029.71 10 +30.00 2029.66 10 +35.00 2029.61 10 +40.00 2029.56 10 +45.00 2029.51 10 +50.00 2029.46 VERTICAL CURVE Station Elevation PI Station 1050.00 PI Elevation 2029.46 Entry Grade - 1.00000% Exit Grade 1.50000% Length 50.00 PC 10 +25.00 10 +30.00 10 +40.00 10 +50.00 10 +60.00 10 +70.00 PT 10 +75.00 High /Low point 10 +45.00 •2029.6 GRADE Station Grade Distance 10 +33.97 2029 .64-" 2029.64-.2 - • 9.63 029 ' f= 10 +34.03 10 +36.03 10 +45.00 10 +75.00 10 +80.00 10 +90.00 11 +00.00 11 +10.00 11 +20.00 11 +25.00 2029.71 2029.67 2029.62 2029.62 2029.67 2029.77 2029.83 Elevation 1.50000 50.00 2029.84 2029.91 2030.06 2030.21 2030.36 2030.51 2030.59 File name is MCMILLAN.COR FILE NAME: MCMILLAN.COR GRADE Station Grade Distance VERTICAL CURVE Station Elevation PI Station 2100.00 PI Elevation 2030.09 Entry Grade - 0.80000% Exit Grade - 2.00000% Length 100.00 PC 20 +50.00 20 +75.00 21 +00.00 21 +25.00 PT 21 +50.00 GRADE Station Grade Distance Elevation - 0.80000 535.78 15 +64.22 2034.37 16 +00.00 2034.08 16 +50.00 2033.68 17 +00.00 2033.28 17 +50.00 2032.88 18 +00.00 2032.48 18 +50.00 2032.08 19 +00.00 2031.68 19 +50.00 2031.28 20 +00.00 2030.88 20 +50.00 2030.48 21 +00.00 2030.08 16 +13.90 2033.97 16 +72.20 2033.51 19 +19.35 2031.53 19 +89.25 2030.97 2030.49 2030.25 2029.94 2029.55 2029.09 Elevation - 2.00000 75.00 21 +50.00 2029.09 21 +75.00 2028.59 22 +00.00 2028.09 22 +25.00 2027.59 VERTICAL CURVE Station Elevation PI Station 2225.00 PI Elevation 2027.59 Entry Grade - 2.000000 Exit Grade 1.00000% DATE: 10/19/1994 - PN-(4- 304 A71.1 Length PC 22 +00.00 22 +10.00 22 +20.00 22 +30.00 22 +40.00 PT 22 +50.00 50.00 2028.09 2027.92 2027.81 2027.76 2027.77 2027.84 High /Low point is: 22 +33.33 2027.76 22 +39.76 2027.77 -1.2-6 J 22 +41.86 2027.78 GRADE Station Grade Distance GRADE Station Grade Distance Elevation 1.00000 10.36 22 +50.00 2027.84 22 +60.00 2027.94 22 +60.36 2027.94 Elevation 2.00000 20.00 22 +60.36 2027.94 22 +70.00 2028.13 22 +80.00 2028.33 22 +80.36 2028.34 File name is INDIANA.COR FILE NAME: INDIANA.COR DATE: 10/18/1994 VERTICAL CURVE Station Elevation PI Station 100.00 PI Elevation 2025.95 Entry Grade - 2.00000% Exit Grade 0.800000 Length 100.00 PC 0 +50.00 0 +75.00 1 +00.00 1 +25.00 PT 1 +50.00 0 +56.52 0 +56.48 1 +27.43 2026.95 2026.54 2026.30 2026.24 2026.35 High /Low point is: 1 +21.43 2026.24 2026.83 2026.83 2026.24 ---- - 255 ROA 05_5(0 File name is INDIANA.COR FILE NAME: INDIANA.COR DATE: 10/17/1994 GRADE Station Elevation Grade - 2.00000 Distance 100.00 0 +00.00 2027.95 1:0 0 +50.00 2026.95 1 +00.00 2025.95 VERTICAL CURVE Station Elevation PI Station 100.00 PI Elevation 2025.95 Entry Grade - 2.00000% Exit Grade 0.80000% Length 100.00 PC 0 +50.00 0 +75.00 1 +00.00 1 +25.00 PT 1 +50.00 High /Low point is: 1 +21.43 2026.24 0 +56.52 0 +56.48 2026.83 2026.83 GRADE Station Elevation Grade 0.80000 Distance 600.00 2026.95 2026.54 2026.30 2026.24 2026.35 1 +00.00 2025.95 1 +50.00 2026.35 2 +00.00 2026.75 2 +50.00 2027.15 3 +00.00 2027.55 3 +50.00 2027.95 4 +00.00 2028.35 4 +50.00 2028.75 5 +00.00 2029.15 5 +50.00 2029.55 6 +00.00 2029.95 6 +50.00 2030.35 7 +00.00 2030.75 2 +26.68 2026.96 3 +30.95 2027.80 4+98,25-21)29.14 -55-202 -9 - . -39- 5 +60.97 2029.64 r / -/z7.43 VERTICAL CURVE Station Elevation PI Station 700.00 PI Elevation 2030.75 Entry Grade 0.800000 Exit Grade - 0.80000% Length 100.00 PC 6 +50.00 6 +75.00 7 +00.00 7 +25.00 PT 7 +50.00 High /Low point is: 7 +00.00 2030.55 GRADE Station Grade Distance 6 +15.58 2030.07 6 +23.63 2030.14 7 +20.80 7 +36.51 2030.35 2030.50 2030.55 2030.50 2030.35 2030.52 2030.44 Elevation - 0.80000 466.21 7 +00.00 2030.75 7 +50.00 2030.35 8 +00.00 2029.95 8 +50.00 2029.55 9 +00.00 2029.15 9 +50.00 2028.75 10 +00.00 2028.35 10 +50.00 2027.95 11 +00.00 2027.55 11 +50.00 2027.15 11 +66.21 2027.02 8 +25.89 2029.74 8 +33.98 2029.68 9 +21.63 2028.98 9 +32.51 2028.89 9 +69.02 2028.60 10 +01.20 2028.34 10 +35.86 2028.06 10 +36.70 2028.06 11 +13.13 2027.44 11 +26.09 2027.34 11 +54.00 2027.12 • File name is HARMONY.COR FILE NAME: HARMONY.COR GRADE Station Grade Distance 10 +0 10+ GRADE Station Grade Distance PC 10 +25.00 10 +30.00 10 +40.00 10 +50.00 10 +60.00 10 +70.00 PT 10 +75.00 10 +30.97 10 +48.03 Elevation .20000 50.00 2034.95 .00 2035.05 Elevation - 2.00000 50.00 10 +00.00 2034.95 10 +50.00 2033.95 VERTICAL CURVE Station Elevation PI Station 1050.00 PI Elevation 2033.95 Entry Grade - 2.00000% Exit Grade - 1.00000% Length 50.00 GRADE Station Elevation Grade Distance 2034.45 2034.35 2034.17 2034.01 2033.87 2033.75 2033.70 2034.33 2034.04 - 1.00000 525.00 10 +75.00 2033.70 11 +00.00 2033.45 11 +50.00 2032.95 12 +00.00 2032.45 12 +50.00 2031.95 13 +00.00 2031.45 13 +50.00 2030.95 14 +00.00 2030 ;Alf 14 +50.00 2029. 15 +00.00 2029.45 15 +50.00 2028.95 16 +00.00 2028.45 13 +90.00 2030.55( DATE: 10/17/1994 et (4g 41 • 14- x1.4 3 f ¢ ' dl� 2 C• 6g14 +00 2030.44 so•0 41.14 +35.00 2030.10 014 +68.97 2029.76 2- 14 +80.00 2029.65 VERTICAL CURVE Station Elevation PI Station PI Elevation Entry Grade - Exit Grade Length PC 15 +50.00 15 +75.00 16 +00.00 16 +25.00 PT 16 +50.00 Grade Distance 1600.00 2028.45 1.00000% 0.80000° 100.00 2028.95 2028.76 2028.67 2028.71 2028.85 High /Low point is 16 +05.56 2028.67 16 +09.00 2028.67- EA 0 2.1.5 GRADE Station Elevation 0.80000 1.50.00 16 +50.00 2028.85 17 +00.00 2029.25 17 +50.00 2029.65 18 +00.00 2030.05 16 +93.78 2029.20 El i s, 04 al 17 +08.89 2029.32 5 1_17+38.78 2029.56/ VERTICAL CURVE Station Elevation PI Station 1800.00 PI Elevation 2030.05 Entry Grade 0.80000° Exit Grade - 1.46000% Length 100.00 PC 17 +50.00 2029.65 17 +75.00 2029.78 18 +00.00 2029.77 18 +25.00 2029.61 PT 18 +50.00 2029.321 High /Low point is: 17 +85.40 2029.79 17 +71.85 2029.77-' 029.77"• r 9 A . 17 +83.78 2029.79 L IA lam rf <.4 GRADE Station Grade Distance Grade Distance Grade Distance 19 +34.07 19 +49.68 19 +50.00 19 +60.00 19 +70.00 19 +73.73 19 +61.79 Elevation - 1.46000 75.00 .3z 18 +50.00 2029.04 18 +75.00 2029_47g5 19 +00.00 2029.11f- 19 +25.00 2028.74 215.n VERTICAL CURVE Station Elevation PI Station 1925.00 PI Elevation 2028.22 Entry Grade - 1.460000 Exit Grade 1.50000% Length 50.00 PC 19 +00.00 2028.58 19 +25.00 2028.40 PT 19 +50.00 2028.59 High /Low point is: 19 +24.66 2028.40 GRADE Station Elevation 2028.43 ' 3l 2028.59-',M 3,41:4 T" 08" 1.50000 23.73 GRADE Station Elevation 19 +73.73 2028.96 20 +00.00 2029.49 19 +94.07 2029.37/ 2028.60 ,mod �1; ZS er 2028.75 if6 2028.90 2028.96/ 2028 . 78 r • = - 4a 2.00000 20.34 STOPPING SIGHT DISTANCE CALCULATIONS Date: 07- Sep -94 SAG VERTICAL CURVE Project #:P1414 Terrain: x Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15%) ROAD TYPE: Urban /Suburban Semi - rural /Rural Public Public Local Access Local Access Arterial ADT<100 x Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400 <ADT <750 Extension to 8 or fewer lots ADT>750 Tract 'X' Road name: Indiana Avenue PVI station 1+00 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (01, %): -2.00 Exiting Slope (G2, %): 0.80 IG2 -G1(= A= 2.8 Check S>L: L1 = 2S - ((400 +3.5S) /A) L1 = 63.3929 Check S<L: L2 = A(S * *2) /(400.F 3.5S) ..vr : I L2 = 155.413 SPOKANE COUNTY ENGINEERS Review # 3 Reviewer: Parry Project name: Riverway Villa P.U.D. Required minimum curve length: 63.3929 Curve provided is Adequate Private Extension to 8 or fewer lots Tract "X' STOPPING SIGHT DISTANCE CALCULATIONS Date: 07 -Sep .- 94 CREST VERTICAL CURVE Project #:P1414 Terrain: x Flat (General land slope 0 %to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15%) ROAD TYPE: Urban /Suburban Public Private Check S >L: L1 =2S -(1329/A) Check S<L: L2 = A(S "2)/1329 n�rti: VAug93 L2 = 91.0459 SPOKANE COUNTY ENGINEERS Review #: 3 Reviewer: Parry Project name: Riverway Villa P.U.D. Semi - rural /Rural Public Local Access Local Access Arterial ADT< 100 x Collector 100> ADT >400 Secondary Major County Arterial ADT<400 400<ADT <750 Extension to 8 or fewer lots ADT> 750 Tract 'X* Road name: Indiana Avenue PVI station: 7 +00 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (G1, %): 0.80 Exiting Slope (G2, %): -0.80 IG2 -G1I= A= 1.6 L1 = - 280.63 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Private Extension to 8 or fewer Tots Tract 'X' SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07 - Sep -94 SAG VERTICAL CURVE Project #:P1414 ROAD TYPE: L2 = A(S**2)/(400+3.5S) L2 = 17.561 Review #: 3 Reviewer: Parry Project name: Riverway Villa P.V.D. Terrain x Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15 %) Urban /Suburban Semi - rural /Rural Public Public Local Access Local Access Arterial ADT<100 Collector 100> ADT >400 Secondary Major County Arterial ADT<400 Private 400< ADT <750 x Extension to 8 or fewer Tots ADT> 750 Tract "X' Road name: Harmony Lane PVI station: 10 +50 Length of vertical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -2.00 Exiting Slope (G2, %): -1.00 IG2 -G1 I= A= 1 Check S>L: L1 = 2S - ((400 +3.5S) /A) L1 = -580 note: use min curve length = 0. Required minimum curve length: 0 Check S <L: Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X" SAG VERTICAL CURVE Project #:P1414 Terrain: x ROAD TYPE: Urban /Suburban Public .a.vi vAue s L2 = A(S "x2)!(400 +3.5S) L2 = 31.6098 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07- Sep -94 Review #: 3 Reviewer: Parry Project name: Riverway Villa P.U.D. Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15 %) Semi -rural /Rural Public Local Access Local Access Arterial ADT<100 Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400<ADT <750 x Extension to 8 or fewer lots ADT> 750 Tract 'X" Road name: Harmony Lane PVI station: 16+00 Length of vertical curve provided: 100 Design Speed: 20 Min Stopping Sight Distance. 120 Entering slope (G1, %): -1 00 Exiting Slope (G2, %): 0.80 IG2 -G1Ir A= 1.8 Check S >L: L1 = 2S - ((400 +3.5S) /A) L1 = - 215.56 note: use min curve length = 0. Required minimum curve length: 0 Check S <L: Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' STOPPING SIGHT DISTANCE CALCULATIONS Date. 07 - Sop -94 CREST VERTICAL CURVE Project #:P1414 Terrain: x Flat (General land slope 0% to 8 %) Rolling (General land slope >8% to 15 %) Mountains (General land slope >15 %) ROAD TYPE: Urban /Suburban Public Road name: Harmony Lane PVI station: 18 +00 Length of vertical curve provided: 100 Design Speed; 20 Min. Stopping Sight Distance. 120 Entering slope (G1, %): 0.80 Exiting Slope (G2, %) : -1.46 1 G2 -G1I= A= 2.26 Check S >L: L1 =2S- (1329/A) uwrvy I/Auw3 L1 = Check SQL: L2 = A(S* *2)/1329 L2 = 24.4876 SPOKANE COUNTY ENGINEERS Review #: 3 Reviewer: Parry Project name: Riverway Villa P.U.D. Semi - rural /Rural Public Local Access Local Access Arterial ADT <100 Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400<ADT<750 x Extension to 8 or fewer lots ADT>750 Tract 'X" - 348.05 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Prorate Extension to 8 or fewer lots Tract 'X' SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07- Sep -94 SAG VERTICAL CURVE Project #:P1414 Terrain: x ROAD TYPE: L1 = Check Sc L: L2 = A(S* *2)/(400 +3.5S) vcurv2 t /Aug9 L2 = 51.9805 Review #: 3 Reviewer Parry Project name: Riverway Villa P.U.D. Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15%) Urban /Suburban Semi-rural/Rural Public Public Local Access Local Access Arterial ADT< 100 Collector 100> ADT >400 Secondary Major County Arterial ADT < 400 Private 400 <ADT<750 x Extension to 8 or fewer lots ADT> 750 Tract 'X' Road name Harmony Lane PVI station: 19+25 Length of vertical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -1.46 Exiting Slope (G2, %): 1.50 1G2 -G11= A= 2.96 Check S >L: L1 = 2S - ((400 +3.5S) /A) - 37.027 note: use min curve length = 0. Required minimum curve length • 0 Curve provided is Adequate Private Extension to 8 or fewer Tots Tract "X° SAG VERTICAL CURVE Project #:P1414 Terrain: x ROAD TYPE: Urban /Suburban Public wumllAuen L2 = A(S "•2)1(400+ 3.5S) L2 = 32.839 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07- Sep -94 Review #: 3 Reviewer: Parry Project name. Riverway Villa P.U.D. Flat (General land slope 0% to 8 %) Rolling (General and slope >8 %to 15 %) Mountains (General land slope >15 %) Semi -rural /Rural Public Local Access Local Access Arterial ADT <100 Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400 <ADT <750 x Extension to 8 or fewer lots ADT>750 Tract 'X" Road name: Baldwin Lane PVI station: 10 +50 Length of vertical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -1.07 Exiting Slope (G2, %): 0.80 G2-G1I= A= 1.87 Check S>L: L1 = 2S - ((400+3.5S)/A) L1 = -198.5 note: use min curve length = 0. Required minimum curve length: 0 Check S <L: Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' STOPPING SIGHT DISTANCE CALCULATIONS Date: 07— Sep -94 CREST VERTICAL CURVE Project #: P1414 Terrain. x ROAD TYPE Check S >L: 1_1=2S—(1329/A) Check S <L: L2 = A(S * *2)/1329 •.ay.21 rAuta: L2 = 19.5034 SPOKANE COUNTY ENGINEERS Review # 3 Reviewer Parry Project name: Riverway Villa P.U.D. Flat (General and slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General and slope >15 %) Urban /Suburban Semi— rural /Rural Public Public Local Access Local Access Arterial ADT<100 Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400 <ADT<750 x Extension to 8 or fewer lots ADT>750 Tract 'X" Road name: Baldwin Lane PVI station: 13 +50 Length of vertical curve provided. 100 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (01, %): 0.80 Exiting Slope (G2, %): —1.00 IG2 —G1I= A= 1.8 L1 = -- 498.33 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Private Extension to 8 or fewer lots Tract "X" STOPPING SIGHT DISTANCE CALCULATIONS Date: 07 -Sop-94 SAG VERTICAL CURVE Project #:P1414 Terrain: x Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15 %) ROAD TYPE: Urban /Suburban Semi-rural/Rural Public Public Local Access Local Access Arterial ADT<100 Collector 100> ADT>400 Secondary Major County Arterial ADT<400 Private 400 < ADT <750 x Extension to 8 or fewer lots ADT> 750 Tract "X" Road name: Baldwin Lane PVI station: 14 +25 Length of vertical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -1.00 Exiting Slope (G2, %): 1.00 I G2 - G1I= A= 2 Check S>L: L1 = 2S — ((400 +3.5S) /A) L1 Chock S <L: L2 = A(S "•2)/(400 +3.5S) varv2 { /Aui3 L2 = 35.122 SPOKANE COUNTY ENGINEERS Review #: 3 Reviewer. Parry Project name: Riverway Villa P.U.D. -170 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' STOPPING SIGHT DISTANCE CALCULATIONS Date: 07 - Sep -94 SAG VERTICAL CURVE Project #:P1414 Terrain: x ROAD TYPE: Urban /Suburban Public vnrvz I/Au 3 L2 = 43.9024 SPOKANE COUNTY ENGINEERS Project name Riverway Villa P.U.O. Flat (General land slope 0% to 8 %) Rolling (General land slope >8%to 15%) Mountains (General l and slope >15 %) Seml -rural /Rural Public Local Access Local Access Arterial ADT < 100 Collector 100> ADT >400 Secondary Major County Arterial ADT <400 Private 400< ADT<750 x Extension to 8 or fewer Tots ADT >750 Tract "X' Road name: Augusta Lane PVI station: 10 +50 Length of vertical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -1.00 Exiting Slope (G2, %): 1.50 jG2 -G1 1= A= 2.5 Check S >L: L1 = 2S - ((400 +3.5S) /A) L1 = -88 note: use min curve length = 0. Required minimum curve length: 0 Check S <L: Curve provided is Adequate L2 = A(S* *2)/(400 -3.5S) Review #: 3 Reviewer: Parry Private Extension to 8 or fewer lots Tract "X" SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07— Sep -94 CREST VERTICAL CURVE Project #:P1414 Terrain: x ROAD TYPE: Check S >L: L1 = 2S— (1329/A) Check S <L: L2 = A(S* *2)/1329 vary:. VAug93 L2 = 13.0023 Review #: 3 Reviewer: Parry Project name: Riverway Villa P.U.D. Fiat (General land slope 0% to 8 %) Rolling (General land slope >8% to 15 %) Mountains (General land slope >15 %) Urban /Suburban Semi — rural /Rural Public Public Local Access Local Access Arterial ADT <100 Collector 100> ADT>400 Secondary Major County Arterial ADT < 400 Private 400 <ADT<750 x Extension to 8 or fewer lots ADT>750 Tract "X" Road name: McMillan Lane PVI station: 21+00 Length of vertical curve provided: 100 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (01, %): - 0.80 Exiting Slope (02, %): —2.00 IG2 —G11= A= 1.2 L1 = —867.5 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Private Extension to 8 or fewer lots Tract "X' SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 07- Sep -94 SAG VERTICAL CURVE Project #:P1414 Terrain x ROAD TYPE: wary Ii.1uCV L2 = A(S•• /(400 +3.5S) L2 = 52.6829 Review # 3 Reviewer: Party Project name: Riverway Villa P.U.D. Flat (General land slope 0% to 8 %) Rolling ( General land slope >8 %to 15 %) Mountains (General land slope >15%) t Urban /Suburban Semi- rurai!Rural Public Public Local Access Local Access Arterial ADT < 100 Collector 100> ADT >400 Secondary Major County Arterial ADT<400 Private 400<ADT <750 x Extension to 8 or fewer lots ADT >750 Tract "X' Road name: McMillan Lane PVI station: 22 -25 Length of vortical curve provided: 50 Design Speed: 20 Min. Stopping Sight Distance: 120 Entering slope (G1, %): -2.00 Exiting Slope (G2, %): 1.00 IG2 -G1 1= A= 3 Check S >L: L1 = 2S - ((400+3.5S) /A) L1 = - 33.333 note: use min curve length = 0. Required minimum curve length: 0 Check S <L: Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' File name is 1414V1.COR FILE NAME: 1414V1.COR File name is P1414.COR FILE NAME: P1414.COR VERTICAL CURVE Station Elevation PI Station 100.00 PI Elevation 2025.97 /N0l4 Entry Grade -2.00000% Exit Grade 0.80000% Length 100.00 PC 0 +50.00 0 +75.00 1 +00.00 1 +25.00 PT 1 +50.00 2026.97 2026.56 2026.32 2026.26 2026.37 High /Low point is: 1 +21.43 2026.26 0 +45.00 0 +75.00 VERTICAL CURVE Station Elevation PI Station 700.00 PI Elevation 2030.75 Entry Grade 0.80000% Exit Grade - 0.80000% Length 100.00 PC 6 +50.00 6 +75.00 7 +00.00 7 +25.00 PT 7 +50.00 2027.07 A> r /( L -G a 2026.56 2030.35 2030.50 2030.55 2030.50 2030.35 High /Low point is: 7 +00.00 2030.55 1 01 0 VERTICAL CURVE Station Elevation PI Station 1050.00 PI Elevation 2033.95 Entry Grade - 2.00000% Exit Grade - 1.000000 Length 50.00 PC 10 +25.00 10 +30.00 10 +40.00 10 +50.00 2034.45 2034.35 2034.17 2034.01 DATE: 9/7/1994 DATE: 9/7/1994 10.3 7°3 Write S 7033.e b3 ,45 7 A' Ryu� 10 +60.00 10 +70.00 PT 10 +75.00 2033.87 2033.75 2033.70 VERTICAL CURVE Station Elevation PI Station 1600.00 PI Elevation 2028.45 Entry Grade - 1.00000% Exit Grade 0.80000% Length 100.00 PC 15 +50.00 15 +75.00 16 +00.00 16 +25.00 PT 16 +50.00 PC 17 +50.00 17 +75.00 18 +00.00 18 +25.00 PT 18 +50.00 PC 19 +00.00 19 +10.00 19 +20.00 19 +30.00 19 +40.00 PT 19 +50.00 2028.95 2028.76 2028.67 2028.71 2028.85 High /Low point is: 16 +05.56 2028.67 VERTICAL CURVE Station Elevation PI Station 1800.00 f! PI Elevation 2030.05 Entry Grade 0.80000% / 7 4 63,3 Exit Grade -1.46000% Length 100.00 /14 2029.65 2029.78 2029.77 2029.61 2029.32 High /Low point is: 17 +85.40 2029.79 VERTICAL CURVE Station Elevation PI Station 1925.00 PI Elevation 2028.22 Entry Grade - 1.46000% Exit Grade 1.500000 Length 50.00 2028.58 2028.47 2028.41 2028.41 2028.47 2028.59 High /Low point is: 19 +24.66 2028.40 £ 19 +64.07 19 +34.07 VERTICAL CURVE Station Elevation PI Station 1050.00 W PI Elevation 2028.83 Entry Grade - 1.07000% Exit Grade 0.80000% Length 50.00 PC 10 +25.00 10 +30.00 10 +40.00 10 +50.00 10 +60.00 10 +70.00 PT 10 +75.00 2028.86; .. 7 , " 2028.43 2029.10 2029.05 2028.98 2028.95 2028.95 2028.99 2029.03 High /Low point is: 10 +53.61 2028.94 M7 44-5 . va zu Zy , 10 10 +45.00 2028.96 At VERTICAL CURVE Station Elevation PI Station 1350.00 Ofz.04.0 PI Elevation 2031.23 Entry Grade 0.800000 Exit Grade - 1.00000% Length 100.00 PC 13 +00.00 13 +25.00 13 +50.00 13 +75.00 PT 14 +00.00 PC 14 +00.00 14 +10.00 14 +20.00 14 +30.00 14 +40.00 PT 14 +50.00 2030.83 2030.97 2031.00 2030.92 2030.73 High /Low point is: 13 +44.44 2031.01 VERTICAL CURVE Station Elevation PI Station 1425.00 01.60' PI Elevation 2030.46 Entry Grade - 1.00000% Exit Grade 1.00000% Length 50.00 2030.71 2030.63 2030.59 2030.59 2030.63 2030.71 High /Low point is: 14 +25.00 2030.58 14 +36.47 2030.61 14 +56.47 2030.78, VERTICAL CURVE Station Elevation PI Station 1050.00 f.14e - , 4 PI Elevation 2029.46 Entry Grade - 1.00000% Exit Grade 1.500000 Length 50.00 PC 10 +25.00 10 +30.00 10 +40.00 10 +50.00 10 +60.00 10 +70.00 PT 10 +75.00 High /Low point is: 10 +45.00 2029.61' VERTICAL CURVE Station Elevation PI Station 2100.00 1 4 «MJ PI Elevation 2029.81 Entry Grade - 0.80000% Exit Grade - 2.00000% Length 100.00 PC 20 +50.00 20 +75.00 21 +00.00 21 +25.00 PT 21 +50.00 2029.71 .\ 2029.67 2029.62 2029.62 2029.67 2029.77 2029.83 2030.21 2029.97 2029.66 2029.27 2028.81 VERTICAL CURVE Station Elevation PI Station 2225.00 PI Elevation 2027.59 Entry Grade - 2.00000% Exit Grade 1.00000 Length 50.00 PC 22 +00.00 22 +10.00 22 +20.00 22 +30.00 22 +40.00 PT 22 +50.00 High /Low point is: 2028.09 2027.92 2027.81 2027.76 2027.77 2027.84 =. � °� e, 4i di` 22 +33.33 22 +35.36 22 +55.36 2027.76 2027.76 2027.90 4 A, P lbws 4 ?vw IthAes rite e 7 _f_• -- _ Gi zrz& -GS (eo e q 4 - ,g, zs tier) e c yt& 9 7(Q) el 3i P. at) , s' tr/ a 6, 43(z -) SZ 5 5( 60.97[0 PU1- Apo ( f& PVT- Z .-is 4-8 -,3 e C ?r) 70o 760 2 047 q 04- 56452 Li Of `7. s'9 /lT - -/a) /W za f ,9 Cl 5 S9(0 C!L /01 36 . 76E73 (i ei - )?Se azT) thq s 13 CELT ) �Z �rfz/ 6J Ur) CT ,1tz ,dt (LrJ 9(3 z. 5r (-TJ ik-s4 Z f trial 62 fr-Gq aZ kr 99 - ((064, 2.4 5� (0 0oLzo Zt. / of3s .U'/ 1 zt di Go 5.8(03' creca PTfrfL' 5 Ge f to e of t j kli 06 ob 6 -zi-f t9-7 z38.03 *flit' sl ikedioul evuoik -218 .43 (2q° 23' dirj 34 f 61 1q 4-2" fl frra = PI M n 06 — _ 70 03 4 e Aka 7 &CI sipwil A-iat g - IS !SS- d kilter) k A ST - 71 1 ;11 3fs' - - / g Zo3ti45 L *2'1 — 4 / —12 kj 0033 Ce 70,-4-e.-03 LT (or -w7 2T /01 _tut 2033 ,70 a ltt.f' ,�f , sl r r�! 082) Ect [4+ Urt-V irk' dG -ti 4-. 0k pla 16th 201 6.« • 44ets /0,450 —ate .. ao2e•gs CD4 &r43 tS 6 C2 Ones RI 5Z i7t.78,75 a• S - BUl (e z03' ,.cs Ec2- 17t71.6 f /sr 1 - "l' 2 .- /Plc_ toue4 cbc 01 tp9 lit63.76 - /4G` Vlq-- l5 _ 7 . (y , 510 fv /1-1-73,7- Cio /yplt 7 Z. (9,49,. CS 616/,77 �5 2 Y, tt) i f ( f d7 6I3 ea- r?r (4 atO6 eget $RLDM , is/ yte,4.r.3 2029_07 49foB,15 _/ o714 s7`- zo?9- J# i - 1, t 8,7 ? _rak3f`7r 26 fie 101 L7 GOL- lof>,l3 ptJ 7oP53.58 e a'- 2021, o3 t. 82 — 1, 02; ?t r3r5 /Cf� d‘ - zo3 (.25 Its 1 (4+ - I42 — _o2, f 1 0 Wr Nies (�G — Coy fr3C1t ce 1141. F3 er 14{50 /7 2t 3 - - ' L a /4 c e 10 L2 /_it5 /,T7 Lj tch /04. /E toy__ lvtit / /0189_ _ 1, /z4, t61.5Z &Art f /44-ei 7/ 2 /4.1474, L,.= 7011 f/ za3/, al K elt Sfiw( 4Kezez &44a5rA LP) INoo 4f , -7 * 10114,vco to;o.lo t 7 16 cA l #ZS - 2 - 0 7 4,1 I _ 1 . 1 1 , 5 7 2 i Pa Ion W 1 9.4b ✓' C; «pt33•ff7 tr p? Rave 1rd 0,45 7 /#z at 1)14(# 4102E tKa7c ham 6a /5,64 -Zz A` tm 1a ZI-hr° Z034.37 16fl3.4o. cD5 2? •16f-7Z.Zl �' -"� -` y -- — Wit? 1gf19.35_GT _ . e% . 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Z! ‘ 4 6.3 0 1¢3"1 4' v6( Z 2 / 3 ��h- ji. ;�? --t —1 2 R; =it G,=.5" d= 37(5) CIe IL(23)f 23 663.4- 4, *At f/d1 R = 15 d2 = Z3 = •1 , 1..8_ 703.5 -#' 7 ' 266 or _'5 Ct _ ) eat kr 3 (44) = 7 .17 - 5$5/ pc) ( 4 3y _ = 5.(5 DU /l Cc A MI Y • ae 1- in I.0 — c�3 4 j 5T® -5r7 7�jf.ES :03° 17 r z5'r/#73*e7.iz - 4 10 dfr ?elN DI$? 8s - Me, 474f _ -� 431 cV { MT 3 9' SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) 6.23.63 CENTER POINT TYPE 2 CURB INLET )UNTY STANDARD YWELL WITH 1L FRAME AND &RATE . 2028.64 216+1T I PT =6 +58.16 20 o ( Q. RIGHT OF HAY 1 1+3651 CENTER POINTI TYPE 2 CURB INLET 7 - x+5.89 CENT TYPE 2 CURB INLET Q- \7.20.80 CENTER P0(NT TYPE 2 CURB INLET I.Q, `r iitp g.t,(1,Vrtw - 1 0 t TORAGE AREA 1 I • 8.33.98 CENTER POINT TYPE 2 CURB INLET 1 13' LANDSCAPED TRACT (,C . CENTER POINT B.C.R. 9+ �/ IT 2 CURB INLET T.F.G. 20286?✓ St 1 Gt7UN1Y_SANDARD TYPE 'B' DRYWELL 1-11 TYPE 4 METAL FRAt4E STA. 1165.21 GRATE ELEV. 202151 L= 24.26' -J OFFSET 28' RIGHT (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, P.5.) 1 A w 5 M.G.P 4& / T.F.G. 2025.26 L =1.15 E.C.R. 22+41136 mcMILLAN LANE T.F.G. 2021.59 I I CUT /FILL LIMITS (TYP) 1 -C 1•3251 CENTER POINT TYPE 2 CURB INLET „6 rn 10401.20 INDIANA AVENUE =22 +80.36 McMILLAN LANE F5. 202.8.34 1 10.21 e 11+26.09 CENTER POINT TYPE 2 CURB INLET ,-- , 10+35.86 CENTER '•TNT TYPE 2 CURB INLET 1 E,C.R. 10.36..10 T F c, -2 028.011 L= 243 &' - DAM 3 100' ON CENTER NNM.G.R. AS-LIIOHN ON PLAN, TIT', T.F.C. 2021.95' L=1.15' 103 B.G-R 22.41156 MLMILLAN LANE T.F.C. 2021.51 \ STREET AND STOP SIGN SPOKANE COUNTY STANDARD TYPE 'A" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE MGMILLAN LANE SPOKA TYPE ' TYPE STA 111 GRATE OFFSE SPOK, TYPE TYPE STA 11 6RATI DFFSE 11+13.13 CENTER POINT TYPE 2 CURB INLET (PLACE Si-TALE RETENTIO =. CORRUGATED METAL. • SIDEWALK . 2024.18 CORRUGATED METAL SIDEWALK 1+50.00 END GRASSY SWALE, NORTH SIDE OF INDIANA ONLY 3.30.15 CEN • •01 2030— G4 '. 2025.18 GRADE TO DRAIN .ENTER POINT �A ;ORB INLET JT e . iTAUJDARD WITH ME AND GRATE\ .31 \ L cur/FILL (TYP) lE cur/FILL LIMITS (TYP) VARIANCE APPLIED FOR CONCERNING IRREGULAR RIGHT OF WAY SPOKANE COIMTY STANDARD TYPE 'B' DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE STA. 1.71.43 GRATE ELEV. 202531 OFFSET 28' LEFT 4118114 : r b' SIDEWALK (SEE DETAILS) PG = 2 +11.47 TYPE 2 CURB INLET l.e 2.2668 CENTER POINT 4.49,12 CENTER POINT .. T T Pt 2 GUREt INLET . TYPE 2 CURB INLET p- I If• PROJECT BOUNDARY B.G.R. 4 / TEL.. 2029.15 L =24.02' // M.GR. / T.F.G. 2029.00 / I L =2.13 / L.G.R. 19+61.11 HARMONY LAME T.P.C. 2020.86 EDI A PROJECT BOUNDARY A it t ii i ■ I 5 +21.55 INDIANA AVENUE 11 +14.01 HARMONY LANE F.5. 202136 I I I I I I I I 5 +50.00 BEGIN GRASSY SWALE,_ NORTH SIDE OF INDIANA ONLY SPOKANE COUNTY STANDARD TYPE 'B" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE A. 6 ORATE 10' SIDEWALK DRAINAGE 51 O E ELEV. OFFSET E02851 AND UTILITY EASEMENT (TYF 6.1558 CENTER POINT TYPE 2 CURB INLET AVE N. N. SPOKANE COUNTY STANDARD \ \—L =24.02' TTPE DRYWELL WITH ' TYPE 4 METAL FRAME AND GRATE I \ \M.CR STA. 5+61.15 \ \\ 2021-10 GRATE ELEV. 2028.64 40 OFFSET 25' RIGHT L =9 .68' \ \STR.EET AND STOP SIGN (.Q' E.C.R. 5 •60.11 2021.66 TYPE 2 CURB INLET (? B.G.R. 19 +49.68 HARMONY LANE T.F.G. 2025.10 PT =6 +58.16 �'s,6+23 .63 CENTER POINT 5E R RIGHT 1+3651 TYPE 2 — �1�1F. ( 7 .' ` 1 1 c it? 10 AUGUSTA 1 _ 14 -00 I 13 12+00 1 z !�- 1 I I LL if; 3 z O O Q 0 N E� U � E0 ( " MISSION AVENUE � (S EE 511rET #8) uI EDGE OF PAVEMENT TANGENT 22.94' 11.91' 1888' 1885' �\ 51 10' 1t7EWA DRAINE, 5L&PE UTILITY EASEMENT AG ( 52 DELTA 91 83'52'48' 86'0559' 86'00'41' 11+00 2033 18+00 B.G.R. 14441.93 BALDWIN LANE F.5. 203039 M.G.R FS. 2030152 RIGHT OF W\ L4 E.C.R. 19419.35 F.S. 2031251 6' SIDEWALK (SEE DETAIL) 11 14 + 00 CUT /FILL LIMITS (TYP) 98 PT ='21 +13.15 46 -FRG = 11 +40. 2032 L al 20+00 J .C.R. 14451.11 BALD IN LANE .5. 2030.41 • F.S. 203058 L =2981' B.C.R. 1948 F.5. 20 SPOKANE COUNTY STANDA TYPE 'A' DRYWELL HITN TYPE 4 METAL FRAME AN STA. 22+39.16 GRATE . 2026.99/ OFFSE Il RIGNT g 21 +00 B.G.R. 9~69.02 INDIANA AVENUE T.F.G. 2028.62 SPOKANE COUNTY STA) • ARP TYPE 'B' DRYWELL HIT, TYPE 4 METAL FRAME INDIANA AVENUE H.G T.F.'. 20282 L= 24.26' -. E. .R. 22+41.86 . 202189 41 L= 1.15'- +58.83 MGMILLAN LANE 14 +81.71 BALDWIN LANE 5. 2031.22 101 100 2031 2030 E.G. TF.4 )6E OF 10 65.21' STA LANE F5.2028 L =1.35' B.G.R. 11+0:.&1 FS. 202'.04 28.26' FFJJ G.R. ,F.5. 2028.93 E.G.R. 10+2498 BALDWIN LANE 10 CUT /FILL LINT ITS (TIT) ?CL =31.40' 24 PROI.EGT BOUNDARY 2032 T 4 10' SIDEWALK, DRA NAGE, AND UTILITY EASEMENT (TYP) .' .:6 9 +0': .. co 500'00'02'k1 — 4 656.86' SPOKANE COUNTY STANDARD — B.G.R. 14 +00.97 TYPE 'B' DRYWELL WITH F.S. 2030.161 TYPE 4 METAL FRAME AND &RATE L= 31.431) STA. 13+91.98 GRATE ELEV. 202989 M.G.R. OFFSET FI' RIGHT F.S. 2029.76 SPOKANE COUNTY STANDARD TYPE 'A' DRYWELL WITH TYPE 4 METAL FRAME AND 6RAT1j AUGUSTA LANE 25 I E.G.R. 10 +34.03 AUGUSTA L F.5. 2021.36 - PRO,EGT BOUNDARY H ••I M f HB • EDGE OF PAVEMENT • ' TOP FACE OF CURB 14 +15.12 2032 \ r 6 20.VV' 20D0' X10 \IY 14 +35.00 ,HARMONY = 10+00.09 AUGUST F.S. 203010 l 2031 SPOKANE COUNTY STAND N TYPE 'B' DRY&L WITH TYPE 4 METAL FRAME AND'SRATE' STA. 16+0900_ .' . 6RAtE ELEV. 2�0 - 2 7 i' tog rf !I, n T 71 OFFSET 11' LE M.C.R 36 UL 26.94' F.5. 20 L =31.40 F.5. 2029.42 \.0 R. 10 +33.91 FS. 2021.48 LAS 15.96' O 11'11'01 W N {b N c "°S , r A 4 9. ,I,If ? &) 3 1° ir &) 3l I1 38.78 HARMONY LANE =1 +14.13 BALDWIN LANE Ft. 202.1.56 2021 0 4 EDGEIOF PAVEMEN7 11'0 =16 +56.86 38 SPOKA COUNTY STANDARD TYPE ' ' DRYWELL WITH TYPE 4 METAL FRAME AND &RATE BALDWIN LANE 17+18.41 34 / 20: RIGHT 6' SIDEWAL (SEE DETAILS) C H6 3 E RADIUS LENGTH TANGENT DELTA 20.00' 31.43' 20.02' 90'03'08' 20.00' 31.40' 19.98' 89'56 20.00' 31.43' 20.02' 10'0308' 20.00' 31.40' 19.95' 89'5652' 20.00' 23.11' 1152' 52'2530' 20.00' 31.03' 1961 55'5250' 20.00' 32.39' 21.00' 92'4151' 2000' 26.94' 15.96' I T'11'Ol' PAVEMENT :E OF CURB ?1 2 STA LAIIE 65.21' L =4600 L -1.35' B.G.R. 11+0 39 F5. 202 .04 M.G.R. T.F.G. 2029.0 20251 2 1 14 +35.00 HARMONY ANE =10 +00.0 AUG1JST LAN F.S. 2030.+0 2 SPOKANE COIN STAND I DRY L WITH I rYe 4 METAL FRAME AND-1E STA. 16.0100 C &RATE ELEV. 02 .5 t ' fi',�¢ Cf, OFFSET I'1' LE p . e . 6 0 65. 8.91 F.S. 20 ',36 L =31.40' M.GR. F.S. 2024.42 B.G.R. 10.33.41 F.S. 2029.45 36 4 e� G it �. '� , ll I ' I 11138. HARMO LANE =c4 +84.13 BALOH1N LANE F.$. 2O2q.56 2 II 5 F20 2i EDGE OF PAVEMENT I IJc =16 +56.86 38 4 11 +15.41 23.26' d/V .C.R- .S. 2025.43 E.G.R. 10.24.93 BALDWIN LANE/ F.S. 2025 34/ SPOKA COUNTY STANDARD 1YPE ' ' DRYWELL WITI1 TYPE 4 METAL FRAME AND 6RATE BALDWIN LANE 2024 /PT =18 +71.5 2 / 3 \/ RIGHT 6' SIDEHAL (SEE DETAILS), 32 41 N 2030 B.G.R 4.4525 INDI TF.G. 2029.15 L =24 L= E.G.R,I937.79 TP.G( 20283 B.G.R. T.F.G. STREET MO `t= STOP SIGN L =24.02 \ CUT F!L L M.G.R. / F5.2029.49\.G.R 11+11.85 ✓ LINl1 (TIT) T.F.G. 2029.15 L= 3065' WHINY SPOKANWHINY STANDARD TYPE 'A" DRYWELL WITH M,GR. H.G 2029.14 �fYPE 4 METAL FRAME AND 5R PS. INbtANA AVENUE B.G.R 10.28.51 BALDWIN LANE \ F.S. 2025.15 40 E.G.R. 5+60Ai INDIANA AVI T.FL. 2021.66 EDGE OF PAVEMENT TANGENT 22!14' 11.91' I8 b8' 18.65' 52 DELTA 91 *49'36' 83'52'48' 86'05'59' 86'00'41 2033 i / / 51 C 10' S,}OEVIALK, DRAINAGE, LL')FE. f t) UTILITY EASEMENT (TYP G R. 14 +41.93 BAL.DWIN LANE \ B. F.5. 203039 •• 4q M.G.R. F5. 2O3OBf L=33.66 EL.R. I9 +1c1.35 \ F 5. 20312 CUT /FILL LIMITS {TrP) 6' SIDEWALK cm n�'r .I ) PT - ,� 1 +13.15 J - PRG = 11+4016 BALD IN LANE ' 9FFSE i D I9 +33.'13 SPOKANE COUNTY STAND TYPE 'A' . DRYWELL WITH TYPE 4 METAL FRAME A • GRATE ORATE STA. 22 +3G1.1b V. 20 26.9 0 1 I'1) RIGHT .G.R_ . 14 +51. \ ? r .5. 030 Al M.G.R. F.S. 203058 L= 29.61' 1 B.G.R. I9 +8 F5. 2030.6 P A CI q t. w � O SPOKANE COUNTY STA AR TYPE 'B" PRYWELL WI TYPE 4 METAL FRAME D INDIANA AVENUE M.0 T F. 100 2031 41 I' +58.83 McHILLAN LANE 14 +81 1I BALDWIN LANE F.5. 2031.22 101 4 2025.18 GRADE TO DRAIN ENTER POINT $. -URB INLET • 1+50.00 END GRASSY SHALE NORTH SIDE OF INDIANA ONLY Cur/FILL LIM I T5 (TYP) a TANDARD , 11TH 1E AND &RATE 8 31 \ CUT/FILL LIMITS (TYPE \2+26.68 CENTER POINT TYPE 2 GUR8 INLET PROJECT BOUNDARY YrtMlr rLL ( r rrL.ICy r urc CONCERN IN& IRREISULAR R1614T OF NAY SPOKANE COUNTY STANDARD TYPE °B DRYWELL WITH TYPE 4 METAL FRAME AND -RATE STA. 1+21.43 GRATE ELEV. 202531 OFFSET 28' LEFT 3 +30.95 CENTER POINT TYPE CURB INLET (.0 • PC = 2 +Q I.4 r 6' SIDEWALK (SEE DETAILS) 4+4 CENTER POINT TYPE 2 CURB INLET, Q i PROJECT BOUNDARY B.G.R. +9825 T.F.G. 2029.1 L=24.02 • M.G.R. T.F.G. 20201.00 1 L=2.13 // E.C.R. 19 +6I.1 HARMONY LANE/ T.F.Q.. 2028.86 5 +50.00 BEGIN GRASSY S14ALE NORTH SIPE OF INDIANA ONLY SPOKANE COUNTY STANDARD TYPE "8" DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE STA. 5+5 GRATE ELEV. 2028.51 10' SIDEWALK, DR OFFSET 28' LEFT /AND UTILITY EASE 6 +Ir CENTER POINT TYPE 2 CURB INLET 49FP • - ., • OP. T.F.G. 202c1.66 \--L=24.02' \ M.CR. T.F.G. 202 40 - L =qbs' \STREET AND STOP SIGN LB.C.R. 1 HARMONY LANE T.F.G. 2028.10 PT =6 +58.16 2030 • _ - 6 +23b3 CENTER Pc TYPE 2 CURB I NLEI SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE STA. 5 +61. GRATE ELE ✓. 2028.64 OFFSET 28' RIGHT i Lk.i L , 1)W‘IVASE SLOPE Y EASEMENT (-TIP) .5S.I6 • CENTER POINT \ ,ORB INLET NRD D GRATE 1 f RIGHT OF 1"1AT' 1 +3651 CENTER POINT TYPE 2 CURB INLET i a + r ,,—"„ 1r -r- r- a.1 19. 7 +20.8o GENTER FAO WT TYPE 2 CURB INLET l Q , I.4 'y Vf o TG'RASE AF.EA 1 1 V a W.- 1 Y .► - 1 • 1 i 8 +33.98 BEN TER POINT TYPE 2 CURB INLET r .r X89 CEN ' TYPE 2 CURB INLET( i J 91 l co 5560 °00'02 "1'4 505.04 1 • V LP NL)5GAFJL2 TRACT (SEE LANDSCAPE FLAN BY THE BERGER PARTNERSHIP, P.S.) c AMEM CUT /FILL L1M1T4 (TYP) . 4+5251 CENTER POINT TYFE 2 CURB INLET S.C.R. 4 +64.02 / .4 +21.63 CENTER POINT/ T.F.G. 202P h2''/ / TYPE 2 CURB INLET SPO G TANDARD / TYPE "B" DRYHELL TYPE 4 METAL FRAME ANC' STA. 9 +65.21 GRATE EL../. 202151 L- 24.26- OFFSET 28' RIOT 7, f pp 44 T,F +G. 2O2S.26 / L=l.JS' E.C.R. 22 +41.86 McN1ILLAN LANE T.F.C. 2021.54 �� A'7 0 . /. 1 1 J 4 faiiA t or ea* 10 +01.20 INDIANA AVENUE =22+ ,50.36 McMILLAN LANE E.S. 202834 - ► r -r J • J J 151311 SIMMINISM CP 2025 L e. II +26.Q4 CENTER POINT 1°+21.° 1- ` TYPE 2 CURB INLET 10 +366 CENTER INT TYPE 2 CURB INLET \ —t 1 G.R. 10+36.10 T .t:-- ,.2028.Q f N_ . T.F.G. 2021.98 L =1.15' 103 B.G.R. 22+41.86 McMI LLAN LANE T.F.G. 2021.84 STREET AND STOP SIGN SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE McMILLAN LANE 1 1 1 1 1 1 TYPE TYPE STA I f GRAT1 OFFSE SPOIL TYPE TYPF STAI BRAT OFF5 1I +13.15 CENTER POINT TYPE 2 CURB INLET (PLACE SHALE RETENTIC. DAM ± 100' ON CENTER - SS 0kN ON PLAN, TYF I� { HARMO LANE = +g4.13 BALDWIIV LANE F.$. 202956 2029 5 2029 EDGE I OF PAVEMENT ' = I6 +Sb.8b � „fir • • • • war • : 4FT4r E.G.R.I F.5. 20 `-- L=31.40' M.G.R. F.5. 2C29.42 F.5. 2024.48 36 8.91 • 65. B.G.R. 10 +33.41 STA LANE 65.21' L=46.00 L =I.35' B.G.R. 11+0 % .51 F.5. 202 .04 28.26' - G.R. 5. 2028.93 E.G.R. IO +24.18 BALDWIN LANE j 38 3c1,/ / SPOKA COUNTY STANDARD J TYPE ” ' DRYHELL WITH Ti PE 4 METAL FRAME AND GRATE BALDWIN LANE F.5. 2028 > 32 1 41 CUT Liwif r� c 9 '2 , (-, STREET AND STOP SIGN FILL (T YP) H8 1 B.G.R. • - ' • 8 T.F.G. 2028.1 `68' — L= 24.02'— M.G.R. T.F.G. 2024.1E �� .R I1 +11.85 s 2��31 + F.5. 20-2, \ L =30b5' SPOKANE COUNTY STANDARD TYPE .A" DRYKELL WITH M.G.R. F.S. 2021.14 i AVE FRAME AND 6� N,B.G.R. I0 +28.8I BALDWIN LANE F.5. 2028.18 40 E.G.R. 5 +60.11 INDIANA AV T.F.G. 2021.66 I0 CUT/ FILL LJM 1T5 (T P) �L= 31.40' 24 7].45' 2032 0 SPOKANE COUNTY STANDARD TYPE 'B' DRY NELL WITH TYPE 4 METAL FRAME AND GRATE STA. 13+41.48 &RATE ELEV. 2029 b9 OFFSET IT RIGHT \...PROJEGT BOUNDARY 10' SIDEWALK, DRAINASE, AND UTILITY EASEMENT (TYP) 500 656.86' F.5. 2C29.36 q • • 5 ;•...• B.G.R. 14 +00.91 F.S. 2030.16 L= 31.43' M.G.R. FS. 2024 2033 SPOKANE COUNTY STANDARD TYPE 'A' DRYWELL WITH TYPE 4 METAL FRAME AND 6RA AUGUSTA LANE 25 E.G.R. 10 +34.03 AUGUSTA L.NE 14+15.12 0 0 2032 8 uov- 1 14 +35.00 HARMONY LANE 1 i1_ • . •1 OFFSET IT LE . (U^' •A 0 0 E.G.R. I F.5. 20 L= 31.40' M.G.R. F5. 2029.42 36 =10+00.0 AUSUST LAN F.S. 2030. 0 203! 2 0 SPOKANE GOUW STANDARD TYPE 'B" DRY NELL WITH TYPE 4 METAL FRAME AND RATE STA. I6 +09.00._ 4- J „ j j; • 't GRATE ELEV. (�02�.83 = 1#,�, A ^ f 6 • _.�. \ 4574` 65. .R. I0 +33.41 AJ STA LANE F.S. 2029.48 36 3"1 17t36.78 HARMO �I LANE -a +94.13 BA,LDWIN LANE F.$. 2029.56 202q 5 024 EDGE I OF PAVEMENT }k"G =16 +56.86 65.21' 38 4 11 +18.41 \\ J IIMINOSO L= 46 100' L =1.35' B.G.R. 11+0 = .89 F.S. 202 .04 28.26' .G.R S. 2028.93 E.G.R. 10 +24.48 BALDWIN LANE j F.S. 2028 � I SPOKA COUNTY STANDARD TYPE ' ' DRYWELL WITH TYPE 4 METAL FRAME AND GRATE BALDWI N LANE NE 6' SIC L (SEE I 3a/ 1 Il m 51"I 1/4 QUARTER. CORNER 5EG. • ECR 10+49.02 TFG 2034173 .95 MISSION AVE\ ,/ F5 2034. AVE • STA 1 Q+15.00,cE_NTER POINT 'TYPE CURB 1NLt T F5 2034.5b 10+3 / R. 16. HT AT4T UNDERSROUND CAf3LE MANHOLE AND FIBER OPTIC 516N EXISTING 12+32.60 OFFSET 24' RI&HT P01^1ER POLE AND PHONE PED. SIDEVIALK, DRAINAGE, SLOPE AND UTILITY EASEMENT • GATE VALVE 5' ACQUISITION AREA \ 0 fl RIGf- • North Idaho Engineering, Inc. • • • FOR • • • • • • • 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 - 1171 • Fax (208) 664 - 3507 Prepared on behalf of: HYDROLOGY STUDY RIVERWAY VILLA SUBDIVISION FIRST PHASE RECEIVED UtL 12 ISSN SPOKANE COU RECEI VE D AUG 3 i 199+ Edward Dean Dean Building Corp. 16720 N.E. 116 th Street Redmond, WA 98052 8/19/1994 J.N. 4004 SPOKANE COUNTY ENGINEER COMeitrT r01 Tilts go OFF 'GAL PUOUCOOct * r,NE COUNT/ ENOINEEMONICi OR1 INAL • • • OVERVIEW Phase one has been divided into several small basins labeled A through U. For each basin both • Grassed Percolation Area (GPA) and storm volume was calculated along with Peak Flow, Ditch Velocity, drywell requirements, and curb inlet capacity. • • • • • • • INTRODUCTION This Hydrology Study includes all tributary areas for phase one. Peak flow (Qpx )from road surfaces and the entire basin was calculated to establish a worst case flow. This worst case Qp was used to calculate the drywell requirements using the Bowstring Method. Curb notches will be provided on Indiana Avenue ( Curb Inlet Type 2). These will channel water to the GPA. Curb notch calculations may be found in the corresponding basin section. For other private roads inside the project, runoff will flow directly into the GPA at any point. SOIL CLASSIFICATION The existing soil is defined as sand and gravel, under approximately 18 inches of topsoil. Soil classification for this area is type "B ". In Appendix A, we show a map locating the Riverway Villa project and specifying the symbols for the soil classifications. I • RUNOFF COEFFICIENT • Refer to the book GUIDELINES FOR STORMWATER MANAGEMENT, Table 1, Runoff Coefficients for Storm Sewers, for runoff coefficient values. When the critical path exists along • the road and curb, and for Qpcak from impermeable surface, a value of 0.90 for pavement was implied. Basins with the critical path along the road without curb, an average of 0.6 was implemented resulting from 0.9 for pavement and 0.30 for side slope, turf When the basins • consisted of several lots, a value of 0.30 for DU /GA 3.0 -3.5 was used. • SLOPE CALCULATIONS All slopes were established directly from the improvement plans except where the critical path did • not follow directly along the road. In this case, the difference in contours from the beginning to • CROSS - SECTIONAL AREA Cross - sectional area for private roads. • 208 Depth = 1/2 foot Area = 3.25 SQ. FT. Storm Depth = 1 foot Area = 8.0 SQ. FT. • • • the end of the critical path was divided by the length to establish slope. Cross - sectional area for Indiana Avenue. 208 Depth = 1/2 foot Area = 2.25 SQ. FT. Storm Depth = 1/2 foot Area = 2.25 SQ. FT. • • • • Cross - sectional area for Barker Road. 208 Depth = 1/2 foot Area = 1.97 SQ. FT. Storm Depth = 1 foot Area = 5.50 SQ. FT. Cross - sectional area for Mission Avenue. 208 Depth = 1/2 foot Area = 1.97 SQ. FT. Storm Depth = 1 foot Area = 5.50 SQ. FT. • BASIN CALCULATIONS Basin calculations may be found in appendix B. These calculations consist of the following: • - Impervious Area -Qpeak from Impervious Area and Basin - Required and Provided 208 Ponding Volume • - Required and Provided Storm Volume - Velocity - Number / Type of Drywells Required • • • • -Curb Inlets where appropriate. 3 • 208 VOLUME • To allow the GPA slope to correspond to the slope of the road, and not exceed the limitations requiting volume adjustment, the GPA volume will be calculated using a maximum length of 100' • separated by small earth dams on Indiana Avenue and driveways on the rest of the private roads. Where the slope exceeds 1% the length of the GPA may be less than 100' to accommodate for the 208 volume. • To accommodate flow, while waiting for driveway construction, extra drywells will be installed at • critical locations. These additional dry will also add additional storage for storm flows once the subdivision is completed. • • • • • HYD'ROSEED Hydroseed Mix: 60% Bluegrass, 20% Perennial Rye, 20% Fescue • • • • • • • • • • • 00 to • o. , re 44tertZ,M •"'" • • . • • • • • • • 7.1aC3 ;. • GuA Goa GoC • • • Nlap symbol OsC OsO 1 1)ragoon stony sill loam, 0 to :;11 percent slopes. 1)ragoott stony silt luaitt, lu 53 pyr- cent slopys. vYry 21J 1U 15 i Eufk.:z 1 1 .) 211 pc: ' vrry stony sr.'. 11 to 10 prr. 311111WA 1::ii:•;:t very stun:. luaa7, 3+) to 5.1 pyrcinit s ilt- luain. r: • ..1:1It 3 s:opts.. silt Main, lu orYly eru: 1. 1 silt 211 to , yrmh•fl. I 1:11--lt osar7.1t. S m Carti silly clay 1 ,0,1:11, fl 10 311 slur., So I1 O:. crudv.I. Garrison gravcIly loam, 0 to 5 percent Grrisoit gravylly loam, 5 to porcent. slopes. Ci Vet y lumn U 10 S rretlit Carrison very stony loam, 0 to 20 percent slopes. C leu rus il t Inain, 1) to 5 pereent slope's. Clearrrsc silt loam, 5 to 20 permit sInpys. Montrose silt loam, 20 to 31) pin slnpys. (:111 CII helm, 111 1.. p. .11 .Ocscription of soil and silo Similar to Dragoon silt loam, 0 to 10 percent slupys, exclipt that the surface layYT i5 31.011y. 1)1:-.14.)01t t.0 r”.erpi. fl,•:,.!t !,1 111 Li) o -fp itt complo:. from 1:11 cont.:Min g Inugn :m10.1:11. of %mt. caoic :11 in the surface layYr; 111111e: 1 of .111 to tin ineh..7.,: 111,11::atin;, topogt1.y. S;it C:,1;1, 1) 7 U . ;), ' til'ry 3: I11-1.i•,1 t;ir!. soltle soil fur mutl :Mu viii :n calear. Innis silt, voic:mic ash, rind Llial,)■:i cling IL .vaier fIlictitatys front near tu 3110:t rt":t. soiis 1111.W- 11111 ;hie fiirat s:it. 0:1 to Itiily 11111111W, S 1 ', 1 11 16 1 11111 11..:1 n fr:114—: :1 data is n given, :s too vni V.:ry tvell.arained 11 1 1 . so c.o. lovs; crs r:t!..v.:'.0pS kilol.ts Ihe roiling to hal:: 111)::L111iS it t,110 P:'.1011S0 soil Itivrlillm-texlmrril, Nucor...A t eNur,s- sively drained soils formed in gravelly id: ch claw:esti material from a variety of acid, iveons parent rock; on nenrIv level to mod- ern tyly sloping tourneys; (.11.1)til to illiNtitro of clitcl, gravel, and cobblestones rangcs from tu 5 foot. Similar to Caurison graven:: to: 11, except that the slit facT7 layvr is very gravelly. to Garrison gravelly loain, except that the surface layer is very stony. VerY titeolinnt-textoretl, well-drained soils formeol front acid igneous glacial till; siirface layer iitilitenconl by loess and volcanic ash: on glniily 111 TAULE G.-131.J descriptions of soils and the • 1)epult from sitrfacc IN. to 24 24 tu 44 44 to u21 26 to 41 41 tu'./ to 22 22 to 72 1) co S S to 23 23 to GO 1) to 15 ' 15 to 44 44 to Lill 0 to 13 15 to 44 44 to 611 (1 tu 72 Classification USI):1 tyxture ii 1U::IlI tIravelly ImIta Vcri gravelly sr.mly CiravY1 1 1uain Vi Sanely LL.y loam_ Inale Sii c13y Inant Silly clay 10:1111 Ski el::y . Silty clay loam tiravelly loam Very gravelly loam _.. Saml, gravel, :Intl etthblestuinrs. Very gravelly loam N'ery gravelly loam __ uI gr:tycl, and CohhlestOnes. Sill. loam • • • • • • • • • • • i ' i t 0 ARFA C1 (it) I.1(s) OVERLAND N(A) (11 /11) (n) fit) 1 1(1,) N(h) (hilt) S(l) (11) 1 7 71 72 GUTTER (It) R n (II /tl) S (11) U (cu.11.) 208 VOLUME PROV (cu.tt.) STORM VOLUME PROV (cu.1t.) IMPERV. ARFA U.W. SINGLE D.W. DOUBLE AREA Al C1 A 300 -- '3 - 3 5 0.023 0.008 1300 32 6020 0 0 0.25 - 0.8 B 400 6 12.36 0 0.016 0.008 694 694 13260 1 0 0.41 0.9 C 420 6 12.36 0 0.016 0.008 694 694 14040 1 0 0.43 0.9 D 680 3 3 5 0.023 0.01 1950 4800 18100 1 0 0.58 0.6 E 110 3 3 5 0.023 0.02 108 533 2200 0 0 0.08 0.6 F 0.15 250 0.4 0.008 190 6 12.36 0 0.016 0.008 504 717 8800 1 0 1.33 0,3 G 130 3 3 5 0.023 0.02 82 400 1960 0 0 0.08 0.6 H 0.15 250 0.4 0.008 170 6 12.36 0 0.016 0.008 1100 2050 10200 0 0 1.53 0.3 1 0.15 590 0.4 0.0085 50 3 3 5 0.023 0.008 1625 4000 10440 0 1 3.6 0.6 J 230 3 3 5 0.023 0.015 181 889 4200 0 0 0.17 0.8 K 0.15 400 0.4 0.0088 250 3 3 5 0.023 0.015 289 711 5580 1 1 2.54 0.3 L 370 3 3 5 0.023 0.01 975 2400 6000 0 0 0.73 0.3 M 0.15 150 0.4 0 0057 220 3 3 5 0.023 0.01 975 2400 6280 0 0 0.99 0.3 N 0.15 700 0.4 0 0086 1 6 12.36 0 0.016 0.008 450 450 7280 0 3 3.05 0.3 0 560 6 12.36 0 0.016 0.008 1125 1125 15600 1 0 0.48 0.9 P 390 3 3 5 0.023 0.008 1300 3200 8000 0 0 1.54 0.3 U 180 6 12.36 0 0.016 0.008 450 450 5400 0 0 0.18 0.9 R 650 3 3 5 0.023 0.008 1950 4800 13940 1 0 0.5 0.8 S 850 6 12.36 0 0.016 0.0088 37290 1576 4400 0 0 1.39 0.9 T 550 5 12.36 0 0.016 0.0008 20700 985 2750 0 0 0.8 0.9 U 500 6 12.36 0 0.016 0.0021 18000 985 2750 0 0 0.69 0.9 • BASIN A • Slope: 0. 141...0)...)G Ro o Pile pLAlo5 • Runoff Coefficient (CO): 5J.DE SWPE, 0,30 pR tlEmE�vi O.90 Impervious Area (Amp): I 30 6020 • • • • • • • (Qpeak), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Amp. acs) • Required 208 pondinq volume (Vgpa): Vgpa = Amp X 0.04 FT 6020 0,6y 2013theasam 11 c1 = a- 60 Total = 46Q2Q SQ.FT. Qpeak = 0 Y0 C.F.S. Vgpa = 2 / CU.FT. • Volume of Grassed Percolation Area (V • (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) *S _ (# = number of swales > 1 %) ( #s = number of swales < 1 %) • 208: Li X lop k 3, z S /3 00 dvi rT • Storm: Li X c O )C 8.O 3 2 OG C U, 1= • Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 208: N • • • • • • storm: 208sheetsam IL Vgpa (corrected) = )3 0 CU.FT. Vgpa (corrected) = 3 .2 00 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT • 4004 TIME OF CONCENTRATION (rntrwtee) DETENTION BASIN DESIGN BASIN A REVIEWER G. Slegford Tc (ovrtand) Tc (gutter) Antes V A•C NUMBER OF DRYWELLS PROPOSED DATE: 11•Aug-D4 0 Single (type A) 0 Double (typo 8) Ct . 0 15 1.2 = 300 0.25 0.60 0 15 Total Ares (raic.) (re H1) 0.25 21 = 3 0.00 0.00 0 Tlrns of Cone. (rate.) (see H11 500 11(5) = 0 Z2 . 3 0.00 0.00 0 Compoalle'C (oak.) (see HI) 0.00 N(A) = 0 8. 5 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0 n . 0.023 0.00 0.00 0 Area (Acres) 0.25 • = 0,008 0.00 0.00 0 C' Factor 0,50 Tc (A) = 0.00 d . 0.00 0.00 0.00 0 Impervious Area leg ft) 8020 Total A Comp "C" Volume Provided 206. 1300 Moon. 3200 11)8) . 0 To (gu) • 4.52 0.25 0.00 Outflow (cf.) 0 NIB) • 0 Tc(A+8) = 0.00 Area • CFeclor 0 15 S(13) = 0 0=C9•A= 0.45 °______• -- ____ _••_••• ....... To(bt.). 5.00 Q(aat.) . 0.43 •1 02 03 04 05 10 07 To (8) = 0.0 Intensity . 3.18 Time Prim Intently 0 dev. V In V out Storage A = 0 4192 Inc. Inc. WP = S_S000 (min.) (sec.) )ln.fir.) (cis) (cu h.) (co. It.) (cu. 8.) R = 0.0701 (01.00) (A'C•13) (Outf.•02) (95.16) V = 1 04 ._..___. =e== == =_ === = = __ _______ _______ ============== Tc (tot.)). Tc (overland) • Tc (gutter) Te(gul= 4.82 5.00 300.00 3.16 0.45 192 0.00 192 lc (overland) = CI' (L1'N/S ^ 0.5) ^ 0 8) 0(ep0 = 0.43 Ct . 0.15 5 300 3.16 0.45 192 0 192 L) . Length of Overlent! Flow Holding . 4.26 10 000 2 24 0 34 236 0 23e N . friction factor of overland flow (.4 for average green cover) 15 900 1.77 0. 266 0 266 S = average Mope of overland flow 20 1200 1 45 0.22 263 0 293 Tc (gutter) = Length Ott/Velocity Ile. /sac.) /00 25 1500 1 21 0 15 291 0 291 B = Bottom width 01 gutter or ditch 30 1500 1 04 0 15 297 0 297 7? = Inverse of cross Mops one of ditch 35 2100 0 91 0.14 301 0 301 Z2 . Inveree of crop elope two of ditch 40 2400 0 82 0 t2 300 0 306 d = depth of flow In gutter (estimate. check estimate with Flow) 45 2700 0.74 0 11 311 0 311 At ea = d 50 3000 0 O 10 316 0 116 Wetted perimeter = B•d +11 /tln(sm(1 /Z7))• 1 /einptn(1 /Z2)1) S5 3300 0 84 0 10 327 0 327 Hydraulic Radius = R - Ar../W.Ietd Perimeter 60 3600 0 0 to 339 0 339 Velocity = 1 488/n•R ^ .007•6 - .5 05 3900 0.60 0.09 360 0 300 Flow = VelocIy'Aree 70 4200 0.56 009 374 0 374 n = 0 016 for anphall 75 4500 0.58 0 08 387 0 387 e = long.tudina( slope of gutter 60 4800 0.53 0.09 390 0 390 65 5100 0.52 0.08 405 0 406 90 5400 0.50 0.06 413 0 413 95 5700 0.49 0 07 426 0 425 100 5000 0 45 0 07 439 0 439 DRAINAGE POND CALCULATIONS Required grapey 'wale pond stornge volume = Impervious Area x 5 In / 12 In /11. DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required = provided provided: 251 cu h. 1300 cu It. Ohl 439 cu h. 3200 cu h. OKI 0 Single 0 Ooub)e • • • • • • • • • • • M tl 0 • • • • • • • • 0 BASIN B Sl ope: 0.810 Ag0/ Roe4D pGR PLANS Runoff Coefficient (CO: PFw /46/4.)T Impervious Area (Amp): a0 X f 670 _ /0 200 C` x s �o' 3 0 (Qpeak ), from Impervious Surface : Qpeek = (3.15 in/hr x 0.9 X Aim acr 3.1g )CO.' 11+3130 • Required 208 pondina volume (Vgpa): VgPa = Aim!) x 0.04 FT 13240 Xo.oLf = 2o CI= 0,10 Total = /3260 SQ. Qpeak= 0.93 C.F.S. vgpa = 530 cu. FT. • • • • • • • • Volume of Grassed Percolation Area (Vgpa): (As = basin cross- sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) # _ 3 . _ (# = number of swales > 1%) ( #s = number of swales < 1 %) 208: 3 X !O O Storm: 3 >( 1 G D x 2.2s- Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 208: storm: 2O8sheet_sa„ l(. 6 75 Cv, /=i, • 2.26 X OcoX0- /C3X2) 1 6 ? Vgpa (corrected) = 69 Y CU FT • 2 1 ( ° el° x 0 ►5) J e3 `75 ut Vgpa (corrected) = 6c CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN! PROJECT. 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN' R REVIEWER. G. Slegtord Tc (ovsrlandl Tc (gutter) Areas •C A•C NUMBER CF DRYWELLS PROPOSED DATE 11- Aug-94 1 Single (typ• A) 0 Double (type B) Ct = 0.16 L2 = 400 0.41 0.90 0.369 Total Are. (talc.) (.se H1) 0.41 71 = 6 0.00 0.00 0 Time of Conc. 4calc.) (..e 1 11) 500 1.11A) = 0 Z2 = 12 36 000 0.00 0 Composite •• (ease.) (see 111) 0.90 N(A) = 0 9 = 0 000 0.00 0 Time of Conc. (min) 5.00 S(A) = 0 n - 0.010 000 0.00 0 Area (Acrsal 0.41 ■ • 0.006 0.00 0.00 0 C Factor 0.90 Tc (A) = 0.0) d = 029 0.00 0.00 0 Impervious Area (eq. h.) 13260 Total A Comp C Volume Provided 238: 694 atom, 694 L 1(B) = 0 Tc (gu) = 3.23 0.41 090 Outflow (cis) 0.3 N(R) - 0 Tc(A +B) = 0.00 Area • CFector 0.37 S4B) = 0 O=C•1•A= 1.17 ___ _" ---. - __ ______= Tc(tol.)- 5.00 O(eal-1= 1.19 •1 42 •3 a4 05 48 47 Tc (B) = 0.0 Intensity = 3.16 Time Time Intensity 0 dev V In V out Storage A - 0.57375 Inc. Inc. WP = 4.0206 (min.) (exec.) (In.7hr I (=t4) (Cu. h.) (cu h.) (cu. 11) R = 0.1242 (41°130) (A•C••3) (Out/ ...it?) (45 -•6) V = 2.07 = _ _____ ___ ... _ _______ _ e== = == ______= Tc (total) = Tc (overland) + Tc (gutter) Tclgu) • 3.23 5.00 300.00 3.16 1.17 472 90.00 382 Te (overland) - Ct•(L1 • 0.5)• 0.6) O(sat) = 1.19 C1 =015 5 300 3 19 1.17 472 90 382 L1 = Length of Overland Flow Holding = 14.26 10 600 2.24 0.63 560 160 400 N = friction factor of overland flow (.4 for average great cover) 15 900 1.77 0.65 654 270 384 5 = average mops of overland how 20 1200 1 45 054 697 360 337 Tc (gutter) = Length {h.)Nelncity Ih. /sae.)/60 25 1500 1 21 0.45 715 450 285 R = Bottom width of gutter or ditch 30 1800 1.04 0.36 730 540 190 21 = Inverse of creel. .bps ono of ditch 35 2100 0.91 0.3.4 739 530 109 22 = inverse of cruse slope two of ditch 40 2400 0.02 0.30 757 720 37 d = depth of Sow M gutter (estimate, check es4nvle with Flow) 45 2700 0.74 0.27 790 610 -45 Ares = d'B+d "2/2•(Z1+Z2) 50 3000 006 023 776 900 -122 Wemd parlrnwtar = 0.d +(Ilain(ntn(1/21))+ 1 /.In(etn(1 /72))! 55 3300 0.54 0 24 803 990 -161 Hydraulic Radius = R = Arc+/Watt.d Perimeter 00 3600 091 0.23 533 1060 •241 Velocity = 1.488 /n•R - 667. 5 63 3900 0,60 0.22 650 1170 .264 Flow = Veloclty•Are. 70 4200 058 0 21 921 1250 .339 n e 0.018 for eaphelt 75 4500 0.59 0 21 951 1350 .399 • = longitudinal slope of gutter 80 4800 0.53 0.20 959 1440 .481 65 5100 0 52 0 I0 998 1530 -532 90 5400 050 0 18 1015 1620 -605 95 5700 0 49 0.16 1049 1710 4661 100 6000 0 48 0.16 1061 1800 .719 DRAINAGE POND CALCULATIONS Required greasy twat/in./Ind iIeroge volume = Impervious Area . 5 in 112 (n. /h. ORYWELL REQUIREMENTS . 10 YEAR DESIGN STORM Maximum storage required by BoweWng = 400 cu 11 Number and type of Drywall. fierlwred provided provided 553 cu h 694 cu 1t OKI 604 cu (1 OKI 1 Singh. 0 Double • • • • • • • • • • • rs- • 1 • • • • • c • • • 1— W W 1.6 23 .01r...5 11- W N= 0. Fr 1.0 12 h_ - it � y :10.333 u 4 • ?5 ▪ 9 —e — 7.5 �-- 7 "Lu .3 ti �-- 3. .4 f-- 4.3 • 4 .3 r--3.S 1 L 2.5 1 .2 � f10 re : 3.$33 ` •unc2u of ruSLIC no*os 01'41310 PI TWO, WASHINGTON, D. 1 • 2 - ON 113-4 L2 PER G, p 1q . 1$ 5 6 -41 L 10 2— 2 — .06 — .0 1 — .02 — 4 \• • _ LL L • LOCAL OCI CSSION (a) CURIO 1 z • FIGURE 17 —1 �- 3 • 1.3 — ,4 — —.2 S — . x- —0.1 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS • • F AC 6 G F Cvig e 1 5 2 G F f M • r c 20 g, . Vo = O. • Fo n 12 46W e^ g F�to� • • • 0.9 • —of/ z., 0.22 136-5/1N Q oe pTf'1 = o. 25 0 8 • A • B ?s.m) 8 CALcv46 1 2 1 - t,4) Dr V ENZ4/}L L 14NE C 2 % 0, i 1 ._ P OF 10,DT G co G P„" l3 tr No L 1') I'. 7i t 71 /_'-.. L OFFS g Si )c../.7 . • • • • • • • • • • • 10 &' (Qpeak from Impervious Surface : Qpeak (3.15 in/hr x 0.9 X Amp, acr) 3./c xo) 9 >e 0,32 Required 208 pondinq volume (Vgpa): Vgpa Amp x 0.04 FT 208shcct.sam BASIN C Voluble of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) -rt # S = 3 ( #s = number of swales < 1%) 2013: 3 ?C /00 X 2.2 S CU . Storr'n: 3 )C ) 00 X 2.25 ‘75- c Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 203: ;. s <'600 x a.s� /C3x 2) -sr & ,$ I V (corrected) = 49 / CU.FT. storm: a, .a )(oa6 )<& t'67S 208sheet.sam Vgpa (corrected) = to f y CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 6 RENEWER: G. Sleglord Tc ( overand) Tc (gutter) Mu C A•C NUMBER OF DRYWELLS PROPOSED DATE: 11- Aug -94 1 Single (type A) 0 Double (type B) C1 = 0.15 L2. 401 0.43 0.00 0.35 Total Area (Cele.) (See HI) 0.43 Zt = a 000 0.00 Time of Conc. (oak.) (see H1) 5,00 11(A)= 0 Z2= 12.38 000 0.00 Composite C(cak.) Mee Hl) 0.90 NIA) = 0 B. 0 000 0.00 Tins of Conc. (min) 5.00 9(A) • 0 n s 0.016 000 0.00 Ares (Acne) 0 .43 • = 0.008 0.00 0.00 D' Factor 0 Tc (Al . 0.00 d • 0.25 0.00 0.00 impervious Am (p. 8.) 14040 Total A Comp C Volume Provided 406: 694 dorm: 894 1.1(9) = 0 Tc (gu) = 3.39 0 .43 0.00 Outflow (cis) 0.3 NM) = 0 Tc(A+B) . 000 Area • 0 Factor 099 5(B) = 0 0 =C••A• 1.23 =u =....•_____ _______ _______ === ===0 === ==== Tc OM. ) • 500 Gleet.! • 1.19 •1 02 03 04 e5 00 *7 Tc IB)= 0.0 Mnnety - 3.18 Time Time Inlenoity 0 dev. V In V out Storage A = 0.57375 Inc. Inc. WP. 4.0206 (min.) (sec.) Qn.mr.) (cis) (cu. h.) (cu. fl.) Icu. h.) R • 0.1242 (01 (A•C•03) 1066.•02) (*5.06) V • 2.07 ..•____ .... _.. ============== ===7==n ______ Tc (torai) • To (overland) 4 Tc (gutter) Tc(gu) a 3.39 5.00 300.00 3.18 1.23 495 90.00 405 Tc (overland) = Ct•(L1•N/S• 0.5) ^0.6) Deng= 1.19 Cl . 0.15 5 300 3.18 1,23 495 90 405 LI . Length of Overland Flow Holding • 1•.96 10 000 2,24 0.87 009 150 •29 N = Motion lector of ondeed Bow (.4 for averse* grass cover) 15 900 1./7 0.86 1389 270 •18 5 • average slope of overland flow 20 1200 1.45 0.58 731 360 311 Tc (gutter) • Length (h.)N•Ioclty (11. /Sx.)/00 25 1500 1.21 047 750 450 300 B . Bottom width of gutter or ditch 30 1800 1,04 0.40 /ea 540 225 21 = Inverse of cross dope one of ditch 35 2100 0.91 0.35 775 630 145 22 • inverse dl cross slop Iwo of ditch 40 2400 0.82 0.32 794 720 74 d = depth of flow In gutter (estimate, check estimate with Flow) 45 2700 0 ,14 0.29 602 810 .8 Ana d•134d ^2/2 50 3000 0.66 0.26 BIB 900 -84 Wetted p•dneler =Bed ♦I1 /Gnlatn(1/Zl)M I /on(sth(1 /22))) 55 3300 0.64 0.25 543 990 -147 Hydraulic Radius = R = AreNWetted Perimeter 60 3500 0.61 0.24 574 1080 -200 Velocity = 1.460 /n•R .667•a• .5 05 3900 0.80 0.23 99 1170 -2U Flow et Veloclt•Area 70 4200 0.55 0,22 960 1280 .94 = 0.015 for aephall 75 4500 0.56 0,22 997 1350 -353 • . Longitudinal slope of gutter 60 4800 0.53 0.21 1005 1440 .435 55 5100 0.52 0.20 1047 1530 -483 00 5400 0.50 0.19 1055 1620 -555 95 5700 0 .40 0.19 1100 1710 .610 100 6000 0,43 0.19 1134 1500 060 DRAINAGE POND CALCULATIONS Required grassy swede pond storage volume • Impervious Ares a .5 In./ 12 MM. _ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 595 cu. ft. provided: 694 cu. fl. OKI 429 cu. h. provided: 594 cu. h. OK! 1 Single 0 Double 1.0 12 r 10--• Q = 16 1 9 C.FS . Qp 5rni C N= 0.25 OURE•11 OF PUBLIC 80405 DIVISION TWO, W•SHINOTON, O.C. .06 - 06 - LOCAL DEPRESSION (0) HT. CURB FIGURE 17 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS Bhsen.) C ALc uz. 4rfo4 /2 r - Wits VEIfrcft Lr9pJ Slope / °l; /+LO&/& 29 pgK 9(A-if _5 Runoff Coefficient (CO: STSE SLOPES 'MCP 0.30 Pe U 0. Impervious Area (Aimp): IY X r 820' _ Ly Bo s4, i. t- 77 0 = 9,6620 S4,�i. (Qpeak from Impervious Surface : Qpeak 1 = (3.15 in /hr x 0.9 x Amp, acr) ►y XO• / x 0.37 Required 208 pondinq volume (Vgpa): Vgpa =! Aimp x 0.04 FT 16 400 xo.O 208sheetiam BASIN D Z7 k v6. Ci = 0 .6 0 Total = /6 /00 SQ.FT. Qpeak ' ° C.F.S. Vgpa = 6 y y CU.FT. 208sheetsazn Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) 01 S = 6 ( #s = number of swales < 1%) 20S: � X / ©O x 3.25 = / 9 s SO. Fr, Stern): G x !00 X 8.00 = 4 1800 Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (orrected) = As x (100 x D) / (3 x S) + Vgpa 208: ti A- ; stormt H/4 Vgpa (corrected) = / 950 CU.FT. Vgpa (corrected) = 4 4 : 300 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER CC DRYWELLS PROPOSED 0 Single (type A) Total Area (cede.) (see H1) Time of Conc. (c.k.) (en RI) Composite *V (cede.) (se. H1) Time of Conc. (min) An. (Acres) C Factor Impervious Are (.Q. N.) Volume Provided Outflow (cis) Area • 8 01 Time Inc. (min.) 7.57 5 ID 15 00 30 35 40 45 50 55 00 e5 70 75 80 e5 90 95 100 02 Time Inc. leec.) (n./hr.) (cis) (cu, It.) (cu. It.) (cu. h.) (11•50) MNL == = (A C•3' =-..7701/ = ====== = 454.15 2.70 0.94 571 0.00 571 300 500 900 1200 1500 'moo 2100 2400 2700 3000 3300 3600 3900 •200 4500 4800 5100 5400 5700 6000 •••:J•• ••• __ 04 . 05 08 17 Intensity 0 dev. V In V out Storage 3.15 2.24 1.17 1.45 1.21 104 0.91 0.82 0.74 Deb 0.64 0.61 0.60 D.58 0.50 0.53 0.52 0.50 0.49 0.45 0 Double (typo B) 0,58 7.57 0.00 DRAINAGE POND CALCULATIONS Required grassy swede pond storage volume v Impervious Area a .5 In./ 12 in. /8. DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Maximum storage required by Bowstring . Number and type of Drywalls Required = 206: 1.11 0.70 0.62 0.50 0.42 0.36 0.32 0.29 0.28 024 0.22 0.21 0.21 0.20 0.19 0.18 0.18 0.17 0.17 0.17 7.57 0.58 0.00 16100 1050 0 0.35 445 558 649 883 597 707 714 729 735 745 769 797 547 879 907 914 251 968 998 1025 provided provided: PROJECT: BASIN: REVIEWER: DATE: storm: 4004 D G. Slegford 15 Aug•94 4800 445 049 683 697 707 714 729 735 746 769 797 847 879 007 914 951 966 998 1028 071 cu. It. 1950 cu. n. 0)0 1026 cu. 11. 4800 cu. ft. O(I 0 Single TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Ct. 0.15 L NIA) • 5(A) • Tc (A) = 0.00 11101 = N(0) 5(8) v in (5)= 0 Double 0 0 0 0 L2 = 650 21 = 3 22 • 3 B= 5 n = 0.023 0.01 d = 0.12 Tc (gu) • 7.57 Tc(A+B) = 000 Tc(tol.) = I 757 0.0 Intensity = 2.70 Tc Itote1l = Tc (overland) + Tc (gutter) Tc (overland) • Cl•(L1 •N/5 ^ 0.5) ^ 0.6) 0I =0.15 L1 • Length of Overland Flow N = friction lector of overland now (.4 for average grass cover) 5 = average slope of ovedand flow Tc (gutter) . Length (e.)Prelodty (0/104 050 B v Bottom width of gutter or ditch 21 = inverse of cross slope one of ditch Z2 = Inverse of crow slope two al ditch d • depth of now In gutter (estimate. check estimate with Flow) Area = d•B +d^2/2•(Z14 -Z2) welted perimeter = B• d +(1/slnlamll /Z1R +1 /slnlem11(22)l) Hydraulic Radius = R • Area/Wetted Perimeter Velocity = 1.400 /n•R ^.667•• ^ 5 Flow = V.loch•Mea n • 0.0101or myhalt • = longitudinal slope of gutter Areas 'C 0.58 0.60 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 TotalA Comp *C' 0.58 0,60 O= C1'A• O(est.) A = 0.0432 WP 5.7559 R = 0.1117 V . 1.50 Tc(gu)= 7.57 0(est) - 0.96 !biding = 9.65 A•C 0.345 � od s 0.94 c0,004 c�'rT s�l� 0.96 /eel a =5,01 USE Oa Sl'AJ6cE DEPT/f DRY pu6GL- 7o Aeco 6 #004 76 4ren crmpsxuzjods) 11 SIop4: z.DI %o ,4.o& 2o"40 P/6K P(�4,J5 Runoff Coefficient (CO): 5.113 SLOPE 7 PRV;E/7CA1T 0.90 Impervious Area (Amp): ly x fr 110 /0 / = /590 -5C1, FT, 6 X *; //o = 660 sQ , f (Qpeakl), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) 3./S x40,5 x O•oS Required 208 pondinq volume (Vgpa): Vgpa = x 0.04 FT 2260 ,X o,oy 208sheel.sam 0.30 BASIN E t4 vE , C,= 0,6O Total = 42W00 SQ.FT. Qpeak 0 . / L / C. F.S. Vgpa = 88 CU.FT. Volume of Grassed Percolation Area (Vgpa): Sum ( #s x Ls x As) #=y Its = 0 208: Storm: (As = basin cross - sectional area) (Ls = length of swale (feet)) (# = number of swales > 1 %) ( #s = number of swales < 1 %) Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) +Vgpa 208 y x 1 3.25 xCtoo xo•t)/(3X2.0) _ storm 9 x ioo x Of x2.o) 208sheetsam 32- Vgpa (corrected) = /o 8 C U.FT. Vgpa (corrected) = 533 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (ndnutee) DETENTION BASIN DESIGN BASIN: E REVIEWER: G. Sieglord Tc (overland) Tc (queer) Argon V At NUMBER OF ORYWELLS PROPOSED DATE: 15.A99.94 0 Single (type A) 0 Double (type B) CI = 0,15 L2= 110 0.08 0.60 0.04 Total Area (calc.) (Dee H1) 006 21 = 3 0.00 0.00 Time of Conc. (calc.) leee HI) 500 LI(A)a 0 Z2 = 3 000 0.00 Compositor (calc.) Pee 141 0.80 N(A) = 0 B = 5 0.00 0.00 Time of Conc. (Min) 5.00 S(A) = 0 n = 0.023 0.00 0.00 Area (Acres) 0,08 s = 0.02 DM 0.00 C Factor 0,00 Tc (A) a 0.00 d = 0.03 0,00 000 !mo Mous Area (q. h.) 2200 Total A Comp 'C Volume Provided 208: 108 510rri: 533 11(0) = 0 Tc (gu) = 2.11 0.08 0.80 Outflow (cIa) 0 N(B) = 0 Tc(A +B) = 0.00 Area • C Factor 0.05 5(3) = 0 0 =CY•A= 0.15 ••_ __ ____ Tc(lol.)= 5.00 O(ed.) • 0.13 01 02 03 04 05 00 07 To (B) = 00 Intently a 3.18 Time Time Intensity 0 dev. V In V out Storage A• 0.1527 Inc. Inc. WP a 5.1897 (min.) (sec.) (In./M.) (cls) (cu. TO (cu. A) (cu. h.) R a 0,0294 (01150) (A•C •03) (Q+O. •0 21 (0500) V = 0.87 -- -- - Tc (total) = Tc (overland) + Tc (Butter) Tc(gu) = 2.11 6.00 300.00 3.18 0.15 81 000 81 Tc (overland) = CI•(L1•N /S ^051 ^0,8) D(eul) a 0.13 01 = 0.15 5 300 3.18 0.15 61 81 LI a Length of Overland Flow Holding a 1.50 10 800 2.24 0.11 75 75 N = hkibn factor al overland flow (.4 for average grass cover) 15 B00 1.77 0.00 85 85 S = average dope of overland flow 20 1200 1.45 0.07 91 91 Tc (guitar) = Length MT /Velocity (11./sec4180 25 1500 1.21 0.00 93 93 B = Bosom width of gurler or dlk:h 30 1800 1.04 0.05 95 95 7.1 = Inverse of cross slops one of ditch 35 2100 091 0.04 98 98 Z2 = Inverse of cross dope two of ditch 40 2400 0,82 0.04 98 98 d = depth of flow in Buller (estimate, check estimate with Flow) 45 2700 024 004 100 100 Area = d•13+d ^2/2•(ZI+Z2) 50 3000 0,68 0.03 101 101 Welted perimeter = Bed +(1 /sin(am(12B)+1 /dn(em(122))) 55 3300 0.64 003 105 105 Hydraulic Radius = 0 a Area/Wettsd Perimeter 60 3000 0.81 0.03 I08 105 Velocity =1.486 /nW ^687•s ^.5 85 3900 0.80 0.03 115 115 Flow a Vsloclty•Aree 70 4200 0,56 0.03 120 120 n =0018 for asphah 75 4500 0.58 0.03 124 124 s = longitudinal dope of guitar 80 4800 0.59 003 125 125 85 5100 0.52 0.02 130 130 BO 5400 050 002 132 132 95 5700 0.49 002 136 138 100 0000 0.46 0.02 141 141 DRAINAGE POND CALCULATIONS Required grassy Swale pond storage volume • Impervious Area x .5 in./ 12 in. /h. = DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Madman storage required by Bcwsbing Number and type of Drywalls Required = prodded: provided: 92 cu. h. 100 cu. U. OKI 141 cu. 11. 533 cu. 11. OKI 0 Single 0 Double t MV T. r Y P.t.MY- Y it u SlopE 0.2 5a 11-60A- c,rr1cAL pA-70 ,41.60.1€ no4• .2 D — o. % Runoff Coefficient (CO: DU /6 3.0 3,3 Impervious Area (Aimp): 6 / X t 200'= /ace -54,F'. 19 k t /00 = moo 54.' = '• 2o x '± 2, 0 = '/2o0 sa, (Qpeak), from Impervious Surface : Qpeak (3.15 in /hr x 0.9 X Aimp, acr) 3, is xG ;S )c- o,/G Required 208 pondinq volume (Vgpa): Vgpa H Amp x 0.04 FT 635O x 4 0,0y 208sheets,m BASIN F 3 5 C,= 0.20 Total = 680O SQ.FT. Qpeak 6 . `1 C.F.S. Vgpa = 27 Z CU.FT. 1 Volume of Grassed Percolation Area (V 1 (As = basin cross - sectional area) Surn ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) *k- 2: 4S = 2 ( #s = number of swales < 1%) 208: 2. X 1 D 0 X 2. 25 = y 5 Storm; � x / a >c 2 , 2 5 950 GU,hi Grassed area volume corrected for slope (V (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 208:1 2 X 3.2 .YC /oo x 0,$) /(3x2,o) t'f50 storm: e� x Coo x /,o) /(3 xz,o) -t-yso 208sheetsam 3 6 V (corrected) = 50 y CU. FT. V (corrected) = 7/ 7 CU. FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4034 TIME CF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: F REVIEWER: G. Slegford Tc (overland) Tc (gutter) Areas •C• A•C NUMBER OF DRYWELLS PROPOSED DATE: IS-Aug -04 1 Single (type A) 0 Double OW* 6) CI = 0.15 12. 100 1.33 0.30 0.399 Tale( Area (talc.) (see HI) 1.33 Zt = 0 0.00 0.00 Time of Conc. (oak.) (nee H1) 11.79 LI(A). 250 22. 12.38 0.00 0.00 Canpodu C•(ulc.) (sae Ht) 0.30 NIA) = 0.4 B. 0 0.00 0.00 Time al Conc. Orin) 11.70 S(A) = 0.008 n = 0.010 0.00 0.00 Area (Awe) 1.33 e • 0.008 0.03 0.00 C' Factor 0.30 Tc (A) _ 10.12 d . 0.22 0.00 0.00 InpMava Area lap. A.) 6800 Total A Comp C Volume Provided 208: 504 dorm: 717 L1(S) = 0 Tc Wu) = 1.87 1.33 Outflow (cis) 0,3 NIB) • 0 Tc(A+B) . 10.12 Area • CIF/icier 0.40 S(B) . 0 O =C•A. 0113 ........ ....... ....... ....... = == =•Le =.__•.. TC OW. )- 11.79 Pied.) re 0.64 4I1 02 *3 u4 *5 e6 07 Tc (B) . 0.0 Intently = 207 Time Time Intently 0 dev. V in V out Storage A. 0.444312 Inc. Inc. . WP = 4.0803 (min.) (sec.) (in./hr.) (ctr) (cu. ft.) (cu. I1.) (Cu. n.) R = 0.1093 (0160) (A•C•e3) (Ou6.Y2) (15-081 V- 1.90 n• =na•_ =••••__ _ _= ===.n Ma ===== ....... ....... Tc (total) . Tc (overland) + TO (gutter) Tc(gu) . 1.67 11.70 707.32 2.07 0.03 784 212.20 571 Tc (overland) = C1*(Li•N/S ^0.5)' DIu0= 0.84 CI . 0,15 5 300 3,18 1.27 510 90 420 LI . Length of Ovedend Flaw Holding . 5.77 10 600 2.24 089 710 180 530 N a friction factor of overland flow (.4 los average graaecover) 15 900 1.77 0.71 805 270 535 5 = average dope of overland flaw 20 1200 1.45 0,58 833 360 473 To (gutter) . Length (II.)Nelody (fl.leec3 /6O 25 1500 1.21 0,48 840 450 300 0 . Bottom width of gutter or ditch 30 1800 1.04 0,41 8n7 540 307 Z1 . Inverse ol arose dope one of ditch 35 2100 0.91 0.36 650 630 220 Z2 . Inverse al cross dope two of ditch 40 2400 082 0 .33 864 720 144 d . depth of flow In gutter (esfnl.N. check estimate elth Flaw) 45 2700 0.74 0.30 868 810 58 Area = d•B +d=2/2•(ZI +Z2) 50 3000 088 0.27 679 000 -21 Wetled perimele r= B• d+ (1 /e &n(em(1/21))+1 /dnlem(1/Z2))) 55 3300 064 0.26 004 990 -86 Hydraulic Radius = 0 . Area/Wetted Perimeter 60 3800 0,61 0.24 935 1080 -145 Velocity . 1,485/n8R ^.607•e'•.5 65 3900 080 0.24 991 1170 -179 Flaw. Veloclt•Aree 70 4200 088 023 1025 1280 •232 n = 0.016 for aspha0 75 4500 0,56 0.22 1050 1350 -291 e . long(BWln• dope of gutter 60 4800 0,53 0.21 1068 1440 -374 55 5100 0.52 0,21 1106 1530 -422 90 5400 0.50 0.20 1125 1620 -495 05 5700 0.49 0.20 1161 1710 -549 100 6000 0.48 0.19 1105 1800 . -005 DRAINAGE POND CALCULATIONS Required grassy swine pond storage volume InpeMoui Area .5 in./ 12 in. /0. • DRYWELL RECUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring w Number and type ol De/wells Required = provided: provided: 283 cu.11. 504 cu. N. OI(I 571 cu. ft. 717 cu. (1. OKI 1 Single 0 Double 1 I 41 91 'L .3 —r 3 933 1; += o.33 k ! = s n ' - O , / � ? ' G'w = G• S cps l Fick, 2 Is Ail cgs 0.22 Z.v SA ci_PTw,J - O, 7G CI _ 4, - (FIGunr: /613) _ o. (oS cps 0.65 = a, ss - c p=s c r3nnitt--0 oven - Q sy — o, SS = G z 1 2 «n a v ti S if esisni i= Loo OPffivlAJG C R•c cucm rroA/ S 1 it I I I j F I 1 1 1 Ih l 1 j � j 1 I ' 1 I I i i 1 11 1 1 1 1 I I � { Jr I I I' 1 1 11 1 1 I { L I I ✓.✓ I I I T 1 1 I I j l II i 1 I j ! I I I I I , l ; { 1 1 I I , 1 j ; 1 1 I I { 1 1 1 1 1 1 1 i l1 I ✓! i -� i 111111 °I I IF'�� i_I 1 I I 1, 1 1 1 1 ° �� 1 I r I� I I y / i I 1 1 . I I I I 1 1 1 1 ;le,/ I I I :1 I I 1 1 1111 44S' ° 11 I I I 1 p�a s — r - 1 1 1 T IT 1 � � 1 1 1 , I � �� I i 1, i l i } ► I T 1 { I 1 1 1 1 1 ! 1 I 1 1 �/4-1---i- � I 1 1 I I 1 1 l I I I l l 1 I S' 1 I' i I I I 1 I I I I 1 •__-}_ 1 I j j M 1--- I 1 I i; I Iiii I i i l � I !;Ij!Il , I Sera 4 ' i I I -- j � I I I I—1 1 i' , // / I i i i l i l l I l i l 1 I I 1 1 1 1 1 1 I 1 1 I 1) 1 1 1 1 1 I. (o) DISCFIARGE PER FOOT OF LENGTH OF CURB OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW I (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - y - FEET 02 .03 04 .08 .06 .08 .10 ' .2 4 .5 .8 .7 .8 .9 1.0 .05 .04 .08 JO CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE FIGURE 16 Q L all .10 A .9 .6 .8 1.0 0C ol= &)12e r 5 2G M Ego O c@ 2`/a O -/ D5:_P7' ©j bDrcg Ice cu t3L Ako L (fr2 Gen rliFrN Tile OLFFL�2 3. 2 Q , >A-s r J F DEPTH s S D. 22 G 6. 8 BAsix) F G 4LCVC44 rro,J 12 - WtD6 V Ehlrcitt L ,9NE Runoff Coefficient (CI): SXDE! Scop :: 7Us2t= Q, 3 PRVc r�Ca r o, 1 0 Impervious Area (Amp): 1 * /go = i f6o SQ, f-T. (Qpeak ), from Impervious Surface : Qpeak = (3.15 in/hr x 0.9 x Aimp, acr) Required 208 pondinq volume (Vgpa): Vgpa = Aimp X 0.04 FT 116.0 xo,oy 208shcc.sam i Volurne of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1%) -#5 = G ( #s = number of swales < 1 %) 208: Storm: storm 3X Grassed area volume corrected for slope (Vgpa (corrected)): V (corrected) = As x (100 x D) / (3 x S) + Vgpa 20E: 3 X 3.25 'x Loo 8.o 'Ooo x l) /e'xz) ;am Vgpa (corrected) = 82 CU.FT. Vgpa (corrected) = 9 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: G REVIEWER: G. Slegiord Tc ( over•nd) Tc (gutter) Areas C• A•C NUMBER OF DRYWELLS PROPOSED DATE: 15.Aug -94 0 Single (type A) 0 Double (type B) Ct = 0.15 L2 = 80 0.08 0.03 0.04 Total Area (cab.) (see Hl) 008 21 - 3 0.00 000 Time of Conc. (cdc.) (See H1) 5.00 L1(A) = 0 22 • 3 0.00 0.03 Composite C (clack (an HD 0.80 N(A) • 0 B • 5 0.00 0.00 Time of Conc. (min) 500 51A) • 0 n • 0.023 0.00 000 Area (Acres) 008 • = 002 0.00 0.00 C' Factor 000 To IA) = 0.00 d • 0.03 0.00 0.00 Impervious Ana (eq. 8.) 1980 Total A Comp •C• Volume Provided 218: 82 storm: 400 LI (B) = 0 Tc (gut = 153 0.05 0.80 Outflow (cis) 0 NIB) = 0 Tc)A +B)= 0.00 Area • C Factor 0.05 SIB) = 0 0=C1•A= 0.15 Tc(lol.l = 5.00 Clad.) v 0.13 •1 4 e3 04 05 06 • To (B) = 0.0 Intensity = 3.18 Time Time Intensity Oda. V In Vora Slorege A= 0.1527 Inc. Inc. WP • 5.1597 (min.) (sec.) (n. hr.) Ida) lou. 11.) (cu. fl.) (cu. ft.) R • 00294 (#1450) (A•C•P3) (Dul1 12) (0545) V • 0.87 -- - . Tc hotel) • To (overland) + Tc (gutter) Tc(gu) = 1.53 5.00 300.00 3.15 0.15 01 0.00 61 To (overland) - Ct•ILr•N /5'0.510.5) Opel) = 0.13 Ct= 0.15 5 300 3.18 0.15 01 O1 LI • Length of Overland Flow Holding = 1.14 10 800 2.24 0.11 75 75 N = Motion factor of overland flow (.4 for average grass cover) 15 900 1.77 0.08 as 85 5 = average slop of overland Sow at 1200 1.45 0.07 91 91 Tc (gutter) = Length (5.)Nelocity 15. /Sec.)/60 25 1500 1.21 008 93 93 B v Bottom width of gutter or ditch 30 1500 1.04 0.05 95 95 21 = Inverse of cross dope one of ditch 35 2100 0.91 0.04 95 95 22 = Inverse of cross elope Iwo of ditch 40 2400 0.82 0.04 50 95 d = depth of flow In gutter (estimate, check •adman w11h Flow) as 2700 0.74 0.04 100 100 Ana = d•B+d•2/2•(21 +22) 50 3003 0.85 003 101 101 Welted palmetto = B•d+(t /dn(sm(1 /ZtU+ 1pin(em(122))) 55 3303 0.84 0.03 105 '105 Hydraulic Radius = R • Area/Wetted P•dnwler 00 3803 061 0.03 108 105 Velocity = 1.408/n•R•.087•e°.5 85 3000 0.80 0.03 115 115 Flow • Velocll•Aroe 70 4200 0.58 0.03 120 120 n = 0.015 for asphalt 75 4500 0.50 0.03 124 124 • = longitudinal Hope of gutter 80 4800 0.53 0.03 125 125 e5 5100 0.52 0.02 130 130 90 5400 0.50 0.02 132 132 95 5700 049 002 138 138 100 0000 0.45 0.02 141 141 DRAINAGE POND CALCULATIONS Rpulred grassy await pond storage volume - Impervious Area a .5 In./ 121n.111. DRYWELL REOUIREMENTS - 10 YEAR DESIGN STORM Mealnum storage required by Bowstring Number and type of Drywalls Required • provided: provided: • 82 cu. t. 52 cu. i1. O51 141 cu. ft. 400 cu. it. OAI 0 Single 0 Double Runoff Coefficient (co: DO /GA 3,O Impe vious Area (Aimp): 250 = /goo sQ, /=T .20 X t 26o = szoo SQ,FT 1 g ) 1/4" * aso = 3SOO SQ, tz (Qpeak ), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Amp, acr) Requ red 208 pondinq volume (Vgpa): Vgpa = Aimp X 0.04 FT /0200 X 0 208shectsam BASIN N Total = /0.200 SQ.FT. i Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) 0 #5 = 5 1 ( #s = number of swales < 1%) 20E: 2k too x2 = 'f�6 roe co, 7-Xcoo k3.a. = 4$ Storm: 2 X loo k 2.2 5= Sri Q � X1o0 ?r 8•o 2 /60O 2 0 r" co, r7. Grassed area volume corrected for slope (V (corrected)): Vgpa ( :orrected) = As x (100 x D) / (3 x S) + V 20E: wJ Ah storm 208sheetsam Pi/3 47 Vgpa (corrected) = / / 00 C U.FT. V (corrected) = 2o 50 CU.FT. BOWSTRING METHOD (IEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CCNCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: H REVIEWER: G. Siegford Tc (overland) Tc (gutter) Nee, 'C A•C NUMBER OF DRYWELLS PROPOSED DATE: 15- Aug -04 0 Single (type Al 0 Double (type BI Ct = 0.15 L2 = 170 1.53 0.30 0.45 Total Area (cab.) (see H1) 1.53 Zt • 6 0,00 0,00 Time of Conc. (cab.) (we 111) 11.57 LI(A)= 250 22= 12.36 0.00 0.00 Composite •C• (talc.) (a HI) 0.30 N(A) = 0.4 B0 0 0.00 0.00 Time of Conc. (win) 11.57 S(A) 0 0.008 n = 0.016 0.00 0.00 Area (Acres) 1.53 s = 0.008 0.00 0,00 0' Factor 0.30 Tc (A) 0 10.12 d 1• 0.23 0.00 0.00 Impervious Ares (q. M.) 10200 Total A Comp "C Volute Provided 206: 1100 storm: 2050 L103) e Tc (go) = 1.45 1.53 0.30 Outflow (cfs) 0 N(B) 0 Tc(A+B) • 10.12 Area • C Factor 046 5(B) = 0=C••A= 0.06 1 • 0 _ 12 ____ - - -- Tcitot.) • 11,57 O(esl.) = 0.95 01 02 03 •4 •5 06 07 Tc (B) 1• 0.0 Inlendty = 2.09 Time Time intenslty Odev. Vin V oul Storage A • 0.485622 Inc. Inc. WP at 4.2511 (tin.) (sea) (In.ihr.) (cal (cu. M.) (cu. IL) (cu. ft.) R • 0.1142 (•1•60) (A•C •03) (Outf.••2) (•5 -•6) V te 1.05 _ To (total) • Tc (ovedend) 4. Tc (guner) Tc(gu) a 1.45 11.57 694.18 2.09 0.96 803 0,00 893 Tc (overland) at CI•(L1•NIS ^0.51A0.6) 0(e86 at 0.95 CI = 0.15 5 300 3.16 1.46 567 587 LI = Length of Overland Flow Holding 0 6.06 10 600 2.24 1.03 827 827 N = friction lector oI overland Bow (.4 for average gran cover) 15 900 1.77 0,81 923 923 5 = average dope of ovedend flow 20 1200 1.45 0.87 956 956 Tc (gamer) = Length MI/Velocity (MAvec.)860 25 1500 1.21 0.58 964 964 B = Elation width of gutter or ditch 30 1800 1.04 0.48 972 972 Z1 = inverter of cross dope one 01 ditch 35 2100 0.91 0.42 978 976 Z2 0 Invern of cross slope two of ditch 40 2400 0,82 0.38 992 992 d • depth of flow In gutter (estimate, check estimate with Flow) 45 2700 0.74 0.34 997 997 Area = d•Bed A 272•(Z1 +22) 50 3000 0.85 0.31 1010 1010 Wetted perineler at B• da(l/sln(em(1 /21R11(dn(am(1 /Z23B 55 3300 0.84 0.29 1039 1039 Hydraulic Radius e R = Area/Weed Pednear 00 3800 0.81 0.28 1074 1074 Veloclly 01.468 /n•R^ .667 65 3900 0,60 0.28 1139 1139 Fbw at Velodl•Nea 70 4200 0.58 0.27 1161 1151 n = 0.016 M asphalt 75 4500 0.58 0.26 1217 1217 a 0 longitudinal dope of gutter 60 4500 053 0.24 1225 1225 65 5100 0.52 0.24 1274 1274 90 5400 0.50 0.23 1293 1203 95 5700 0.49 0.22 1335 1335 100 8000 048 0.22 1374 1374 091312 0212112 DRAINAGE POND CALCULATIONS Required grassy swede pond storage volume = Impervious Area a .5 In./ 12 in /M. = DRYWEU. RECUIREMENTS- 10 YEAR DESIGN STORM Maximum storage required by Bowning = Number and type of Drywella Required • • • • 425 cu. It. provided: 1100 cu. It. s)(1 1374 cu. 11. provided: 2050 cu. II. O(1 0 Single 0 Double • • • 1 $33 O. 6 L= 3' - • 3,933 if = i t 4 =0.333' cC • 0./66 QR - 0. 9 5 crS y= 0,23 G'9 Q . : Z 6 0)26 l 6 4) = 0 As 3 3 3 3 ct _ G. /G6 Y - 6.2 2_ O. 2 3 cFz4Qrz /G 3) = o.f2 O. — 0 .22 _ 0, fl crs 6 #4 212 DE. 0 V CA, «4. Q O. 4 S- O, GB = 0, 21 cF-5 2 S et/ eaI 2 Lo /3 ofbir,l s 9I BRSTh C01€13 o er 2'F o3& cue-on-tom S -� j - - { j , 1 , 1 l I 1 ] 1 11 1 1 1 I I/ I � � 1 I ; } I I I I I ' i I (: ! I I 1 I I I , i I I I Ilil l I iJ i I I_ T-rTL �-4-1' I I Li 1 I -- .L- i+ - r T T T a i , 1 ' » - I L I mo * ; I -17 i - - I - L 1 -- t I i I I I I I II I ai -� _� ' 'i;IiIi' 1 1 1 1 1 1 1 1 1 ! I, T �— 1 1 I i I I I L i � I 1 1 I i i I I 1 I 1 !I I I � l I 1 1 1 1 1 I 1 1 1 l 1 I I I i i .. l , I I l I i, I i I I l, X 1 ' I, 1 _ 1 i T 10 <,^ I y � ( „ 1 1 1 1 /I I I I I c a . I I ' I l ' I I 1 I I I I I I I II 11 I I I • I I j 11 die - __ I ! I ! 1 1 1 1 1 1_ 1 1 1 1 1 1.+, S / I r., l i 1 1 1 1 1 I I I I I ; 1 j I 1 1 IS , I J 1 1 i.l ; I I I I I 1 1 ////r • I , 1 1 1 - I 4011,4117 I I I 1 1 I I 1, I - I I I I 1 1 1 1 I I I Il I � 1 I I J� i I II i I / ` ✓ I I i i i I i j 1 V I II I I ii I II I I ! I i i I II / 1 I i I II 1 1 I 1 I I r / /I I i 11 I I I l i /� 7 I I I I I I 1 I I I I - I 1 1 I ' I I I r II r, 1 1 1 1 I 1 1 1 1 I I 1 I I 1 I II I ai -� 1 1 1 I r 1 O� 1 - __ j I _L_ i _i - o -a / f/ 1_ II I I I r., l i i : I I I I I I I ////r 1 1 - L4_4 - - r - -1 (a) DISCHARGE PER FOOT OF LEN iTH OF CURS OPENING INLETS WHEN INTERCEPTING 100 OF GUTTER FLOW (b) PAR — IAL INTERCEPTION RAT 0 FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - y - FEET .2 .0s .06 06 JO 5b 6 -39 t3 R5r7 H 5 .6 .7 .8 .6 L0 .5 .6 L / CAPACITY OF CURS OPENING INLETS ON CONTINUOUS GRADE FIGURE 16 1.0 1.0 .6 . 6 .3 .3 10 6 .06 .05 .0• 3 03 .02 .01 1.0 5 2 1 0 Ca L 4 0 3 G 1 1 1 a 1 1 1 1 11 ::: cl= of Go %Zr3 Z 5 2G FgoM FOI /2 LFi ) 6 ' FKorr) ' @ . 21/4 o, z )5P77 OF b t rtli & e W Gam} nJ G 1)0 L (Fr2G 7. 0.9 BASS 11 C 4LC VL I} rro n) 12 With V El4r LANE rth41\ 7 '/71 LL FF&e &)c , 13 /` &TN /9 JrS DEPJ// 0.23 < D , 23 sl Slope: 0.89 Ato,JG g8/}o egg pcitiois Runoff Coefficient (C,): Impervious Area (Amp): ( Qpeak) from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) Requ red 208 pondinq volume (Vgpa): Vgpa = Amp x 0.04 FT 1 011 `10 x 0,o 208sheecsam t 600 = 8goo s t,,zr t 34iO = 2 o yo sfp, r=Z 3,16 xo, 9 x o.d2 53 BASIN = c,= 0.3 Total = /0 9 SQ.FT. Qpeak 0.29 C.F.S. Vgpa = / b CU.FT. Volume of Grassed Percolation Area (Vgpa): (As = basin cross- sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) #t #S = ( #s = number of swales < 1%) Storm storm 2O8shcctsam Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa BOWSTRING METHOD REN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 1 REVIEWER: G. SiegIord Tc lovedand) Tc (gutter) Areas - C MC NUMBER OF DRYWELLS PROPOSED DATE: le-Aug -94 0 Single (type Al 1 Double (type B) CI. 0.15 12. 50 3.80 080 2. Total Area Conk.) Pee Hl) 3.50 21 • 3 0.00 0.00 Time of Conc. Palo.) Pee 111) 17.01 LIM) • 590 220 3 0.00 000 Composite C Palo.) (sea 111) 0.80 NIA) • 0.4 B• 5 0.00 0.00 Time of Conc. (min) 17.01 S(A) • 00085 n . 0.023 0.00 0.00 Area (Acme) 38 s • 0.008 0.00 000 0 Facer 080 Tc (A) = 10.03 d = 0.775 0.00 000 Impervious Ares (q. h.) 10440 Total A Comp V Volume Prodded 208: 1825 storm: 4000 1119) = 0 To (gu) • 0.38 3.00 0.00 Outflow (els) 1 N(B) = 0 To(A +B) • 16.03 Area • C Factor 2.10 513) = 0 0 =C1•A= 3.55 - - -- - -- Tcltol.)0 17.01 O(sal.)= 3.55 41 42 03 04 •5 08 •7 Tc (B) = 0.0 Intensity 0 1.84 Time Time Intensity 0 dnv. VIn V out Slornge A0 1.801875 Inc. Inc. WP = 0.7393 (min.) lax.) (In. /hr.) (c1=) (cu. It) (cu. h.) (cu. ft) R • 09377 (0P00) (A•C•e3) (Outl.•02) (05 -08) V. 2.22 •......• ..._.__= = = = = =0= =0.000_ = = =.0 =0 = = = = === ••••.•= Tc(tolnl)= To(overland)+ Tc(gutter) Tc(gul• 0.38 17.01 1020.84 184 3.55 4849 1023.84 3828 Tc ( ovedand) 0 CPPLl•N/S °0.51 °0.0) O{esg = 3.55 Ct = 0.15 5 300 3.18 0.87 2781 300 2481 LI • Length oI Overland Flow Holding • 0.71 10 000 2.24 4.84 3890 000 3290 N = friction factor of overland flow (.4 for average grass cover) 15 900 1.77 3.82 4811 900 3711 5 0 average Sone of overland flow 20 1200 1.45 3.13 4845 1200 3045 Tc (gutter) = Length 00 /Velocity (8. /sec.)/80 25 1500 1.21 2.81 4877 1500 3327 0 0 Bottom width of gutter or ditch 30 1500 1.04 2.25 4823 1800 3023 21 . inverse of cross slope one of ditch 35 2100 0.91 1.97 4810 2100 2710 22 = Inverse of cross cope two of ditch 40 2400 0.82 1.77 4880 2400 2488 d = depth of flow In gutter (estimate, check estimate with Flow) 45 2700 0.74 1.80 4870 2700 2170 Area 0 d•B +d ^212(21 +22) 50 3000 008 147 4918 3000 1915 Wetted perinwler= B• d+( t /sln(aln(12111 +1 /sinlelnit /22d) 55 3300 084 1.38 5042 3300 1742 Hydraulic Radius =R = Area/Wetted Perimeter 80 3800 0.81 1.32 5201 3800 1801 Velocity = 1.480/n•R ^.007•x'.5 65 3900 0.00 '1.30 5504 3900 1504 Flow VelocityArea 70 4200 0.58 1.25 5597 4200 1497 n =0018 tar asphalt 75 4500 055 1,21 5803 4500 1383 • • longitudinal slope of gutter 00 4800 0.53 1.14 5892 4800 1092 85 5100 0.52 1.12 8118 5100 1015 90 5400 0.50 1.08 8207 5400 807 95 5700 0.49 1,08 8400 5700 700 100 6000 0.48 1.04 0581 5000 581 DRAINAGE POND CALCULATIONS Required grassy ewaie pond storage volume Impervious Ares a .5 In./ 121n./it. DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywells Required • prodded: 435 cu. h. 1825 cu. IL 0RI 3828 cu. R. provided: 4000 cu. It. OKI 0 Single 1 Double Sl fLoNG ciarrcA fan/ f L Runoff Coefficient (CI): SID _ sin? r: nn es v0 M6,.fT O, Rd Impervious Area (Amp): 300 Y.Z co ,56 Fr (Qpeak ), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 X Aimp, acr) 208shcetsam >. lS x0, 5 >0. to Required 208 pondinq volume (Vgpa): Vgpa = Amp x 0.04 FT 92,aa X a.ay 0 ,3 0 S1 BASIN /4 VE c, = 61, 0o Total = 4/200 SQ.FT. Qpeak t. 36' C.F.S. Vgpa = / ( d CU.FT. Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) ( #s = number of swales < 1 %) Storrr Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa storm: 208shectsam Vgpa (corrected) = / CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME CF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: .1 REVIEWER: G. Sleglord Tc (overland) Tc ( gutter) Arun t' At NUMBER OF DRYWELLS PROPOSED DATE: 15- Aug -94 0 Single (ype A) 0 Double (type B) Ct = 0.15 1.2 • 230 0.17 0.80 0.10 Total Area (talc.) (re HI) 0.17 Z1 • 3 0.00 0.00 Time of Conc. (ak.) (see HI) 5.00 Lt (A) = 0 22 it 3 0.00 0.00 Composite C( talc.) (sae HI) 0.80 N(A) = 0 B• 5 000 0.00 Tim of Cone. (min) 5.00 S(A) • 0 n = 0.023 0.00 0.00 Area (Acres) 0.17 • M 0.015 0.00 0.00 C' Factor 0.60 Tc (A) = 0.00 d it 0.05 0.00 0.00 Imprvlons Ares leg. K.) 4200 Total A Camp C Volume Prodded 208: 181 storm: 850 L103) • 0 Tc (gu) = 3.24 0.17 0.80 Outflow (cfM 0 N(B) = 0 Tc(A +B) = 0,00 Area • 0"Fsclor 0.10 5)8) = 0 0 =C1•A= 0.32 - - -- Tc)Iot) = 5.00 O(est) • 0.37 •1 •2 03 04 05 •0 07 Tc (B) = 0.0 Intently = 3.18 Tim Time Intensity Odev. V In V out Storage A= 0.3105 Inc. Inc. WP = 5.3795 (min.) (sea) (In.Jbc) (cif (cu, fl.) (cu. 11.) (cu. h.) R = 0.0578 (01•50) (A•C (Ou01.•02) 105.00) V • 1.18 - -- Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 3.24 5.00 300.00 3.18 0,32 130 0.00 130 Tc (overland) • CI•(L 1•N /S ^0.51 ^0.0) 0(est) = 0.37 01=0.15 5 300 3.18 0,32 130 130 LI = Length of Ovedsrd Flow Holding is 3.20 10 800 2.24 0.23 160 180 N • Idctlon Hung of ovedand flow (.• for average grass cover) 15 900 1.20 0.18 181 181 5 • average slope of ovedand flow 20 1200 1.45 0.15 193 193 Tc (gutter) • length (Il.)NelocIy 01. /sec.) 760 25 1500 1.21 0.12 195 198 B = Bottom width el goiter or ditch 30 1503 1.04 0.11 :02 712 ZI = Inverse of cross dope one of ditch 35 2100 0.91 0,09 204 704 Z2 = Inverse of Bross elope Iwo of ditch 40 2400 0.82 0.08 209 209 d = depth of flow In gutter (estimate. Check eatmte with Flow) 45 2700 0 .74 0.08 211 211 Area = d•B +d"2/2•(Z1 +Z2) 50 3000 0.68 0.07 215 215 w perimeter • B• d +(I /ain (stn (1 2p) + 1 /sln(am(1/Zyl) 55 3300 0.64 0.07 222 222 Hydraulic Radius • R • Area stied Parimter 80 3800 0,81 0.00 230 230 Velocity =1.480 /n•1^ .507's ^.5 05 3900 0,80 0.08 245 245 Flow = VelocI•Area 70 4200 0.58 0.08 255 255 n is 0.018 101 asphalt 75 4500 0.55 0.06 253 253 a = longitudinal elope of gutter 80 4800 0.53 0.05 285 215 e5 5100 0.52 0.05 276 276 00 5400 0.50 0.05 281 281 95 5700 0.40 0.05 290 290 100 000 0.48 0.05 299 299 DRAINAGE POND CALCULATIONS Required grassy swat. pond storage volume • Inysrvbus Ane x .51n./ 12 In. /8. _ DRVWELL REOUIREMENTS - 10 YEAR DESIGN STORM Maxlmum storage required by Bowstring = Number and type of Dywells Required = provided: provided: 175 cu. 181 cu. 8. OKI 299 cu. h. 889 cu. h. 01(1 0 Single 0 Double immiminnomeonvia !�OCICt�'Lfll�!11Ca Sl ope; 5-4? /+co/J6 KOS- P &2 P 6619 S 4 10 0 Runoff Coefficient (CO: 6/4 3.0 --D 3'5 Impervious Area (Aimp): 1 `l f x 2.20 _ 3700 .5 k t 300 = (90a sa, FT; (Qpeak), from Impervious Surface : Qpeak (3.15 in /hr x 0.9 x Aimp, acr) 315 x0,9 x 0,13 Required 208 pondinq volume (Vgpa): Vgpa _: Aimp x 0.04 FT 5t8o Xo.oy 208sheeLsam BASIN K C,= 0,30 Total = 5580 SQ.FT. Qpeak 0. G C.F.S. Vgpa = 22. 3 CU.FT. 1 i Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sun ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) _ 8 5 = 0 (#s= number of swales < 1%) 208: Stone: Grathed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 208: x3.2.5 x 0 oo kc..>) /C3 k /.5) = Vgpa (corrected) = �8 5 CU.FT. storm: 8 x19,0 x (too - o.5)/c 3 x 5) Vgpa (corrected) = 7 / / 208sheetsam 42 C U. FT. BOWSTRING METHOD (TEN YEAR 510(104 DESIGN) PROJECT: 4004 TIME CF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: N REVIEWER: G. Sleglord Tc (overland) To (gutter) Areas t A'C NUMBER OF DRYWELLS PROPOSED DATE: 15- Aug.94 1 Single (type A) 1 Double (typ• D) CI • 0.15 L2 = 250 2.54 0.30 0.70 Tote! Area (Oak.) (sea H1) 2.54 ZI . 3 0.00 0.00 Tints of Conc. (Oslo.) (0.. H1) 15.20 LI(A) = 400 Z2. 3 0,00 0.00 Conpod• t (Oak.) (ow H1) 0.30 N(A) . 0.4 B. 5 0.00 0.00 Tlrpe of Conc. (min) 15.20 S(A) . 0.0088 n = 0,023 0.00 0.00 Area (Acres) 2.54 0015 0.00 0.00 C' Factor 0.30 Tc (A) = 13.04 d . 0.13 0.00 0.00 Impervious Ares (.q.11.) 5580 - Total A Comp 'C' Volume ProvMsd 206: 289 storm: 711 LI (BI • To (gun • 2.18 2.54 0.30 Outflow (cf.) 1.3 N(B) - Tc(A+B) . 13.04 Are • C• F .ctor 0.70 SIB) • Q- 01•A- 1.34 ..__.... ...a... ... .. ••••___ _______ ______ Tc(tot.l= 15.20 0(ert.). 1.35 •1 02 03 04 95 00 07 Tc (B) = 0.0 Intendty. 1.70 Time Time Intsndty 0 der. V In V out Storage A = 0,7007 Inc. Inc. WP . 5,8222 (min.) (sec,) gn./hr.) (cts) (cu. b.) (cu. 11.) (cu. u.) (1 • 0.1203 (01•00) (A•C•03) (Ood.•02) (05.06) V. 1.93 ...... .• ..... ....... .... =_. ...... Tc (total) • Tc (overland) + Tc (gutter) TcIgu)• 210 15.20 012.00 1.78 1.34 1638 1165.59 451 Tc (overland) = CPIL1 'WS - 0.5) - 0 6) 01•s1) = 1.35 Ct . 0.15 5 300 3.18 2.42 974 390 584 LI e Length of Overland Flow Holding = 3.55 10 600 2.24 1.71 1372 750 592 N . friction factor of overland flow (.4 for average grass cover) 15 900 1.77 1.35 1827 1170 457 5 • average dope of awdand Bow 20 1200 1.45 1.10 1666 1500 108 Tc (gutter) • Length IBjNetocity I1Jeac.)/60 25 1500 1.21 0.92 1869 1950 -281 B • Bottom width of gutter or ditch 30 1800 1.04 0 .79 1672 2340 -065 Zl . Inverse of cross stops one of ditch 35 2100 0,91 0.69 1871 2730 .1059 22 = Inverse of cross elope two of ditch 40 2400 0.82 0.82 1893 3120 -1427 d = depth of flow In gutter (estimate. check @Finale with Flow) 45 2700 0.74 0.56 1897 3510 -1813 Area. d •8+d 2/2•(Z1+72) 50 3000 008 0.52 1715 3900 -2185 Wetted perimeter = B• d+ (1 /sin(atn(1 /101+i1dn(etn(1/Z2))) 55 3300 0.84 0,49 1761 4290 -2529 Hydraulic Radius • R = Area/Wetted Perineler 60 3800 081 0.46 1817 4680 - 2603 Velocity= 1.486/n11'.607•3' .5 65 3900 0,80 0.46 1925 5070 -3145 Flow = Veloclt•Naa 70 4200 058 0.44 1993 5480 .3467 n = 0.016 for asphalt 75 4500 0.56 0.43 2053 5050 -3797 e. longitudinal slope of gutter 00 4500 0.53 0.40 2084 6240 -4170 65 5100 0.52 0,40 2144 6630 .4486 90 5400 0.50 0.38 2170 7020 -4844 05 5700 0.49 0.37 2244 7410 -5166 100 6000 0.48 0.37 2308 7800 -5492 DRMNAGE POND CALCULATIONS Rsqulred greasy swde pond storage volume . Impervious Nee F .51n./ 12 In./11. . DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Maximum storage required by Bowstring . 233 cu. ft. provided: 289 cu. ft. OKI 592 cu. h. provided: 711 cu. fl. all Number and type of Drywells Required = 1 Single 1 Double 'i Slope'. /, O :41-0/J C RO l4 O f /s-L . 9CJ9' /S Runoff Coefficient (CI): DUAiG 3. 3.3 Impervious Area (Aimp): /yX * y2o 6' X ! 20 (Qpeak), from Impervious Surface : Qpeak (3.15 in/hr x 0.9 x Aimp, acr) 13. rS xO.5 x G. Pi Required 208 pondinq volume (Vgpa): Vgpa Amp x 0.04 FT 6oda x o,oy 208sheetsam s88a sq. / 2G set. . 6s BASIN L C, 0.30 Total = 6000 SQ.FT. Qpeak 0,31 C.F.S. Vgpa = #2 CU.FT. Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Surp ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1%) # 0 # , 3 ( #s = number of swales < 1%) 208: 3 Xloo k 3,25 = 9.75 r=i. Storm): 3 x /oo x , o c t O0 co l=l Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + V 203: A/ Ia storrn: N ft' 208sh'eel.sam 6(0 Vgpa (corrected) = 9 75 CU.FT. Vgpa (corrected) = 2 00 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: L REVIEWER: G. Slegbrd Tc (overland) Tc (gutter) Areas V A•C NUMBER OF DRYWELLS PROPOSED DATE: 15- Aug.94 0 Single (type A) 0 Double (type B) Ct • 0.15 L2 • 370 073 0.30 0.21 Total Area (ats.) (see Ht) 073 21 = 3 0,00 0.00 Time of Conc. (ala.) (see H1) 5.00 LI(A) = 0 Z2 . 3 0.00 0.00 Composite C (alc.) (en Ht) . 0.30 N(A) = 0 a B = 5 0.00 0.00 Tlr of Conc. (min) 5.00 S(A) s 0 • 0.023 0.00 0.00 Area (Acres) 0,73 e = 0.01 0.00 0.00 G' Factor 0,30 Tc (A) • 0.00 d • 6.) 000 0,00 Impervious Area (eq. N.) 8000 Total A Comp C Volume Provided 208: 975 storm: 2400 1 • 0 Tc (go) s 4.02 073 0.30 Outflow (cis) 0 N(B) • 0 Tc(A +8) • 0.00 Area • C Factor 0.22 5(B) = 0 0=01•A• 0.70 Tonal.)= 5.00 (Ileat) • 0.71 01 02 03 04 05 06 07 Tc (B) = 0.0 Intensity = 3.18 Time Time Immnslly 0 dev. V In V out Storage A = 0.53 Inc. Inc. WP • 5.6325 (min.) (sec) 9n./hr) (cis) (00.11.) (cu. n.) (cu. h.) R - 00941 (01.80) (A•C•031 (OUtf. •02) (05.08) V= 1.34 ..= ===== Tc (total) • Tc (overland) + Te (gutter) Tc(gu) • 4.02 0.00 300.00 3.18 0.70 280 0.00 290 Tc (overland) = Ot•(Ll•N/S ^0.5)"0.5) Oles0 • 0.71 01 • 0,15 5 300 3.19 0.70 280 260 LI = length of Overland Flow Holding = 5.25 10 600 2.24 0 .49 344 344 N • friction lector of overland flow (.4 for average gran aver) 15 900 1.77 0.39 388 388 S = average slaps of overland flow 20 1200 1.45 0.32 413 413 Tc (gutter) = Length (h.)Ndodry (Il. /sac.)/60 25 1500 1.21 0.26 425 425 8 • Bottom width of gums or ditch 30 1800 1.04 0.23 433 433 21 = Inverse al cross elope one of ditch 35 2100 0.91 0.20 439 439 Z2 • Inverse of Cron elope two ol ditch 40 2400 0.82 0.18 449 449 d = depth of lbw In guitar (estimate, check estimate with Flow) 45 2700 074 0.10 454 454 Aree= d•B +d 50 3000 008 0.15 482 462 Wetted perimeter= B•d+O /dn(etn(121)) 41/Snlat (l /22))) 55 3300 0.64 0.14 477 477 Hydraulic Radius = R = Area/Wetted Perimeter 80 3800 0.61 0.13 a95 495 Velocity= 1.486 /n•R= .067•C .5 65 3900 080 0.13 520 520 Flow • Veloc)t•Aree 70 4200 0.58 0.13 540 546 n = 0.016 lor asphalt 75 4500 0.56 0.12 584 584 • • longitudinal slope of gutter 80 4800 0.53 0.12 589 589 85 5100 0.52 0.11 592 592 90 5400 0.50 0.11 802 602 95 5700 0.49 0.11 623 823 100 6000 0.48 0.11 841 641 DRAINAGE POND CALCULATIONS Required greasy swede pond sromge volunw - Impervious Area r .51n./ 12 In. /h, = 250 cu. 0. provided: 975 cu. h. OKI DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number end type ol Drywelle Required provided: 641 cu. h. 2400 cu. 11. OKI 0 Single 0 Double Slope: /,O% /3L0P4 gon pi.iz 94. s Runoff Coefficient (CO: bU /G/i 3,6 3,g _ c, = 0.30 Impervious Area (Aimp): y > t 33 0 = 5'900 S4, I=T, 1 3 0 = 1 3 g s4 .r�. (Qpeak.), from Impervious Surface : Qpeak'= (3.15 in /hr x 0.9 x Aimp, acr) 208sheetiam i 2?,/3 x c 9 o . / 4 / Required 208 pondinq volume (Vgpa): Vgpa =; Amp X 0.04 FT 6 2ao XO,oy 69 BASIN 1"? Total = lc 2 %0 SQ.FT. Qpeak= 0.9/ C.F.S. Vgpa = as/ CU.FT. I I iI I 1 Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1%) itt GI' = 3 ( #s = number of swales a 1%) Storm: Grased area volume corrected for slope (V (corrected)): Vgpa 0 = As x (100 x D) 1(3 x S) + Vgpa 208; N f} storm; ti p 208sheet.iam Kto X8,0 2 0 cG}, V (corrected) = 1 CU.FT, BOWSTRING METHCO (TEN YEAR STOIIM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) OETENTICN BASIN DESIGN BASIN: M REVIEWER: G. Siegford Tc (ovedand) Tc (gulled') Areas •C A•C NUMBER OF ORYWELLS PROPOSED DATE: 15- Aug.94 0 Slagle (type A) 0 Double (type 5) C1- 0.15 12. 220 0.99 0.30 0.29 Total Area (talc.) (see HI) 0.99 21 • 3 000 0.00 Time of Conc. (cek.) (sew HI) 10.60 LI(A) = 150 Z2= 3 000 0.00 Composite V Malt.) (en HI) 0.30 NIA) = 0.4 B - 5 0.00 0.00 Time of Conc. (vin) 10.60 S(A) . 00067 n . 0021 000 0.00 Area (Acre.) 0.179 4 . 001 0.00 0.00 C Factor 0.30 Tc (A) . 7.88 d - 0.1 0.00 0.00 Impervious Area (q. 6.) 6200 Total A Comp C Volume Provided 208: 975 storm: 2400 11(0) = 0 Tc (go) = 2 .75 0.90 0.30 Outflow (Cf.) 0 NISI = 0 TC(A+B). 7.68 Area CFcbr 0.30 SIB) a 0 O.CI•A. 0.55 aaaa. a ...•••.a= ......w v_ ==_a. ....a.. -a = ='= Tc(btd _ 10.60 (Nest.) ■ 0.71 •1 02 03 04 15 08 07 Tc (B) • D.0 Intensity = 2.16 Time Time Intensity 0 dev. V In V out Storage A. 0.53 Inc. Inc. WP . 5.6325 (vin.) (sec.) M./m.) (cis) (Cu. h.) (cu. h.) Mu. I1.) R . 0.0941 (11•00) (A•C•13) (OulI.•02) (15.10) V. 1.34 ....... ....... ....a.. ... ____ _.__ Tc Octal) • Tc(ovonand).Tc(gutter) Tc(g ) 2.75 10.60 638.04 2.18 0.65 553 0.00 553 Tc (overland) • Ct•ILI•N /S ^0.5) ^0.6) Geese • 0.71 Ct. 0.15 5 300 3.18 094 380 360 Lt = Length of Overland Flow Holding = 3.12 10 500 2.24 0.67 535 535 N - friction lector of overland flow (.4 for average grass cover) 15 900 1.77 0,53 587 587 5 . average elope ol overland flow 20 1200 1,45 0.43 610 610 Tc (gutter) a Length (f (8./600)580 25 1500 1.21 0,36 617 617 B • Bottom width ol gutter or ditch 30 1000 1,04 0.31 623 523 Zt = Inverse of vm' slope one 0l ditch 35 2100 0.91 0.27 020 620 22 . Inverse of cross dope two of ditch 40 2400 0.62 0.24 637 637 d . depth of How In gutter (estimate. check estimate with Flow) 45 2700 0,74 0.22 641 541 Area . d•Bad^ 2/2•(ZI a Z2) 50 3000 0.5 0.20 650 650 WetbM perimeter - B•d +H /dn(am(1 /Z5))♦ 1/Sn(am(UZZ)) 55 3300 0,84 0.19 568 588 Hydraulic Radius = R = Aree/W.tted Pednwler 00 3500 0.61 0.18 091 691 Velocity . 1668 /n•R^ .887'' ^.5 85 3900 0.50 0.18 734 734 Flow • Velocit•Area 70 4200 0ss 0.25 761 781 n _ 0018 for asphalt 75 4500 056 0.17 764 784 ' = longitudinal mope of gutter 60 4500 0.3 0.16 790 700 65 5100 0.52 0.15 821 621 90 5400 0.50 0.15 834 634 95 5700 0.49 065 Sal 651 100 6000 0.45 0.14 085 858 DRAINAGE POND CALCULATIONS Required grassy 'wale pond storage volume a Imp.Mou. Area • .5 in./ 12 in./ft.. DRYWELL REOUIREMENTS - 10 YEAR DESIGN STORM Maximum storage requited by Bows0ing = Number and type of Drywalls Required a p'olle'd: eee cu. it provided: 2400 cu. Il. O(I 262 Cu. h. 975 cu. h. OKI 0 Single 0 Double Slope: 0,8 to FrzoM P(%pJ3 700; = o-05 Runoff Coefficient (CI): 3 O /66) 3.0 —a 3.5 Impervious Area (Aimp): 2D r x * 2 90 = st c3o .so, i =r. - 1` 286 lgto ( Qpeak), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 X Aimp, acr) 3,/5 xc, x 0.07 Required 208 pondinq volume (Vgpa): Vgpa =! Aimp x 0.04 FT 7 23© Xo,oy 208sheetsam BASIN /■ Vgpa = .2 Cj / CU.FT. Volume of Grassed Percolation Area (V (As = basin cross - sectional area) Suin ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) d. 4.5 _ 2 ( #s = number of swales < 1%) 208: 2x/oo x2.25 = y50 sQ, Storm: 2 k X 2, 2 = yto 5 Q, Fr Grassed area volume corrected for slope (V (corrected)): Vgpa (Corrected) = As x (100 x D) / (3 x S) + V 208: N A- storm? ,j P- 208sheeteam V (corrected) = y5 d CU.FT. Vgpa (corrected) = 9.50 CU. FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (ninuta•) DETENTION BASIN DESIGN BASIN: N REVIEWER: G. Slegfold Tc (overland) Tc (gutter) Aron C• A•C NUMBER OF ORYWELLS PROPOSED DATE: 16- Aug-04 0 Single (typo A) 3 Double (type B) Ct • 0,15 L2 • 1 3.05 0.30 0.01 Total Area (talc.) (see 111) 3.05 Z1 • 6 0.00 0.00 Time of Conc. (CMG.) (sea Ht) 1807 LI(A) = 700 22 = 1238 0.66 0.00 Composite C• (talc.) (see HI) 0.30 N(A) = 0,4 B= 0 0,00 0.00 Tiros of Cont. (rr4n) 18.37 S(A) = 0.0086 n a 0.018 0.00 0.00 Area (Amos) 3.05 e = 0.005 0.00 0.00 C' Factor 0.30 Tc (A) a 16.37 d = 0.27 0.00 0.00 InpeMOU• Ares (q. it.) 7280 Total A Camp 'C' Volume Provided 200: 450 storm: 450 11(0) = 0 Tc (gu) = 001 3,05 0.30 Outflow (cfs) 3 N(6) • 0 Tc(A+8) = 16.37 Area • C Factor 0.02 S(B) • 0 0 =C9•A= 1.42 =aaeva == ____•••• •••___= av••a =• ••••__• ____ ___ _______ Tc(to1.1= 18.37 Died.) • tea 4,1 02 03 04 05 00 *7 Tc (B) = 0.0 Intensity = 155 Time Time Imensity 0 dev. V in V out Storage A = 0.669222 Inc. Inc. WP a 4.9905 (ain.) (MC.) On./m.) (cis) (Cu. ft.) (cu. R.) Nu. ft) R • 0.1341 (4,1860) (A•C•03) (Outf102) (05 -06) V = 2.17 - Tc (total) = Tc (overland) 4 - Tc (RUMP) Tc(gu) • 0.01 16.37 1102.48 1.55 1.42 2101 3307,43 -1207 Tc (overland) .= CI•(LS•N/S' 0.5) °0.5) O(asl)sr 1.46 Ct •0.15 5 300 3.16 2.91 1170 900 270 L1 • length of Overland Flow Holding • 0.04 10 600 2.24 2.05 1648 1800 -152 N = friction lacer of overland flow (.4 ter average grass cover) 15 900 1.77 1.62 1953 2700 -747 5 = average slope of overland flow 20 1200 1.45 1.33 21)89 3000 -1511 Tc (gutter) = Length IN/Velocity 16. /eec3/60 25 1500 1.21 1.11 2079 4500 -2424 B • Bottom width al gutter or ditch 30 1800 104 0.95 2070 5400 -3330 71 = Inverse al cross slope one of ditch 35 2100 0.91 0.83 2081 8300 4239 Z2 a inverse 0l cross dope two of ditch 40 2400 0.82 0.75 2062 7200 -5118 d = depth of How In guner Imamate. check estimate with Flow) 45 2700 0.74 0.68 2082 5100 -6018 Area • d•6+d' 2/2V1+ 50 3000 0.68 0.62 2100 9000 -6900 Wooed perimeter = B• d+ (1 /dn(atn(1 /Z1))+tidn(atn(1/Z21) 55 3300 0.64 0.50 2152 9900 -7746 Hydraulic Radius = R = Area/Wetted Perimeter 00 3810 0.81 0.59 2219 10800 -8581 Velocity = 1.486 /n•R=.007•C .5 05 3900 0.60 0.55 2347 11700 -0353 Flow • VelstllyA:ea 70 4200 0.58 0.53 2428 12800 -10172 n = 0.016 for asphalt 75 4500 0.5a 0.51 2408 13500 -11002 • = longitudinal dope of gutter 80 4600 0.53 0.48 2510 14400 -11890 85 5100 0.52 0.48 2805 15300 -12095 90 5403 0.50 0.48 2842 19200 -13555 95 5700 0.40 0.45 2724 17100 -14376 100 6000 0,46 0.44 2800 18000 -15200 DRAINAGE POND CALCULATIONS Required grassy rivals pond atonic, volume • Impervious Area x .5 In./ 12 In. /It. DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required provided: prodded: • • • • 303 cu. 11. 450 cu. n. OKI 270 cu. 11. 450 cu. It. OKI 0 Single 3 Double • • 1 Lt: g -/0 _ 3.8 33 o Q 2n _ 0/66 7 /.4/6 =S Y 0.2.7 I. : 7. 3.$33 O. GO L4. 7.48 e 0.,44..? = G. 6 Z X a.a7 !- i061) r vtazzc_ptto» q = i -LGv2E 16 8) = 0•6S (0.60 0 = 0, 9 9 c /t a tt ° O vr• lC Q4• f - 0, 9 = 0, 4/n cps 2 Sw4 Ss 2 c °123 - L,N- -LTs 76 Qfsr» nJ CoiCG op�_srtJ S CAC-COCA rtv 1 1 1 1 I 1 1 ' I' I 1 1 I 1 1 1 1 1 1 I V I I I I I I I ; S � 1 1 I 1 1C/ I mo. 1 1 1 I i I I I 1 1 1 i 1 1 1 1 I I II I I 11 1 �/ -I- - I I I 1 1 1 1 1 1 1 I I 1 I 11 1 I i /I /. I I 1 I I I 1 1 I I 1 1 I I� I I I i w��za 1 >. 1 1 I I I I` 1 I I ! I 1 I ! - I— 1. ' I i ! I ® ■ ririf �e I l i - - 1 1 1 T''_1_ 1 1111 1 1 1; 1 I 1 1 i 1 i ! i I 1 1 1 1 � I I i 1 1 1 1 1 1 I I I 1 1 1 1 1 I I ✓' : 1 1, �1 I j 1 1 I I I 11 1 ^ 1 I I I i 1 I 1 1 ri' I I 7 1 1 1 1 1 ) I I F 1 1 11 1 /1 1 1 1 � I 1 1 1 1 1 I I I III I I I 1 I 1 1 1 1 1 1 1 5 1 1� 1 I I r I: : 1 1 1 1 j T 1 + a/ 1! / 1 1 1 I' 1 1 1 ' ' 1 1 1 1 1 1 \i / I 1 I 11 I 1 1 I I I I I 1 1 1 • i I 1'/ ' 17 1 1 1 1 11 1 1 1 1 1 1 1 1 I I I I ' I 1 1 ♦ 1 1 I I: ' 1 1 I 1 1 1 Alder I 1 1 f 1 I 1 1 1 1 1 I I I I I I I ' I I I I I I /77-- I I I 1 1 1 1 I I I I I I I I I i I 1 1 /// r I I 1 I t 1 11 I I I I 1 I I 1 I I I 1 I 11 1 11 I I I I I I I I I I 1 I I I / / I 1 � 1111 11 1 I I I I I I I I I I I I I I I I I 1 11111 I I I I II I 1 I I I I I 1 1 I I 1 1 1 1 1 I 1 1 ' I' I 1 1 I 1 1 1 1 1 1 I V I I I I I I I ; S � 1 1 I 1 1C/ I mo. I 1 1 - I - I I - H -- H 1 � -I- - /r�/j�/.r - -- S a ra I I 1 1 1 1 o- I ,' /I /. I I 1 1 - 1 I I I 1 1 I I� 11J 1 (0) DISC-:ARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100 %, OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - y.• FEET • a e 06 06 10 .35 .04 .06 .10 r3(}ST,J 4 3 .5 . 6 .7 .6 .6 1.0 2 .6 L4 La CAPACITY OF CURS OPENING INLETS CN CONTINUOUS GRADE 7? fi -39 FIGURE 16 .5 .6 .5 3 10 06 06 06 0 03 02 .01 • C .3 Ca 2 .10 1.0 1 1 1 r BAs1m/\-) sLc(/Gm > 2 U/tOE V E!#rc,K L t 4Mc h o'= GvVL 3 Z ' 5 2 c Fg.o i=o 12 46-N Acc5-7 L >fp7H ©p bDrclN ,CcAJ G '9,J t3 L NL0 LP} 2G / t 7*4rf 7* 6PFFSgsJ% 0.9 G 6fs,,3 N 0 EPTI4 S O. < 1 II Slope: 0. Syci 6c.0o4 r20r31 p6g pr qA) S Runoff Coefficient (C,): PAu:t,n - n &N: a. q0 Impervious Area (Aimp): 20 x " 600 ' = a o0 o s4, F� x:tCoo- '3 Goo sq,rr ( Qpeak) from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) 3, IS K0.1 x 0.3 Required 208 pondinq volume (Vgpa): Vgpa = Amp X 0.04 FT Zoasiceet.sam BASIN C c, = 0.`0 Total = /S 600 SQ.FT. Qpeak 1 6 Z C.F.S. Vgpa = az y CU.FT. Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) ( #s = number of swales < 1 %) #fr— #5 = S 20f3: SX2.Z,5 X / = !/zS LU• Storrs: j ` X/ DO X 2 .2. = // z 5 co, /=i. Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 200: N storm: N /} 2O8shepaa Vgpa (corrected) = f )S CU.FT. Vgpa (corrected) = / /.'L S CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 0 RENEWER: 0. Sleglord Tc (overland) Tc (gutter) Areas C At NUMBER OF DRYWELLS PROPOSED DATE: 10- Aug -94 1 Sln9t. (type A) 0 Double (type B) Cl = 0.15 L2 • 500 0.40 0.00 0.43 Total Area (calc.) (thee 111) 0.48 71 • 6 0.00 0.00 Time of Conc. (ult.) (w HI) 5.00 1l(A) = 0 Z2. 12.36 0.00 0.00 Composite C (talc) (see HI) 0.90 N(A) • 0 8 • 0 0.00 0.00 Tines of Cone. (min) 5.00 SIA) • 0 0,010 0.00 0.00 Area (Acne) 0 .48 e • 0,008 0.00 0.00 C Factor 0.90 To (A) • 0.00 0 = 0.20 0.00 0.00 Impervious Area (sq. h.) 15600 Total A Comp C Volume Provided 208: 1125 sous,: 118 L11B) s 0 To (gut = 4.40 0.45 0.90 Outflow (clot , 0.3 14(0) = 0 Tc(A48) • 0.00 Ares ' C' Factor 0.43 5(6) • 0 O.0'1'A• 1.37 -- 10(1014 = 5.00 O(eetl • 1,32 01 02 03 •4 05 06 •7 Tc (B) = 0.0 Inlenity • 3.18 11nre Time Intensity 0 dev. V In V oral Storage A = 0.020585 Inc. Inc. WP . 4.0058 (rain.) (sec.) On./hr.) ids) (Cu. ft.) Icu. h.) 00. h,) R. 04291 (0180) (A'C'03) (0+0. (8-00) V = 2.12 Tc (total) • To (overland) + Tc (gu80 Tc(gu) = 4,40 5.00 300.00 3.10 107 552 90.00 402 Tc (overland) = Ct'(1_rN/S ^0.5) Oleaq . 1.32 01 =0,15 5 300 3.18 1.37 552 90 462 LI . Length of Overland Flow folding • 19.95 10 500 2.24 0.97 079 180 499 N = frIctlon factor of overland flow (.4 for average grave rover) 15 900 1.77 0.70 766 270 498 S = average slope of overland flow 20 1200 1.45 0.53 810 350 458 Tc I999er) = Length (h.)/Veloclty (fl. /eecd /60 25 1503 1.21 0.52 837 450 387 B • Bottom wide of gutter or ditch 30 1800 1.04 0.45 855 540 315 21 = Inverse of crone elope one of ditch 35 2100 0,91 0.39 888 830 86 72e Inverse of cross slope Iwo of ditch 40 2400 0.82 095 800 720 168 d = depth of flow In gutter (esbmefe. check estImale with Flow) 45 2700 0,74 0.32 596 810 86 Area • d'B +d ^2/2'(21 +72) 50 3000 0.68 0.20 911 900 11 Wetted perlmeer • B' d+ (I /sIn(ntn112 + /sinlam(1220) 55 3300 0.84 0,25 941 990 -49 Hydraulic Radius • R = Area/Waned Perimeter 80 3800 0,81 0.20 978 1050 .104 Velocity • 1.480 /n'R ^.887'.'.5 05 3900 0.50 0.28 1037 1170 -133 Flow = Velocity'Area 70 4200 0.58 0.25 1078 1200 -182 n • 0010 for asphalt 75 450D 0.50 024 1113 1350 -237 0 • longlludlnal dope of gutter 80 4800 0.53 0.23 1122 1440 318 85 5100 0,52 0.22 1189 1530 301 00 5400 0.50 0.22 1188 1020 -432 95 5700 0.49 0.21 1228 1710 .452 100 5000 0.46 0.21 1285 1800 .535 DRAINAGE POND CALCULATIONS Required grassy *wale pond storage volume • Impervious Area x .5 In./ 12 in. /h. _ Number and type 01 Drywells Required 650 cu. provided: 1125 cu. e. OI(I DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage moulted by Bowstring = 499 cu. f1 provided: 118 cu. h, OKI 1 Singte 0 Double • • • • • L n ` 3'-/c) =3.a33 Hz y = 0.333 It � = a /66 ? ' Oh: 1,32 cf5 y= , 2G Qq_ (r•= Vert,: X64.) _ ?, 7 6 Fco L. 3.$33 - 7,7 O.!467 0.2 3rNTR eN 4 l = Fz'a 045 16 6) = o 6 3 0.43x/.32 - 0.93 Cis cnarr_,p ova_ 02 Pk 1'32. - 0.$3 = C.y$ S 5 WA-03 S 6.6 C l G 7 s cock 1 3 G P& jr 6 5 6 AsrN 0 cons o pALDhS enc.cot$ nom ' I' l I ._ - __ I I 1 I 1 ' 1 1 , I I I I I {, 1 1 1 I I I I 1 1 I I I I /9 1 I f ` I 1 f'' 1 1 1 r . I 1 I I I 1 1 1 1 1 /r 1 1 1 1 ' I II 1 - 1 1 1 1' -1 - 1' I / + .I 1 IT`�'-- 'r - --I— +TLI i 1 -J 1 I , r_ _ _T! H #-L- +- ; 1 1 1I 1 1 1 �-'-" 1 , - - I - + o - 1 � i J 1 j 1 I 1 1 I I I �- 1 I I I I I 1 1 1 1 T I I � 1 1 ; I ! I 1 1 L; I I I I I I I ./i I r I I I j I i 1 1 1 1 1 I l j l I 1 1 1 1 I I I 1 11 11 1 1 1 1 1 1 I I I 1 1 1111 1 1 1 /�'� I I I 1 1 - I i I - TM ' i 1 i I o pt^ I ' I I1 I I I 0 i l l I j i I I I I l l;1 , 1 r t 1 '' I I 5 I I I I I; I ' I I I �; I I♦ x \c-i, 'd7 I I 1 I' I' 1 1 1 1 i 1• 1 1 1 Ia✓ I 1 1 i i.a i 1 I I 1 1 1 1 1 1 1 1 1 1 I i I I i I 1 i I 1 1 I I I I r I r 1 • I I I I 1 . I ' 1 1 ' . 1: ' 1 1 I , I I I ra I I 1 I I I I . r I 1 '�� 1 ' I I I 1 1 1 1 1 I' I I I / 1 ,' ,/ I ' 1 1 I 1 I I i 1 1 1 I I I I I l i III i l'T I I i" I I I i 1 l i I I i! I I I 1 I I I I/ 11 I I I I I ! I i 1 11 I I / i I III , 1 1 1 I I i 1 � 1 I I j I I ��� i 1 r I I 1 1 I I l I t I I I I r 1 l 1 1 1 j / 1 1 1 i I I I / / I j 11 I I 1 r I I 1 1 j i I I ' 1 ) I 1 I 1 1! 1 1 I 1 I I I I j 1 1 1 1 1 � - 1 1 I 11 10 /y 1 1 - 1 1 `r . -- j 0 I r 1 �_� 1 --f__ / 1 L1 1 -J 1 I _I__ o-' - -- __I I 1 _ _I 1 1 1 1I 1 1 1 1 o - 1 i I I I I 1 ■ I 1 - _ 1 I I 1 i 1 ._____ I 1 I I 1 1 I _ 1 1 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW (b) PARTIAL INTERCEPTION . RATIO FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW -y -FEET .05 .04 6- 8 QF�SI'N 0 4 .5 .6 .7 .6 .6 L0 06 .10 .2 .3 .4 5 .6 .6 1.0 L / CAPACITY OF CURS OPENING INLETS CN CONTINUOUS GRADE 3? FIGURE 16 1.0 .6 6 .5 .3 z 01 r) 00 L .10 .06 .06 .05 .04 03 32 .01 1.0 6 6 062 .5 C .3 C a .2 .10 1 1 1 1 1 1 p QAsm) 0 04LC VC I} rro iJ 12 VEMraAL L4t'JE I Ace 0 P Gu12 3 1L 5 2c F tic @ 2 V0 0.0 FOK 12 Lt L; 6 f=Kori bfP of bnrcN 1 0 c& c.4tU g tiro L M-R 6 l 0.9 0 ti G ,2g r - 7-14 ffn s o o t B ri) 0 Dam/ D. zG L D,zB Slope 09°70 /9-Lo »6 pZos.Q Runoff Coefficient (CO: D U/6 9 3.0 —lb 3 .5 Impervious Area (Aimp): /'f >e ± s20 = 'ago SQ . Fr, /20 Z 720 SQ, r (Qpeak) from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) 3.t5 co,g >s' 0 Required 208 pondinq volume (Vgpa): Vgpa = Amp x 0.04 FT 8coo x o.o 208sheetsam BASIN F c,= r.30 Total = 8040 SQ.FT. Qpeak , C.F.S. Vgpa = 320 CU. FT. 1 Storm: Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Surn ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) = number of swales < 1%) 208: y }C /0 x 3, 25 = 1300 L u , &/ Wtoo k 8,0 = 32t Lo,p7 Grassed area volume corrected for slope (V (corrected)): V (corrected) = As x (100 x D) / (3 x S) + V 208: N I`r storm: N A 208sheet,sam 88 V (corrected) = / 30 0 CU.FT. V (corrected) = 3 20n Cu. FT. BOWSTRING METHOLI (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER CF DRYWELLS PROPOSED 0 Single hype AI Total Area kale.) Mee HI) Time of Conc. (cak.) (see HI) Composite C• (cola.) (sae 141) Tlme of Conc. IMn) Area (Acne) 0' Rector Impervious Area (q. It.) Volum. Provided Outflow (015) Ares • C Factor Al Time Inc. (min.) 02 Time Inc. (sec.) (IPSO) 03 Intensity On./hr.) 5.00 30000 3.18 o Double hype el 1.54 5.00 0.30 04 G der. 208: (cla) (cu. ft.) (A•C•03) 1.47 300 3.18 1.47 591 10 000 2.24 1.03 726 15 900 1.77 0.82 819 20 1200 1A5 0.67 872 25 1500 1.21 0.58 898 30 1800 1.04 0A5 914 35 2100 0.91 0.42 928 40 2400 0.82 0.38 948 45 2700 0.74 0.34 058 50 3000 0.88 081 075 55 3300 0.84 0.30 1008 80 3600 0.51 0.25 1043 65 3900 0.80 0.25 1109 70 •200 0.58 0.27 1153 75 4500 0.56 0.26 1191 50 4600 0.53 0.24 1200 55 5100 0.52 0.24 1250 90 5400 050 0.23 1271 95 5700 0.49 0.23 1313 100 6000 0.48 0.22 1353 DRAINAGE PDND CALCULATIONS Require grassy wade pond storage volume = ImpeMOUe Area x .5 In] 12 init. Provided: DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required = 05 V in 5.00 1.54 0.30 8000 1300 0 0.46 591 provided: PROJECT: 4004 BASIN: P REVIEWER: G. Slglard DATE: 1SAug04 Farm: 08 V out (co. It.) (OuiI.•J2) 0.00 3200 n Slorage (cu. n.) (95-06) 591 591 726 619 872 896 914 926 948 956 975 1006 1043 1109 1153 1191 1200 1250 1271 1313 1353 333 cu. 11. 1300 cu.11. CK1 1353 cu. h. 3200 cu. it. OKI 0 Sirrgb 0 Double TIME OF CONCENTRATION (minutes) To (overland) To (gutter) Ct = LI(A) N(A) S(A) LI (B) N(B) S(B) Tc (B) 0.15 0 0 0 Tc (A) - 0 00 L2. 390 21 v 3 Z2. 3 B. 5 n = 0023 0.008 d . 0.15 Tc (go) • 4,06 Tc(A40) = 0.00 Tc(lot.) = 5.00 00 Intensity = 3.15 Tc (total) = Tc (overland) 4 Tc (gutter) Tc (overland) = CI•(LI NIS^ 0.5) ^0.8) Ct = 0.15 LI = Length of Overland Flow N = Mallon lector of overland flow (.4 lor average grass cover) 5 = average dope o1 overland Bow To (gutter) = Length (I1.1/Velocity (R /aec.)I60 B . Bolton width al gutter or ditch 21 = Inverse of cross dope one al ditch Z2 = inverse of cross slope two al ditch d - depth of flow In gutter (estimate. check estimate with Flow) Area = d•Sid 2/2•(21422) Waned perimeter = B• dH 1/dn(stn(1 /Z1))41 /dn(sm(1/ZZ))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity = 1.466 /n•R 867•s'.5 Flow = Veloclt•Area = 0.018 lor asphall s . longitudinal dope of gutter Mu V MC 1.54 0.30 0.48 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 Total A Comp C• 1.54 0.30 O =C•A. 1.47 0(051) - 1.40 A= 08788 WP. 6.0119 R v 0.1455 Vv 1.60 Tc(gu) . 4.06 Q(es0 = 1.40 Hording = 5.54 1 1 Slope: D,811/4 fto,'6 sn*BEV p,_rt ik S Runoff Coefficient (C,): FtwEfitA.17 O.10 Impervious Area (Amp): _* 2 /0 = 9200 SQ t Fr. 4 x f 2 = in.00 sgtr). ( Qpeak.), from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Amp, acr) /5 x 0.9 )( 0.12 Required 208 pondinq volume (Vgpa): Vgpa Amp x 0.04 FT Si 'xo. 208sheet.'sam BASIN C, • c, 0.10 Total = S`/OG SQ.FT. Q 0'39 C.F.S. Vgpa = 2.I / CU.FT. Volume of Grassed Percolation Area (V (As = basin cross - sectional area) Suth ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1%) #= d .*5 a 2 ( #s = number of swales < 1%) 208: 2X/00 X zis en/ 5 ... 0 Storm: 2 X 1 0 O' k 2. 2 = V S Grassed area volume corrected for slope (V (corrected)): V (orrected) = As x (100 x D) / (3 x S) + V 208; N /r}. storm: r , )4 208sheetsam Vgpa (corrected) = 95 CU.FT. V (corrected) = V3 t9 CU.FT. BOWSTRING METHOD (TEN YEAR STORM GE51014) DETENTION BASIN DESIGN NUMBER OF DFIYWELLS PROPOSED 0 single (type A) Total Area (ola.) (•.s R1) Time el Conc. (talc.) Ices H11 Composite •G• (talc.) (are H1) Time of Canc. (minl Ares (Acres) 0' Factor ImpeMeus Area tug. 8.) Volume Provided Outflow (CIA) Aron ^ 0 Factor a • _ 1 a2 Time Time Inc. Inc. (Ms.) (sec.) (#1 5 300 10 606 15 900 20 1200 25 1500 3c 1800 35 2100 40 2400 45 2700 50 3000 55 3300 00 3600 85 3800 0 4200 ]S 4500 83 4500 65 5100 90 5400 05 5700 100 0000 N3 Inlens0y (In/hr. 300.00 3.16 0 Double (type B) 0.18 5.00 0.90 ♦4 Odev. 118 0.40 104 2.24 632 220 1.77 025 255 145 021 272 1.21 0.17 279 I.04 0.15 285 091 0.13 289 082 0.12 295 0,74 0.11 209 0.00 0.10 204 0,54 609 314 0.61 0.09 325 0.60 009 346 050 ' 005 359 0,50 0.08 371 0,53 0.06 374 0.52 0.07 390 050 0 07 396 DRAINAGE POND CALCULATIONS Required grassy 'wale pond storage volume = Impervious Area v .5 In. 12101X DRYW ELL REQUIREMENTS • 10 YEAR DESIGN STORM Menlnulm smrege required by Bowmring Number and type of Drywalls Regplred = (cis) (nu. h. (ArC #3) 5,00 0.10 0,00 5400 450 Sloan. 0 0.14 pmdded: Ptovlad: 05 V out (co. XT (OUd,•a2) 184 0,0 4004 0 G. Seaford 15'Aug -94 0 Single 17 Storage 134 226 255 272 279 235 209 299 299 204 314 325 345 359 371 374 390 396 0.49 0 07 409 409 048 0.07 422 422 225 Cu fl. 450 cu. fl. 001 422 Cu. R. 450 cu. It GE! TIME OF CONCENTRATION (minutes) To (overland) Tc /gutter) CI = 0,15 0 Double Tc 18) = 0.00 L2• 100 zl = 6 Z2= 1238 B= c n = 0.010 0.098 a = 0.14 Tc Mud = 101 Tc(A LE)= 000 Tc(IC14 = 500 oe IntenSty= 3.18 Tc (iota) = Tc (overland) + To (gutter/ Tc (overland) = CIt(TI RU5 0.51 - 0.0) CO = 0.15 L1 = Length of Oe4d4nd Flow N = Mcron lector of overland flow L4 for average grass cover) s • average slope el averinnd Pow Te Mutter) a Length (It1Neloclly Dt.leac.)150 B = Sattam width 51 gums or ditch 21 = Inverae of arose dope on el ditch Z2 inver of cross dope Nan of ditch d = depth et Prow In goiter )estimele. Chock e1tlmate 9101 Flow) Area = are +d 2/2 Z21 Wetted perlme 'er = R`d +(1 lan(atn(1IZt II +l /dnlaldlt/Z Hydraulic Rxdlns = A = Aren/WeRed Pedmeler Velocity = 1.460/0 ^.687•s ^.5 Flow = Velocil•Atee 0.016 lot nsphoit s .. longitudinal slope of gutter Areas •C• A'C 0.16 0.90 0,00 0.00 0.00 0,00 0.00 0,00 000 000 009 0.00 0.00 1000 TotalA Camp O.le 0.90 0= C'1 3.46 O(esl.) ` 0.49 A= 0.297432 WP = 3.3270 5 = 0.0894 185 15)4vl = 181 O(eat) = 0.49 Holding= 841 4 1 1 L 3' - to 3. 833' H ° y = 0. 333 a`- 2il = 0./66 Q4!= G.yy crs Y _ Lec 444 = S. y y G- 3, 933 - o.? L {, sti G. 6 GG 2 R.0 uy s,u rCit cC prronu - C fr6u/t /6 n) = o. So Q. d.!Y 9 X 0.80 = 0.39 cps CR AP / = D O 0:9 - O.2 = o. / O 2 sw 4CJ �3ra qy gasr/J Q c.02 I3 ape/VT/J(2 cALcc cf7to 3 1 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100 i' /e CF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIIO FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - y - FEET .05 .06 .08 .10 6 -39 e a 6 .5 .6 .7 .8 .6 1.0 . 02 .03 .04 .05 .06 . 06 .10 'i I I I I f I 1 I I I j I I 11 I ' I I 1 1 J I i 1 I l I I I I I _ 1 1 I 1 I I j 1 ( E 1 I I I I I' I' i/ I I I . I� � i 'Ii+ � - _4_1 IL, i — -I TT T 1 - , I 1 T "7- 1-71 1 T I II I — I— 1_ -1. _ _-i 1 Il I I I t I I : I 1 1 '. 1 I Lh i I __111111 i t li I I I l i 1 j I i I l i i I / I I I I I I I IIII I l j l I I 1 1, 1y! 1' , I l i l l i l i i i 1 � I I C I -- i m+I i l � � I I I IIII I f I I I I I I !win e I I I ° y I I I 11 ! I 1 ' 1 i ' 1 41 I I 1 , ' I ' i : l; ' dm 5 I' I 1' I�+` I I I I ; l i l t I I I 11 1 1 I i I I 1 1 1 1 I I I I I ■ I I I I ' .lf� I t r 1 1I I I I i I I I �! _ I I l i I! I ' l l I , I i I I i l l l II I I 1 i i i l i l i l l I I I I I I I I l l /� A/ I I I I I I' I I I I I I I .2 .3 • .5 .6 ' .6 1 .0 L/ CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE FIGURE 16 1 1 i 0,9 _0,12' D• 2o 6s' - siZni Q m GPTH s o./ Z. 0, 2 S 1 1 i Runoff Coefficient (C,): s1o6_ 5L0pf Toro= pro ir6tew" Impervious Area (Amp): I `l )ctr7010 — 5 $00 (Qpeaki), from Impervious Surface : Qpeak t (3.15 inihr x 0.9 x Aimp, acr Requ 208 pondinq volume (Vgpa) Vgpa =IAmp x 0.04 FT 208sheet.si BASIN R 1 Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Surn ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) #S = 6 ( #s = number of swales < 1%) 208i G x too k 3 .2 s" = /150 CO, f=T, Storm: ,r /pp k Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa storm: W !$ 208sheet.stnn YBOO co. ft Vgpa (corrected) = //SO CU.FT. • BOWSTRING METHOD (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER OF DRYWELLS PROPOSED 0 Single (type A) 0 Double (type B) Total Area Icak.) (see (11) 0.50 Time oI Conc. Mac.) (see H1) 0.54 Composite V (oak.) (see H1) 0.60 Thpe of Conc. Irvin) Area (Acres) C' Factor Impervious Arse (q. 6.) Volume Pro vided Outflow Mfg Nee • C Factor It ======== ===a3 =_ Time Tln.. Intensity Inc. Inc. (min.) (sec.) pn.(hr.) (tl•60) =. =v 6.54 512.50 2.51 5 10 15 20 a 35 40 45 50 55 00 65 70 75 00 85 00 95 100 300 600 000 1200 1500 1500 2100 2400 200 3000 3300 3800 3900 4200 4500 4000 5100 5400 5700 6000 3. te 2.24 1.77 1.45 1.04 0.91 0.82 0.74 0.88 0,60 0.58 0.56 0.53 0.52 0.50 0.49 0.48 DRAINAGE POND CALCULATIONS Required grassy ewale pond atomge volume . Impervious Area a .5 in./ 12 In.(It, . DRYWELL REOUIREMENTS - 10 YEAR DESIGN STORM Magnum storage required by Bowstring = Number and type of Drywalls Requited . 0.05 0.67 0.53 0.44 006 0.31 0.27 0.25 0.22 0.20 0.19 0.16 0.18 0.17 0.17 0.10 0.16 0.15 0.15 0.14 8,54 0.5 0.80 13940 304 520 570 598 608 616 821 633 838 848 667 691 733 761 785 791 823 038 864 889 provided: provided: PROJECT: BASIN: REVIEWER DATE: 4004 R G. Slegford 10-Aug 94 208: 1950 storm: 4600 0 0.30 04 05 00 07 O dev. V in V out Storage Icm) (cu. 0.) (cu. h.) (cu. (1.) (A•C•03) (Oud.•02) (05 -06) 0.75 518 0.00 518 581 cu. lt. 1950 cu. It 889 cu. fl. 4800 cu. fl. 0 Single 364 520 570 598 606 616 621 633 636 646 667 691 733 761 785 791 823 636 564 889 OKI TIME OF CONCENTRATION (minutes) Tc (overland) Tc (guitar) 01 = LI(A) N(A) 5(A) Tc (A) = 1.1(0) • NIB) SIB) _ Tc (0) 0 Double 0.15 12. 650 21 = 3 O Z2. 3 O B= 5 O n . 0.023 • = 0.008 0.03 d . 0.11 0 0 Tc (gut = B.54 Tc(A+B) • 0.00 Tcnot.) • 854 0.0 Intensity = 2.51 Tc (total) = Tc (overland) + Tc (gurer) Tc (overland) . 011.1 0.5) 001 CI = 0.15 LI = Length of Overland Flow N = friction factor of overland Pow (.4 for average grass cover) 5 . average Mope of overland now Tc (gumr) • Length ( (Il(sec3AT0 B = Bo6am width of gutter or ditch 21 . Inverse of cross slope one of ditch 22 = Inverse of cross elope two of ditch d = depth of flow In gutter (estimate. check estimate with Flow) Area . d•B +d ^ 2/2•IZ1 +Z2) Wetted perimeter = B•d+(1 /dn(em(1 /Z1))+ 1(dn(am(I/22))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity . 1.480 /n19^ .007•s 7 .5 Flow = Velocit•Area = 0016 for asphalh • = longitudinal dope of gutter Acres C 0.50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Comp C 0.50 0.80 0 =C•I•A. 0.75 Olen.) = 0.74 A = 0.5803 WP. 5.8957 6 = 0.10'9 V = 1.27 Tc(flu) • 8.54 0(eet) . 0.74 Holding = 9.23 A•C 0 OP(iSK 0110 C r vsti oN& s1z &GGL Daern ortYweite.. ro 7 WCt 4G n-tt6 ° 4 / 4 ( -avlbi 0 Y :t Ir 21 ' Jn BASIN 5 Slope: 13 . i40 SWF') MrSs O'J »Qe..e 6L= 3 ` t 0 900 Fd°M MTSS�►� PW6, t EL = z $z _ Runoff Coefficient (CI): PAuEMEAJ O. Impervious Area (Aimp) 37 X ±g?O = 32150 sc, FT, *_ 830 / = S / oo S Q. FT, (Qpeak) from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) Required 208 pondinq volume (V Vgpa != Amp x 0.04 FT 37 90 )( 208sheet.sam 7.1s )(o• 9 X 0.86 Total = 37 2 90 SQ.FT. Qpeak = p 7 y C.F.S. Vgpa = 141 7 2, CU.FT. 1 Volukne of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) k o5 m ( #s = number of swales < 1%) 203: AJ 208sht tsam 576 cc- Y1. Grassed area vciume corrected for sioce (Vgpa (corrected)): Vgpa ;corrected) = As x (100 x 0) / (3 x S) + Vgpa Vgpa (corrected) = / 576 CU.FT. BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: S REVIEWER: G. Slegbrd To (ovedend) Tc (gutter) Areas V A•C NUMBER OF DRYWELLS PROPOSED DATE: 17 -Aug.04 0 Single (type A) 0 Double (type B) Ct = 0.15 L2. 850 1.39 0.00 1.251 Total Area (cab.) (see H1) 1.39 21 = 6 0.00 0.00 lime of Conc. (talc.) (see HI) 5.00 11(A)= 0 22= 12.38 0.00 0.00 Composite 'C )cab.) (see 111) 0.00 N(A) • 0 B. 0 0.00 0.00 Time of Conc. (min) 5.00 S(A) • 0 n . 0.016 0.00 0.00 Arse (Acres) 1.39 0.0088 0.00 0.00 C Factor 0.90 Tc (A) = 0.00 d . 0.39 0.00 0.00 Imperdou• Ares (el. h.) 37290 Total A Comp C Volume Provided 208: 1576 sorm: 4400 LI 03) ° 0 Tc (gu) • 4.88 1.30 0.00 Olflow (cis) 0 Ms) - 0 Tc)A +B) • 0.00 Ares • C Factor 1.25 0(8) = 0 O•CN'A= 3.08 = =.a..== ___ =___ ..away= ============== ______- Tc(tot.) . 5.00 (lest.)° •.07 *1 *2 R3 *4 *5 *8 *7 lc I8). 0.0 Intensity= 3.18 Time Time Intensity D der. VIn V out Storage A. 1.390278 Inc. Inc. WP . 7.2084 (min.) (sec.) (In./hr.) Ice) (cu. M1.) (cu. ft 1 (cu. n.) fl . 0.1937 (el • 00) (A•C•4 (Ou9•4 0e5 -I8) V= 2.92 ..... ._ Am===m= ======= Tc Ibin9= Tclovedandl +Tc(gutter) Tclgu)= 4.80 5.00 300.00 3.18 3.08 1599 0.00 1599 Tc (overland) . CP(LI'N /5"0,5)' 0(est) . 4.07 Cl - 0.15 5 300 3.18 3.95 1599 1599 LI = Length ol Ovedend Flow HSding w 30.20 10 600 2.24 2.80 1967 1967 N • IrIc80n lector of overland Bow (.4 br average grass covet) 15 900 1.77 2.21 2219 2210 5 = average dope of overland Bow 20 1200 1.45 1.81 2182 2382 Tc (goner) e Length MT/Velocity (11. /eec.)/60 25 1500 1.21 1.51 2425 2425 B= Bottom width of goner or ditch 30 1800 1.04 1.30 2475 2475 21 = In carne of cross slope one ol ditch 35 2100 0.91 1.14 2507 2507 22. Inverse of cross dope two of ditch 40 2400 0.82 1.03 2567 2587 d = depth ol (low In gutter (estimate. check estimate with Flow) 45 2700 0.74 0.93 2594 2594 Area = d•8+d=2/2(21 +22) 50 3000 088 0.85 2630 2630 Waned pedne ter = B +(1 /dn(ee(I /ZtON/dn(etn(1 /220) 55 3300 004 0.80 2724 2724 Hydraulic Radius = R = Area/Wetted Perimeter 60 3800 0.61 0.76 2525 2825 Velocity • I.488 /n•R =.607••=.5 65 3900 0.60 0 .75 3004 3004 Flow - VelocIty•Aree 70 4200 0.58 0.73 3121 3121 n =0016 for asphalt 75 4500 0.58 0.70 3224 3224 a • longitudinal dope of gutter 80 4800 0.53 0.66 3250 3250 05 5100 0.52 0.65 3384 3384 90 5400 0.50 0.63 3442 3442 95 5700 049 0.81 3557 3557 100 6000 0.48 0.60 3864 3564 DRAINAGE POND CALCULATIONS Required grassy ewale pond storage volume . tmperous Area .5 In./ 12In. /It. = 1554 cu. It provided: 1576 cu. fl. O<I DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type 01 Drywalls Required - 3684 cu. 11. provided: 4400 cu. h. O(I 0 Single 0 Double 3,833 /S.GS 0./64) 0,39 G = C 1 ravt2a 16 6) = ° • 3 cjitor x 0.39 1x59 cFs e43T s ��reg OPEN2)JG cm.cvc..in -093 1 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING IC0% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L 05 .06 .0■ .IC • .5 .6 .7 .6 .1 1 0 1.0 I I I 1 I r l 1 I I I i/ } I I Ili I I I I I ■ I,f %. 1 � 1 1 1 1 I 1 1 1 1 I L I I I I I � _L l - -I- �i � � � 1�TT1-7 I I I I 00I I 1 1 I I 1 . _ I4 I _ j T Ii I �� i I ; i ' 1 j l i � l I I I IE I I I I „ (� I . �_ l i t 1I 1 iIl 1 � I ll • - 1 I 1 � I [ I� :K I I I I I 1 1 1 1 1 f t °I I I �� '" I � j 1 ; ! I [JI I f I ti I I I I II I � � 1 1 II I c f I / l I I I I I ; I I I ` , t E; fy , I I I I I I I I 1 1 I I I I �`� I I{ 1 1 I I ! i j I I I I I I v l I I I l I 1 I I I I I l I 1 I i l I I I . 4 yy��� 1 I I 1 I 1 1 I 1 � / { I I I I I I 1 r 1 1 1 1 1 ( 1 i t I � I r ! I I 1 1 l� ! 7---1 1 O ' III j 1 ' I I I I (1 I // � f If f I I I I , I I I I I I I I I I I I I II 1 I 1 I 1 1 1 I I I I I I t I I I ,2 3 .• .S .6 .8 I.0 L / CAPACITY OF CURS OPENING INLETS ON CONTINUOUS GRADE 6 -39 FIGURE 16 1 I t 1 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING IC0% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L 05 .06 .0■ .IC • .5 .6 .7 .6 .1 1 0 1.0 I I I 1 I r l 1 I I I i/ } I I Ili I I I I I ■ I,f %. 1 � 1 1 1 1 I 1 1 1 1 I L I I I I I � _L l - -I- �i � � � 1�TT1-7 I I I I 00I I 1 1 I I 1 . _ I4 I _ j T Ii I �� i I ; i ' 1 j l i � l I I I IE I I I I „ (� I . �_ l i t 1I 1 iIl 1 � I ll • - 1 I 1 � I [ I� :K I I I I I 1 1 1 1 1 f t °I I I �� '" I � j 1 ; ! I [JI I f I ti I I I I II I � � 1 1 II I c f I / l I I I I I ; I I I ` , t E; fy , I I I I I I I I 1 1 I I I I �`� I I{ 1 1 I I ! i j I I I I I I v l I I I l I 1 I I I I I l I 1 I i l I I I . 4 yy��� 1 I I 1 I 1 1 I 1 � / { I I I I I I 1 r 1 1 1 1 1 ( 1 i t I � I r ! I I 1 1 l� ! 7---1 1 O ' III j 1 ' I I I I (1 I // � f If f I I I I , I I I I I I I I I I I I I II 1 I 1 I 1 1 1 I I I I I I t I I I ,2 3 .• .S .6 .8 I.0 L / CAPACITY OF CURS OPENING INLETS ON CONTINUOUS GRADE 6 -39 FIGURE 16 t a 32pce nANCx" 1 1 1 i Slope: E. too' Ripen 1 3 , 0 s ; Frio .rt Rundff Coefficient (CO): PINE /E /1)5 NT ©- `? Impervious Area (Amp): 30 K _'S$o = .17 '/00 SC , F: 1X * SSO = 3300 54',Fr (Qpeak ) from Impervious Surface : Qpeaki= (3.15 in /hr x 0.9 x Almp, acr) Required 208 oondinq volume (Vgpa): Vgpa = Amp x 0.04 FT 201700 X 0.0y 208sheeisam 6441(11 RO*D L Ec : 3y o $tfU't ►(QrtD et '3C 3, /s o,(18, BASIN T 10 lay ! _, aaa76 5 — so Fi C,= o, Total = 7D0 SQ.FT. Qpeak = ' ' 3 5 C.F.S. Vgpa = e 8 CU.FT. Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) Sum ( #s -x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) o # _ ( #s = number of swales < 1 %) 206: S X /Oo k /. 4 Storm: S X l 00 X S. Grassed area volume corrected for slcce (V (corrected)): V (corrected) = As x (100 x D) / (3 x S) _ V;;a storm: FM ?085natsam V (corrected) = 935 CU.FT. BOWSTRING METHOD (TEN YEAR STCAM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: T RENEWER: G. Slogford To (overland) To (gutter) Areas C• A•C NUMBER OF DRYWELLS PROPOSED DATE: 17- Aug•94 0 Single (type A) 0 Double (type B) CI = 0.15 12 . 550 O.80 0.90 Total Area (cak.) (see Hl) 0.80 21 . 8 0.00 0.00 Time of Conc. (cak.) (see HI) 9.62 LI(A)a 0 72 = 12.38 0.00 0.00 Composite V (cak.) (see Hl) 0.90 NIA) = 0 B = 0 0.00 0.00 Time of Conc. (min) 0.62 S(A) . 0 n = 0 016 0.00 0.00 Area (Acres) 0.8 s = 0,0006 000 0,00 0' Factor 0.90 Tc (A) = 0.00 d = 0.44 0.00 0.00 Impervious Ara. (eq.11.) 20700 Total A Comp C' Volume Provided 208: 955 Noun: 2750 LI(B)= To (gut = 0.52 0,50 0,00 wmow (cis) 0 NIB) . Tc(A413) = 0.00 Area • C Factor 0.72 6(0) a 0=C•1•A. 1.65 ======== °==== aaa . °_ ° ° °° ° ° ° ° ° °° _______ === aa == = =a= =•• Tc)9114= 9e2 Glui.). 1.59 •' 02 e3 04 05 05 07 To (B)= 00 Inanity = 2.31 Time Time Intensity 0 dev. V In V oul Storage A = 1.777245 Inc. Inc. WP = 5.1325 (min.) (eec.( (In./hr.) (cis) (cu. h.) (cu. 11.) (cu. h.) R. 0.2185 (0r60) (A•C•i3) (0u1L.•w2) (05.06) V= 0,95 ------- - - -- --= ._.____ _______ ______= Tc (total) = Tc (overland) + To (gutter) Tc(gu)= 9,62 9.62 5]].38 2.31 1.66 1257 000 1257 Tc (overland)= CI•(L1•N(S ^0.5)'0.6) O(estl = 1.80 01 = 0,15 5 300 3.15 2.29 920 920 11 = Length of Ovadand Flow Holding = 19.60 10 600 2.24 1.81 1284 1284 N . Mogan factor of overland flow (.4 br average gran cover) 15 000 1.]] 1,27 1397 1397 5 . average slope of ovedend flow 20 1200 1.45 1.04 1458 1458 Tc (gutter) . length (h.)/Velocity (1f. /s.c.l /80 25 1500 1.21 0.87 1478 1478 B = Bottom width of gutter or di kh 30 1500 1.04 015 1495 1495 Z1 = Inverse ol cross slope one al ditch 35 2100 091 0.68 1505 1505 22= Inverse ol cross slope two of ditch 40 2400 0.62 0.59 1533 1533 d . depth of flow In gutter (estmsa, check estimate with Flow) 45 2700 0.74 0.53 1543 1543 Mee . d•O4 d ^2/2 50 3000 0.88 0.49 1565 1585 Waned pedmekr= B•d4U /sin(atn(1 /Z1l) l/sln(am(1/22))1 55 3300 0.64 0.48 1611 1811 Hydreulk Radius = R = Area/Waned Pedm.ler B0 3600 0.61 0.44 1687 1007 Velocity = 1.468/n•R".6679" .5 85 3900 0.60 O.43 1]]0 1770 Flow= Velocity 70 •200 0.58 0.42 183E 1836 n . 0.010 for asphalt 75 4500 0.56 0.40 1894 1894 a . longltudinal slope of gutter 80 4800 053 0.35 1907 1907 85 5100 0.52 0.37 1083 1983 g0 5400 0,50 0.36 2015 2015 95 5700 0.49 0.35 260 2080 100 6000 0.48 0.35 2141 2141 DRAINAGE POND CALCULATIONS Required greasy swede pond storage volume if Impervious Area a .51 n./ 121n/It. _ ORYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required = provided: provided: 883 cu. It. 985 cu. It. OKI 2141 cu ll. 2750 cu. 11. OI(I 0 Single 0 Double • • eiw:�s! 1 O4 o: finCr4l60 o van ors fri %v rot y wee: 6 ri-sIiu i LU1eG er .ITi'6 G NS 1 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100 CF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L .03 .04 .00 JO .4 .7 .4 .s 1.0 I 1 l l f I 1 F I I J I 1 1 1 1 I 1 I 1 1 1 1 1 1, I I I 1 1 l 1 1 1! 1 1 1 I I I I I I 1 i 1 1 1 1 1 1 1 1 1 1 1 1 ! I! I I L iL 4_1. ' 11 1 1 1 I 1 1 - - I I 1 1 1 1I T i 1 1 1 I I I 1 I i I , I ; 1 1! 1 I ' 1 1 1 1 1 1 1 1 I I 1 I III I . 1 I I I 1 1 I t III I l jl I i I I j l I i 1 1 i l i l t I , 1 1 T I! T I — 1 I I I�� I I 1 l i j i ��i II� i l i 1 1 1 1 1 1 ' 11 e; l I 1 11 1 1 1 I i I I 1 1 1 I I 1 1 I I I 1 1\+1 I i l 1 1 I I I I 1 1 1 1 1 1 II _ I I I i 1 1 I . T 1 1 I I ' 1 I 1 1 1 1 1 I I I 1 1 1 1 1 I r 1 I I' I I 1 1 1 1 1 1 I I 1 I I 1 1 1 I I I ) 1 1 ' 1 1 I I I I I I I 1 1 1 � I � � ; I I I 1 I I � � 11 i II I I I 1 I !! I I I I I I I i i j 1 1 1 1 / ./ I / i 1 1 i 1 1 11 i I I 1 1 1 1 I ii 1 1 1 1 1 I 1 1 1 I I I I I I. 1 CAPACITY OF CURS OPENING INLETS CN CONTINUOUS GRADE 6 -39 FIGURE 16 " J ,w e 1 . 0 1 4I a 2"/ - o, i tiO 2A►'ZGc'/t 7 7-&; 0.& ' o ,12 BA sari.) T i kk� • • • • • • • • • Runoff Coefficient (C,): pti vc,4E;%/7 0. 9 0 BASIN () Siope: E. SOo' Frtcn e'tie sa. son.o 4 = 39 s ; r 93 I = 1 20 o FKon K q,zltGti rtca0 _ 3,5 Impervious Area (Aimp): 30 x r soo = I scoo s, i • / X 1 " 500 3 00 0 .C4). I =%. (Qpeak) from Impervious Surface : Qpeak = (3.15 in /hr x 0.9 x Aimp, acr) 3,i x o.5xo. yi • Required 208 pondinq volume (Vgpa): Vgpa = Aimp x 0.04 FT /B000 X 0. 04/ 208sheet.sam 1/ 6 ,93 s'z 3 _ -3ci S 60O = C.002 C,= 0. 90 Total = /8000 SQ.FT. Qpeak 1,/7 C.F.S. Vgpa = 720 CU.FT. 11 • Volume of Grassed Percolation Area (Vgpa): (As = basin cross - sectional area) • Sum ( #s x Ls x As) (Ls = length of swale (feet)) (# = number of swales > 1 %) re:" oS = ( #s = number of swales < 1 %) • • • • • • • • • 208: S X /00 x /,97 = 9$5 4a, Storm: 5 X /00 X S• 5 = 27 5 G U• G% Grassed area volume corrected for slope (Vgpa (corrected)): Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 208: N ff storm: I/ /} . 208sheet.sam f/7 Vgpa (corrected) = 98 s CU.FT. Vgpa (corrected) = 175 CU.FT. v BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 DETENTION BASIN DESIGN BASIN: U REVIEWER: G. Siegbrd NUMBER OF DRYWELLS PROPOSED DATE: 17- Aug•94 0 Single (ryes A) 0 Double (typA BI Total Area Male.) (a Ht) . 0.09 Time of Conc. (cab.) (see HI) 5.70 Composite 'C (cab.) (tee HI) 0.90 Time ol Conc. (MO 5.70 Area (Acres) 0.09 C' Factor 0.90 Impervious Area (sq. 11.) 18000 Volume Provided 208: 955 storm: 2750 Outflow (cfs) 0 Area • C Factor 0,82 Time Time Intensity 0 dev. V in V out Storage Inc. Inc. (min.) (sec.) (inJhd Ices) (cu. It.) (cu. h.) (cu. h) (51 (A•C•3) (Oud.572) (55.56) 5;0 == 342.09 = = = == 3.05 ....... v1.80 = = = = = 858 •• = 0.00 • =•= = 088 5 300 3.18 1.97 794 10 600 2.24 1.39 996 15 900 1.77 1.10 1117 21 1200 1.45 090 1165 9 1500 1.21 0.75 1215 30 1800 1.04 0.65 1238 35 2100 0.91 0.57 1252 40 2400 0.82 0.51 1281 45 2700 0.74 0.46 1294 50 3000 0.68 0.42 1318 55 3300 0.64 0.40 1358 60 3800 0.61 0.38 1408 65 3900 000 0.37 1498 70 4200 058 0.38 1555 75 4500 0.55 0.35 1605 80 4800 0.53 0.33 1616 85 5100 0.52 0.32 1664 90 5400 0.50 0.31 1713 95 5700 0.49 0.30 1770 100 8000 0.48 0.30 1623 DRAINAGE POND CALCULATIONS Required grassy wale pond storage volume = Impervious Area x .51 n./ 121n,/11, _ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required - provided: provided: 1818 1864 1713 1770 1623 750 cu. II. 965 cu. H. OKI 1523 cu.11. 2750 cu. ft. OK! 0 Single TIME OF CONCENTRATION (minutes) Tc (ovedend) Tc (gutter) Assam C' Ct= 0.15 L2. 500 0439 090 21 = 6 0.00 0.00 LI(A)= 0 Z2 • 12.30 0.00 0,00 N(A) = 0 B= 1 0.00 000 S(A) = 0 n . 0.010 0.00 0.00 s = 0.0024 0.00 0.00 Tc (A) = 0.00 d = 0.32 0.00 0.00 TotalA Comp "C' L1101 = 0 To (gu) = 5 ,70 0.69 0.90 N(B) = 0 Tc(A+B) . 0.00 5(3) • 0 O•CTA. 1.69 TOOT) is 5.70 Olest.) = 1.64 To (B)= 0.0 Intensity. 3.06 is (slag • Tc (overland) + To (gutter) Tc (overland) = 01*(11 •NOS ^0 5) ° 0 6) Ct = 0.15 794 Lt = Length of Overland Flow 998 N = friction fetter ol overland flow (.4 ter average grata cover) 1117 5 • overage dope of overland flow 1185 To (gutter) - Length (I17Nebcity (IIJsec.000 1215 5 = Bottom width ol gutter or ditch 1238 Z1 • Inverse of cross dope one of ditch 1252 22 = Inverse of cross dope two of ditch 1251 d = depth of bow In gutter (estimate. chock estimate with Flow) 1294 Area=C•B+d ^2/2'(21+22) 1315 Wened perimeter = B'd +(1mnpin(l/Z1))+ 1/dnlotn(1 /Z2))) 1358 Hydraulic Radius • R = AreeM4Ved Pedmeler 1400 Velocity 1.480 /n'R ^.667 ^.5 1496 Flow = Veloclty•Area 1555 n = 0.016 for asphalt 1605 • = longitudinal dope of gutter 0 Double A = 1.260032 WP 0.9146 R = 0.1022 V . 1.46 Tc(gul = 5.70 O(ed) • 1.84 Holding • 1040 A•C 0.52 • • • • • • • • • • • DO 6ei8nnaill!ltle:fiimen ' tea 1.�. ."IT451 Berrie dine ® :1. • • • • • • • (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L • DEPTH O F FLOW - Y -FEET • as 06 0a i0 • 1 I 1 I • (c) CISCI-LaRGE FE? FOCI OF I I i G/v LENGTH CF CURS OPENING INLETS WHEN INTZ?CE? T iNG 1 I 1 I ICC% CF GUTTER FLOW 1 - 1 1 1 I - IIII _ I I /,9 / 08 .10 i ▪ a � I 41 � / #';�% Q stsr,J U .4 3 i • CN CONTINUOUS GRACE 2'. 6 i I I 1 I .7 .6 i I I , _ I T I I I 6 -]9 FIGURE IS i .2 .3 .3 .6 .6 1.0 C. ?cC:TY CF CURS OPENING INLETS .1 .6 .5 4 .3 1 .2 .10 .08 .06 .05 0' .03 .01 6163 .10 C L 1 i 1 1 1 1 a 1 1 1 1 11 1 1 1 1 � I r I I I I 1 1 I I I I I I 1 1 1 1 1 • 1 I i I I 1 I 1 1 1; 1 1 I 1 ! ' I l l i 1 I I I 1 , 1 j� I j 1 I i ! 1 1 1 I . i t T7 T 1 I 1 I I I I I 1 1 1 ' —_�- - I I I I ,T` ,. I 1 T 1 1 1 / ' 1 I 1 r' 1 1 1 1 1 1 1 1 1 1 1 i I; I 1 1 1 1 1 1 I I I I I j! I 1 1 Tr I 1 I I i 1 i i I 1 I 1 1 I I 1 l j / 1 • 1 I. 1 1 I I 1 I I I I 1 i I I 1 mip ' I / , I , I I II ■ I i 1 1 I II 1 I I 1 I I j I I1 1 1 4{ I I I y ° i I I !I I I / I I I 1 11 I I I I II I I I I 4 1 1 \ I 1 11 r I 1 1 I 1 ; I I fy I O• S/ 1 ! 1 1' 1 1 1 1 1 ` I ' 1 I I I I 1 1 I ; 1 1 1 1 "AS I v I I I I II I I 1 1 I I r 1 , I 1 1 1 1 I 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 I I ! /' / /I , I 1 I I , ; 1 1 1 11' i I I 1 I ! I r I 1 1 11 I /I I I i l I I I I I I I I I 1 / j I I I I I ! I l I I I I I I I j i I I I I I // I I 1 I I I I 1 I 1 I 1 I 1 1 1 1 1 1 I I I I I I I I I I i I I 1 I I i I I II I I I I I I I I :1. • • • • • • • (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L • DEPTH O F FLOW - Y -FEET • as 06 0a i0 • 1 I 1 I • (c) CISCI-LaRGE FE? FOCI OF I I i G/v LENGTH CF CURS OPENING INLETS WHEN INTZ?CE? T iNG 1 I 1 I ICC% CF GUTTER FLOW 1 - 1 1 1 I - IIII _ I I /,9 / 08 .10 i ▪ a � I 41 � / #';�% Q stsr,J U .4 3 i • CN CONTINUOUS GRACE 2'. 6 i I I 1 I .7 .6 i I I , _ I T I I I 6 -]9 FIGURE IS i .2 .3 .3 .6 .6 1.0 C. ?cC:TY CF CURS OPENING INLETS .1 .6 .5 4 .3 1 .2 .10 .08 .06 .05 0' .03 .01 6163 .10 C L 1 i 1 1 1 1 a 1 1 1 1 11 1 1 1 • L = 31 -Jo ie = 3,&331 BA—sr") • �, 4t 2 Y Q 1•89 cFs • • • 3.833 4 1 3.34 • et 0./447 = C t tc a,ce 1619) = 0.12 F14 • w o r Niete cLeo r•� a L(Ct, tFrGoKt: l6 6) = 0.63 1,81 x 643 = (•(6 cf5 • G ertit �.� P oven 6.9 I.8y - 11(4 = O. cf %s. • ow( 6VTs✓.y 5 W *aC • • 120 coct3 oPP G s C/4GG!>ca}TDCAJ 3 H 8q ° 25'Iq' E 2 0Ob2 1 0 1 !lira sFl - (2023) O 1 O 3 S ET3ACK 206 16,153 SF (2025) -� ... N 215 41 ' 5,450 SF - 5 5c1 "4\58" I:l -- - 1 N 8'1 °23'24" -E I10.13',' ' (202 (2029) (2034) = 6504 SF ,4I4 SF O r »•, 100' 1 188 18 25 6;141 SF 12,298 Sr 186 5,613 SF ISSIOt AVENUE = 5,1 5F l ; ;: 3F ■9'560" E 3O 125 150 100' 1 _ 6 p 6,136 SF _.46-- 4,335 SF 42 1,131 SF 4 . SF 13,646 SF 104 8,320 SF 252 250 :1,614 SF 6,500 SP 122' 66 1,441 5F 1,3 5F ' ts,,, 65 10,11 SF 63 5,254 5F • , - . _154, 61 10,112 5F Y� 1 _1,454 SF . (10 o -,t,VJ., 20 2b 1 6500 SF 6,500 SF 6,500 SF 6,500 SF 65' 65' 1,5' 65',. RIVER 2 -_b ---- 265 143 158 '4,100 SF 110 L.5.0 M� 2615.78' 2&1 SF 6,131 SF 131' I- \ 541 SF 132' 85 1 m 10,066 282 6,506 Sf - 65' : h$.00 SF 65\ (2034) -- -° 280 6,500 SF 65' 6,500 SF (tt) Ct L1(a) 150 4 151 \,..6,525 SF 6,`. 25 SF \ _ - 15' 89 °48 E OVERLAND SITE DATA (1Uft) ( S(a) L1(b) 15' 15' 15 15' 15' (ttrtt) N(b) S(b) 4. (tt) L2 Z1 GUTTER 105' ,.GROSS PROPERTY SIZE NET DEVELOPED AREA RIO -IT OF HAY DEDICATION COMMON AREA b 0.023 _0. a8 O 0.016 0.8 O 0.016 _o.F08 5 0.023 C' 01 5 0.023 : (0.02 O 0.016 CL �Y38 5 0 f' ,0 02 O 0.016 0008 5 0.023 0 006 5 0.023 0015 5 0.023 15 5 0.023 ?. O1 5 0 _. 01 O " 0 . 016 " _0006 O 0.0160006 5 0.023 0.00 O 0.016 ^_0:008 5 0.023 0.006 0 0 016 1:0088 O 0 016 !0008 O 00 0024 36. 1,155 SF , (cu.ft.) (cu.ft.) 208 STORM (cu.tt.) VOLUME VOLUME IMPERV. PROV. PROV. AREA 18.2 ACRE 14.8 ACRE. D.W. SINGLE DOUBLE 0.15 250 0.4 0.008 0.15 590 0.15 400 0.15 150 0.15 700 0.4 0.008 0.4 0.0085 0.4 0.0088 0.4 0.0067 0.4 0.0086 300 400 420 680 110 190 80 3 170 8 230 250 370 220 1 560 390 180 850 850 3 12.38 12.38 3 3 12.36 3 12.38 3 3 3 3 3 12.36 12.36 3 1236 3 1236 1300 694 694 1950 108 504 82 1100 1625 181 289 975 975 450 1125 1300 450 1950 37290 20700 18000 cloy 694 694 4800 533 717 400 2050 4000 889 711 2400 2400 450 1125 3200 450 4800 1576 985 985 13260 14040 16100 2200 6800 1960 10200 10440 4200 5580 8000 6280 7280 15600 8000 5400 13940 4400 2750 2750 1 C1 .o 0.9 09 0.6 0.6 ® 0.3 0.6 0.3 0.6 ® 0.6 0.3 ® 0.3 99 0.3 0.3 0.9 0.3 0.9 0.6 39 0.9 t t i, IOC r6 C2- r PROJECT SPONSOR: S*N PROJECT SURVEYOR (Plat) YES NO N/A SUBMITTAL CHECKLIST PROJECT: Uld JAUL. (AZ/Leith/ KWttW4/'ALGA is D PROJECT ENGINEER (Road & Drainage Plans) GENERAL ITEMS PROJECT # F14 REVIEW # REVIEWER: e BE b3up96 TEL # # at/(i7 # 1 The $100.00 fee for plat review has been paid to Spokane County for this submittal 2 An agreement to pay fees has been submitted to Development Engineering Services 3 The fee agreement has been signed by the project owner or a principal of the developer's firm. If signed by an agent of the owner, written authorization from the owner is attached to the ee agreement Review ee account is current (no invoices over 30 days outstanding) i 5 I have noted the plans in, plans out dates on the pink sheet in the file 6 If the project is a mobile home park, were the plans reviewed by Planning? 7 2 copies of the plans were submitted 8 2 copies of the calculations were submitted 9 The plans are on 24" x 36" sheets GENERAL ITEMS (coot' d) 10. The calculations are bound together 11. The plans and calculations are stamped and signed / by a Professional Engineer ✓ 12. The developer has signed and approved the road and drainage plans _A11204445 13. Are there any conflicts between the proposed drainfields and any drainage ditches on the plat ckliotv3.0 /Aug93 14. Bowstring calculations by developer are in the file for this review. 15. Vertical curve stopping sight distance calculations by developer are in file for this review 16. Horizontal & vertical alignment sight distance calculations by developer are in file for this review 17. The engineer /developer has provided evidence of coordination with the electric utility servicing the project 18a. The file contains a Spokane County Section Map 18b. The file contains a Spokane County Assessors's Map 18c. The file contains an aerial photo of the proposed project area 18d. The file contains a corrected preliminary of the final plat map 19. The project is located in urban boundary area 20. The project is located in the Aquifer Sensitive Area 21. The project plan name matches the plat name 22. Is the entire project located outside of an identified Flood Plain Area? 23. Is the entire project is located outside of an identified Stormwater Management Problem Area? 2 GENERAL ITEMS (cont'd) 24. List any design deviation requests and their status: J 4 , af Put - 47 -/cp. , to At''PJ?,1 v fi ckli atv3. 0 /Au g93 25. Locate the Findings and Order for the project and list any unusual conditions: 23. Backcheck of previous comments completed 24. All previous comments adequately addressed 4 . 4.1 /4,) 5 3 ckliatv3.0 /Aug93 FIELD REVIEW 1. Field investigation trip made on 2. Report completed and put into file on 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe. 4. Are the drainage basins on the ground the same as those that are presented in the drainage report? 5. Are there any drainage channels directed toward property? 6. Are there any drainage channels directing water through the property? 7. Do County roads cut off drainage as per drainage calculations? 8. If there are culverts under county roads, does the flow go away from or toward the project? 9. What kind of ground cover exists? 10. Describe any existing channel conditions: 11. Describe channel cross section: 12. Existing Curb Type: 4 ROAD REQ'D WIDTH DESIGN MIN. /MAX. STOPPING SIGHT MIN. CURVE NAME CLASS. PAVED R/W TERRAIN SPEED GRADE DISTANCE HORIZ. VERT. cklintv3.0 /Aug93 ROAD PLANS 1. List any roads that must be designed and constructed on the project. 2. Planning conditions require submission of a landscape plan. (NOTE: Usually associated with PUD's) 3. I have checked the landscape plan against the road and storm drainage design and there are the following conflicts: 4. The following road plans have a bearing on the design of roads for this project and a copy is in the file: 5. I have sent an "R" value and percolation test request to the Construction Section with soils information and a layout of the project. "R" value test request to Designer (date) . 5 ROAD PLANS (cont'd) ckliscv3.0 /Aug93 6. Is the bench mark shown on the plans? 7. Are stationing equations shown? 8. Is stationing correct (south to north, west to east, reading left to right on the plan)? 9. Are existing utilities shown on the plans (or an information copy of the utility plans submitted)? 10. Are proposed utilities shown on the plans (or an information copy of the utility plans submitted)? 11. Does the note "Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." appear on the plans? 12. STREET WIDENING 12a. Are curb design sheets provided for widening of existing streets? 12b. Does the curb design conform to Spokane County Standards of section cross slope (Between 2% and 4.50)? 12c. Is there a street cross section shown for widening existing streets? 12d. Does the proposed new width match the width required in the Findings and Order? 12e. The cross - section shows: existing R/W proposed R/W future setaside 12f. 100' (min.) pavement taper into project is shown (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement. (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends from existing paving to R /W. 12g. Length of pavement taper out of project meets: WS` -- 60 for design speeds s 40 mph WS for design speeds > 45 mph ft . min. taperlengthapprovedbyCounty Traffic Engineer 12h. Transition from end of curb to existing paving is shown (curb should nose down in 12 ") 6 ROAD PLANS (cont'd) ckliatv3.D /Aug93 12i. A 4" -wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents) 12j. Are the curb grades above the county minimum of 0.8°%? 12k. If curb grades are below 0.8 %, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 13. NEW STREETS 13a. Does the proposed alignment meet Spokane County Standards? vertical slopes vertical curve length horizontal curve radius intersection separation 150' on local access 300' on arterials 13b. The plans show the typical cross section for streets 13c. Does the proposed street width match the Findings and Order? 13d. The cross - section shows: existing R/W proposed R/W future setaside 13e. Does the typical section on the plans meet Spokane County Road Standards? cross slope is shown cross slope is within standards cross slope is correct when checked on profile 13t. Curb type: shown proper type for the road classification meets Spokane County Road Standards for curbs within the public right -of -way consistent with the curb type in the general area 13g. Are the curb grades above the county minimum of 0.8%? 7 ROAD PLANS (cont'd) 13h. If curb grades are below 0.8 %, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 14. Has an "R" value test been performed for each soil group? 14a. The pavement section is adequate for the R -value and Traffic Index for the road type 15. Locations where water is intended to flow through an inlet or curb cut are at the low point in vertical curve 16. SIGNAGE PLAN 16a. Stop signs are shown for all streets which intersect an arterial (Check with County Traffic Engineer if there is a question) 16b. Street name signs are shown at all intersecting streets 16c. Is there a need for barriers at the end of dead end streets? 16d. Is there a need for other special signing? (Check with the County Traffic Engineer) 17. Has the Fire District approved all proposed private road turnarounds that are substandard according to our Spokane County Road Standards? 18. CURB RETURNS 18a. Are BCR, MCR, and ECR stations /elevations on curb returns shown on the plan? in the profile? 18b. Are the curb return elevations correct? 18c. Is there positive drainage from the road intersection to the MCR? 18d. Curb return radius meets County Standard minimum of 20' (to back of curb for rolled /wedge curbs, to face for vertical curb face types) 18e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline 8 ROAD PLANS (cont'd) ckliatv3.0 /Aug93 18f. BCR, MCR, and ECR elevations are set so that the superelevation between the intersection and the curbline is banked properly for right -hand turns into and out of the intersection roads (the road slopes from the intersection down to the flowline) 18f BCR, MCR, and ECR elevations at intersections without stop sign control are set so that the superelevation between the intersection and the curbline does not exceed: (ref. AASHTO) 100 (flat terrain) 8% (rolling terrain) 60 (mountainous terrain) 19. CUL - DE - SACS 19a. The cul -de -sac grades (top of curb) meet county cul -de -sac standards (1% min.) 19b. The cul -de -sac curb is shown in profile 20. INTERSECTIONS 20a. Do the intersections meet the 2% grade requirements? 20b. Wheelchair ramps are provided at intersections with sidewalks 20c. If there is a change of direction at the wheelchair ramps, are the ramps oriented so that: a 5'x5' pad is provided at the top of the ramp? the required 5'x5' landing zone at the bottom of the ramp is located inside of a line drawn 1' inside a line extended between the curb faces of the adjoining street at intersections? any drainage structures are located outside of the landing zone? 20d. The intersection horizontal sight distance analysis shows that sight triangle encroachment on private property is 2' or less 21. Is there a need for slope easements? 22. Is there a need for erosion protection? 9 ROAD PLANS (cont'd) cklistv3.0 /Aug93 23. DRIVEWAYS 23a. Can a driveway slope of 8% or less be maintained between the edge of pavement and the right -of- way? 23b. Can a driveway slope of 12% or less be maintained between the right -of -way and the building setback line? 10 cklietv3.0 /Aug93 DRAINAGE PLANS 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.? 2. Was a map with contours spot elevations submitted to properly determine drainage basins? 3. Were all existing drainage courses shown? 4. Were all the proposed drainage courses shown? 5. Were Hydrologic calculations submitted for each basin? (Bowstring if area s 10 acres, SCS TR -55 if area > 10 acres) Offsite (50 -yr storm if undeveloped, 10 -yr storm if developed) Onsite (10 -yr storm) Q for entire area Q for roads only INFILTRATION POND Actual pond volume provided DETENTION POND Release to pipe system: contain 50 -yr developed release at 50 -yr pre- developed secondary overflow to pipe in control structure for 100 -yr developed emergency overflow weir for 100 -yr developed sump prior to outlet to control structure 1' min. freeboard grassed sides /floor for publicly- maintained ponds sprinklersystemforpublicly- maintainedponds Retained on site, no drywell: contain 100 -yr developed emergency overflow for 100 -yr developed 208 SWALES 208 swale floor area, volume requirements 208 swale floor area provided 208 swale volume provided 11 DRAINAGE PLANS (cont'd) UNDERGROUND GRAVEL GALLERIES cklintv3.O /Aug93 1. .3 void ratio for gravel free space volume is used 2. Perc rate from field test is used to develop outflow rate 3. 10 -yr event volume is contained entirely underground 4. 100 -yr event volume is contained by a combination of underground storage and above ground storage up to 8" depth 5. 100 -yr event volume is contained by a combination of underground storage and above ground storage exceeding 8" depth 5a. Soil mixture is specified for water depth in pond exceeding 8" 6. Entire gallery is wrapped in filter fabric CONVEYANCE Conveyance pipes ditches gutter flow Backwater - Headwater - depth is less than gutter height pipes, ditches culverts Curb drop /curb inlets on grade (fig 16), sump (fig 17) Grates - sump (fig 15), continuous grade (fig 16) Riprap - stone gradation, pad dimensions 7. Soils type is "pre- approved" (Garrison, etc.,) for drywells without percolation tests 8. Does the drainage report identify the SCS soil groups for the project area and for the proposed roads to be built in the project area? 9. The drainage design maintains sheet flow patterns in natural watercourses 10. The drainage design maintains existing sheet flow patterns without concentrating flows 12 4 DRAINAGE PLANS (cont'd) ckliutv3.a/Aug93 11. Does the entire plat lie outside of designated 100 -year Flood Plain Area? 12. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area? 13. Is the max. street ponding in any part of a Zone "B" less than 1'? 14. Does the plat contain appropriate language limiting the lowermost opening in a structure located in a Zone "B" to not less than 1' above the lowest road elevation? 15. The drainage concept is compatible with planning commission requirements. 16. The difference between present and future flows is retained on the site. INLETS 1. The inlets shown are within the stream flow. 2. Inlets are shown on the low side of a road or at the low point of a vertical curve Curb type inlets are shown at sags and are properly sized. Perimeter does not include the side of the grate against the curb face (all grate types). Perimeter is divided by 2 for calculations where no curb opening (Type 1) is provided. Area = clear area - 2 for Type 1 grates) 4. There are no long curves with flat grades which pose a problem. . The centerline road stations, offsets, and invert elevations for all inlets are shown on: plans profile. 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets in county ROW, on private property other inlet type may be specified) (Type 1: D -2; Type 2: D -4) 7. A detail drawing of the grate /curb installation is shown on the plans and includes the 2" depression and transitions as per county standards for grates that are located within 13 1 DRAINAGE PLANS (cont'd) cklietv3.0 /Aug93 county ROW, or referenced to SCRS std. detail D -8 8. A curb cut detail is shown on the plans with the new county back drop with transitions and a 2" depression for curb cuts inside county ROW, or referenced to SCRS std. detail B -15 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road easements. 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet. 11. Catch basin or special manhole details are shown or a standard drawing is specified. 12. Critical low points in the drainage system have been provided with overflow easements. 208 SWALE SYSTEMS 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are required. 2. The swale bottom and sides have sod or grass turf specified. 3. Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12" deep. Should only be allowed where constrained by obstacles) 4. If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets Spokane County Guidelines. 5. Drywell is: located within 8 feet of the curb line, or a maintenance access route and easement are provided 6. Drywell stationing is staggered from the inlet by at least 4' 7. Multiple drywelis are located more than 30' (center- center) apart 14 DRAINAGE PLANS (cont'd) ckli�c:�. 8. Soil type is appropriate for drywells (perc rate z 72 " /hr) if not: 8a. overflow from a swale at a low point will be directed away from building pads by an identified easement over improved ground an existing natural drainage channel covered by an easement 9. Drywell location does not conflict with underground utilities. 10. Drywell type is specified. 11. Drywell grate type is specified (Type 3 -std. detail D -7) 12. Drywell grate elevation is: below the invert at the curb inlet between 6" and 8" above the swale floor elevation 13 Does the note: "Wrap the drywell with a filter fabric (Amoco 4545 or equivalent)" appear on the plans? 14 Swale floor elevation is: specified between 6" and 8" below the drywell grate elevation at least 6" below the normal gutter flowline at the curb inlet for swale without a drywell at least 8" below the normal gutter flowline at the curb inlet for swale with a drywell 15 Swale floor dimensions are shown minimum area is shown the area matches the required area from the 208 calculation for impervious areas. 16 Easements for the 208: are shown on the drainage plans are shown on the subdivision plat are of adequate size to contain at least 6" freeboard above the max. water surface elevation for the design storm are tied to the lot corners. 17 The side of the swale that is the furthest distance from the street should have a top of swale elevation that is higher than the highest water level of the swale. 15 1 DRAINAGE PLANS (cont'd) DRAINAGE PLANS (cont'd) ckliatv3.0/Aug93 18. The invert at the curb inlet is at or above the max. water surface elevation for the design storm 19. Filter fabric is specified for the gravel envelope around the drywell is specified between the drywell and the gravel envelope installation specification is adequate. 20. Irrigation plan for County - maintained 208 swales Lot plans submitted on 208 LOT PLANS 1 . Lot plans are required; submitted on 2. The 208 lot plans show: the lot number, block number, subdivision name, date drawn, scale, and north arrow. dimensions to lot corners drainage easements setback requirements swale floor elevation swale floor dimensions rim elevation if drywells are present curb cut station, offset, invert and length any drainage ditches shows depth from the top of the curb an attached cross section of the swale or ditch 3 Lot plans have been stamped by a professional engineer on all pages 4. Lot plans are of sufficient scale to maximize the lot size to the 8 1/2" x 11" paper size. (Drawings may be on plain white paper) 5. 208 lot plans were approved on CULVERTS AND PIPE SYSTEMS 1 The road culverts are at the low points of stream flow. 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18" in diameter and 1.5 diameters for culverts greater than 18 ". There is a minimum of 12" of cover for all culverts and storm sewer pipes 16 k 4. The designer has provided a letter from the pipe manufacturer certifying that the intended pipe is suitable for cover less than 3' (PVC), 2' (CMP, RCP), 1' (HDPE /ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas 5. The minimum velocity within the pipe system is 4 feet per second at design flow in a backwater condition. (Note: The County Engineer may permit lower velocities) The backwater calculations show a minimum freeboard of 0.75 feet for each catch basin or manhole. 7. The minimum culvert and pipe slope is 0.5% and all pipes meet or exceed this standard. 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning. 9. At locations where two different pipe sizes enter the same manhole the 0.8 diameter points of each pipe are at the same elevation. (Note: Exception allowed for drop manholes) 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller. 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system that contains pipes that over 18" in diameter. 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe that is allowed for connection of inlets to catch basins or drywells, if the length does not exceed 44 LF and the velocity is at least 4 fps). 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate easements for maintenance. 14. Inlets on the same slope are located so that the maximum width of spread for the gutter flow does not exceed 6' (from curb face for Type "A" or "B ", from back of curb for Type "R ") 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, and inverts DRAINAGE PLANS (cont'd) cklietv3.0 /Aug93 17 cklietv3.0 /Aug93 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in private systems may be as specified by the design engineer) 17. The culverts shown are properly stationed from centerline stationing. 18. Does the drainage system configuration avoid conflicts with underground utilities? 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans? 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans. 21. The rip rap that is shown for the drainage plans is adequate for the culverts where erosion is a concern and the engineer has submitted acceptable rip rap design calculations. 22. Pipe anchors are shown for pipe grades greater than 15%. 23. There are no instances where water is trapped against a fill with no culvert shown. 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches. 25. Ditches with eroding velocities have a proper lining for erosion protection. 26. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage plans. 27. Where the ditch profile passes from cut to fill the flow has been properly disposed of. EASEMENTS 18 ckliatv3.0 /Aug93 1. Adequate drainage easements are shown for maintenance of drainage ditches or pipe systems. 2. There are easements proposed or existing for natural channels which cross the property. 3. An easement was provided where street drainage was diverted onto private property. 4. The perpetual maintenance of private systems has properly been provided for. 5. The maintenance of drainage systems within Spokane County ROW has been properly provided for. 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and /or engineer who is involved with the platting work. 7. Pre - existing drainage easements on this parcel are not affected by this plat 8. Overflow easements are provided from swales /ponds located in low points MISCELLANEOUS 1. QC check of review completed at it 2. Bond quantities for drainage item calculated (date) (init.) 3. Vertical curve sight distance worksheets done (date) (init.) 4. Vertical curve geometry worksheets done (date) (init.) 5. Drainage volume worksheets done (date) (init.) Stamped road mylars to Permit Tech. (Sylvia /Suzanne) 7. Stamped lot plans to Admin. Asst. (Sandy) 19 Reference ( Calculation:, P% ;, A; (I$bt /-1 j f 1! 1 i _L 1 — z7 24 a iii _`1' ,77 leo La-! rt ^shs LIT I ! � _ I L7 Plitt 4_ IT I -�z 1 ; , °` 1_ ; k j _i "7" . .,5 �� 7 '/ `; 1 �j / L—� 1 _ i�J 1 ' D-) • Lam_ + l • 4 ! I I - ..- 1-4 .(a , 35 ..T , ,e, __ it � . :, . - - k Lei-_ 1 09 1 .k /.r $ ._ 7 .. __ . + iLJ 1 1 _ __. tt, 1 ?'6 �' Li I `` I 1 1 04-)s o. 1 J TFT I. i,vi 9 s 5 a, L :- (1 Lt.g+ti- 1 p -- d,� t� e. <d t -i- -G _, t(F r- r gob 5-7711e- s � t7 � Lte� -n) � '& 1 + Ft s pp, H: L �14 a,oz , L 1 1 - /41:b_3- ,p ) I _ 4 - T y � 7 lt' 4 F — r-. • S ' ± >5tc. V , a T 3 s) U"�"t - sr 1 •41 !I I t 7 1 3 .c of L1e?Ml ll „S{C 1 • . , C ps en f_I r =t12 L.1 t - /3.j0-4o + 3( 1 c r , L -31 11 — i t ` --, i-- LI Li • Description: *WO 2M 7fd Calc. by: Date: 6220 Checked l: Date: • Notes: • • SPOKANE LINTY CALCULATION SHEET OFFICE OF COUNTY ENGINEERS Project No.: / /4 Title: .lid2uok Sheet of BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 1 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: A REVIEWER: Parry Tc (overland) Tc (gutter) Areas 'C' At NUMBER OF DRYWELLS PROPOSED DATE: 18- Jan -95 0 Single (type A) 1 Double (type B) Ct = 0.15 L2 = 2 0.31 0.90 0.27 Total Area (rout.) (see HI) 1.50 Z1 = 3 1.19 0.15 0.178 Time of Conc. ( ®lc.) (see Hi) 25.20 Li (A) = 460 Z2 = 3 0.00 0.90 Composite • C' (talc) (see Hi) 0.31 N(A) = 0.4 B = 2./5, 0.00 0.20 Time of Cone (min) 25.20 S(A) = 0.01 n = 0.00 0.00 Area (Acres) 1.5 s = 0.008 0.00 0.00 C' Factor 0.31 Tc (A) = 13.65 d = 0.165 0.00 0.00 Impervious Nee (eq. Q.) 3975 Total A Comp 'C' Volume ProAded 208: 44 storm: 124 L1(B) = 0 Tc (gu) = 11.55 1.50 0.31 Outflow (cts) 1 N(B) = 0 Tc(A +6) = 13.65 Area • C Factor 0.46 S(8) = 0 0= C•I•A= 0.55 Tc(tot.) = 25.20 0(est) = 0.55 #1 #2 #3 #4 #5 #6 #7 Tc (8) = 0.0 Intensity= 1.20 Time Time Intensity 0 dev. V In V out Storage A = 0.535425 Inc. Inc. WP = 3.7936 (min) (sec.) (in/hr.) (cfs) (cu. ft) (cu. R) (cu. ft) R = 0.1411 ( #1 (A•C•#3) (Outf.•#2) ( #5 - #6) V = 1.03 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 0.03 25.20 1511.72 1.20 0.55 1 1 1 5 1511.72 -396 Tc (overland) = CP ((i •N /S' 0.5) "0.6) Q(est) = 0.55 Ct = 0.15 5 300 3.18 1.45 585 300 285 Li = Length of Overland Flow Holding = 0.03 10 600 2.24 1.02 824 600 224 N = hicdon factor of overland now (.4 for average g'ess cover) 15 900 1.77 0.81 977 900 77 5 = average slope of overland flow 20 1200 1.45 0.66 1067 1200 -133 Tc (gutter) = Lengh (It jNeloclTy (1tJsec.)/60 25 1500 1.21 0.55 1113 1500 -387 6 = Bottom wwcth of gutter or ditch 30 1800 1.04 0.48 1101 1800 -699 Z1 = inverse of crass slope one of ditch 35 2100 0.91 0.42 1088 2100 -1012 Z2 = inverse of cross sbpe two of ditch 40 2400 0.82 0.38 1093 2400 -1307 d = depth of flow in gutter (estimate check estimate with Flow) 45 2700 0.74 0.34 1088 2700 -1612 Area = d'6+d'22 +22) 50 3000 0.68 0.31 1093 3000 -1907 Wetted perimeter = B•d+( 1/ sin (atn(1 /Z1)) +1 /sin(atn(i/Z2))) 55 3300 0.64 0.29 1117 3300 -2183 Hyaaulic Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.28 1148 3600 -2452 Velocity = 1.486/n•R 567's' 65 3900 0.60 0.27 1212 3900 -2688 Flow = Velocity•wea 70 4200 0.58 0.27 1251 4200 -2949 n= 0A16for asphalt 75 4500 0.56 0.26 1285 4500 -3215 s = longitudinal slope of gutter 80 4800 0.53 0.24 1289 4800 -3511 85 5100 0.52 0.24 1336 5100 -3764 90 5400 0.50 0.23 1353 5400 -4047 95 5700 0.49 0.22 1393 5700 -4307 100 6000 0.48 0.22 1430 6000 -4570 DRAINAGE POND CALCULATIONS Required gassy svale pond storage volume = Impervious Area x .5 In./ 12 In. /(t = 166 cu. h. provided: 44 cu. ft No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 285 cu. ft provided: 124 cu. It No Good Number and type of Drywalls Required = 0 Sing 1 Dote BOWSTRNG METHOD (TEN YEAR STORM DESIGN) PROJECT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: A REVIEWER: Parry NUMBER OF DRVWELLS PROPOSED DATE: 18- Jan -95 0 Singe (type A) 1DOUble (type B) Ct = 0.15 L2 = 2 0.31 0.90 Total Area (talc.) (see 111) 1.50 Z1 = 3 1.19 0.15 Time of Cana (talc.) (see H1) 25.20 L1 (A) = 460 Z2 = 3 0.00 0.90 Composite 'C' (talc) (see 111) 0.31 N(A) = 0.4 B = 2 _ 0.00 0.20 Time of Con (min) 25.20 S(P) = 0.01 n = 0.023 0.00 0.00 Area (Acres) 1.5 s = 0.008 0.00 0.00 C Factor 0.31 Tc (A) = 13.65 d = 0.13 0.00 0.00 Impervious Area (sq. R.) 3975 Total Comp 'C' Volume Provided 208: 44 storm: 124 Li (B) = 0 Tc (gu) = 11.55 1.50 0.31 Outflow (cfs) 1 N(B) = 0 Tc(A +B) = 13.65 Area • C Factor 0.46 S(B) = 0 Q =C•*A= 0.55 Tc (fot) = 25.20 Q(est) = 0.56 #1 #2 #3 #4 #5 #6 #7 Tc (B) = 0.0 Intensity = 1.20 Time Time Intensity 0 dev. V In V out Storage A = 0.4082 Inc. Inc. WP = 3.5722 (min) (sec) (in/hr.) (cfs) (cu. ft) (cu. ft) (cu. ft) R = 0.1143 ( #1'60) (A*C*#3) (Out.• #2) ( #5 - #6) V = 1.36 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 01.02 25.20 1511.72 1.20 0.55 1115 1511.72 -396 Tc (overland) = CV' VI•NIS ° 0.5)''0.6) Q(est) = 0.56 _ _ Ct = 0.15 5 300 3.18 1.45 585 300 285 L1 = Length of Overland F low Holding = 0.03 10 600 2.24 1.02 824 600 224 N = fiction facto' of ovaland Row (.4 for average Bass cover) 15 900 1.77 0.81 977 900 77 S = average slope of overland now 20 1200 1.45 0.66 1067 1200 -133 Tc (gutter) = Length (ft.Welocity (ft. /soc.)jO0 25 1500 1.21 0.55 1113 1500 -387 B = Bottom wtIh of gutter or ditch 30 1800 1.04 0.48 1101 1800 -699 Z1 = inverse of crass sbpe one of ditch 35 2100 0.91 0.42 1088 2100 -1012 Z2 = inverse 01 cross sbpe two of ditch 40 2400 0.82 0.38 1093 2400 -1307 d = depth of flow in gutter (estimate, check estimate with Flow) 45 2700 0.74 0.34 1088 2700 -1612 Area = d'B +d "22'(21 +Z2) 50 3000 0.68 0.31 1093 3000 -1907 Wetted perimeter = B•d+( 1 /sin(atn(121)) +1 /sln(atn(122))) 55 3300 0.64 0.29 1117 3300 -2183 Hyrtaulic Radius = R = Area /Wetted Perimeter 60 3600 0.61 0.28 1148 3600 -2452 Velocity = 1.486/n'R ".667'8 ".5 65 3900 0.60 0.27 1212 3900 -2688 Flow = Veloclty•Area 70 4200 0.58 0.27 1251 4200 -2949 n = 0.016 for asphalt 75 4500 0.56 0.26 1285 4500 -3215 8 = longttutllnel slope of gutter 80 4800 0.53 0.24 1289 4800 -3511 85 5100 0.52 0.24 1336 5100 -3764 90 5400 0.50 0.23 1353 5400 -4047 95 5700 0.49 0.22 1393 5700 -4307 100 6000 0.48 0.22 1430 6000 -4570 DRAINAGE POND CALCULATIONS Required gassy swale pond storage volume = Impervious Area x.5 In./ 12 In. /ft. = 166 cu. ft. provided: 44 cu. ft. No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 285 cu. ft provided: 124 cu. It No Good Number and type of Crywells Required = 0 Single 1 Double Tc (overland) Tc (gutter) Areas 'C' A'C 0.27 0.178 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROICT: P1414 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: A (roads onl) REVIEWER: Parry Tc (overland) Tc (gutter) Areas A*C NUMBER OF DPYWELLS PROPOSED DATE: 18- Jan -95 0 Single (type A) 1 Double (type 6) Ct = 0.15 L2 = 123 0.09 0.90 0.0821 Total Area (talc.) (see H1) 0.09 Z1 = 0.16 0.00 0.90 Time of Conc. (mlc.) (see Hl) 11.55 LI (A) = 0 Z2 = 12.04 0.00 0.90 Co mposlte C (ml c) (see H1) 0.90 N(A) = 0.016 B= 0 0.00 0.20 Time of Cone (min) 11.55 5(A) = 0.0225 n = 0.016 0.00 0.00 Area (Acres) 0.0912534 s = 0.008 0.00 0.00 C' Factor 0.90 Tc (A) = 0.00 d = 0.14 0.00 0.00 Impervious Area (sq. R.) 3975 Total A Comp '0' Volume Provided 208: 44 storm: 124 L1 (B) = 0 Tc (gu) = 11.55 0.09 0.90 Outflow (c15) 1 N(B) = 0 Tc(A +B) = 0.00 Area • C' Factor 0.08 5(B) = 0 0= C•I•A= 0.17 Tc(tot.) = 11.55 O(est.) = 0.16 #1 #2 #3 #4 #5 #6 #7 Tc (B) = 0.0 Intensity = 2.09 Time Time Intensity 0 dev. V In V out Storage A = 0.11956 Inc. Inc. WP = 1.8332 (min.) (sec) (in /hr.) (cis) (cu. ft) (cu. It) (cu. ft) R = 0.0652 ( #1 (A•C• #3) (Oud. ( #5 - #6) V = 1.34 Tc (total) = Tc (overlanc + Tc (gutter) Tc(gu) = 1.52 11.55 693.00 2.09 0.17 160 693.00 -533 Tc (Overland) = Cr (Li •N/S "0.5) "0.6) 0(05t) = 0.16 Ct = 0.15 5 300 3.18 0.26 105 300 -195 L1 = Length of Overland Flow Holding = 4.38 10 600 2.24 0.18 148 600 -452 N = MOM meter Of overland flow (.4 for average gess cover) 15 900 1.77 0.15 165 900 -735 S = average slope of overland flow 20 1200 1.45 0.12 171 1200 -1029 Tc (gutter) = Lenghl (R.)/Velaclty (11. /sec.)l60 25 1500 1.21 0.10 172 1500 -1328 B = Bottom won of gutter or ditch 30 1800 1.04 0.09 174 1800 -1626 Z1 = inverse of crass sbpe one of ditch 35 2100 0.91 0.07 175 2100 -1925 Z2 = inverse of cross sbpe two of ditch 40 2400 0.82 0.07 177 2400 -2223 d = depth of flow in gutter (estimate check estimate with Flow) 45 2700 0.74 0.06 178 2700 -2522 Area = d•B +d "22•(Z1+Z2) 50 3000 0.68 0.06 181 3000 -2819 Wetted perimeter = B• d+ 1 /sIn(atn(121)) +1 /sln(atn(122))) 55 3300 0.64 0.05 186 3300 -3114 Hyrrautic Radius = R = Area/Wetted Perimeter 60 3600 0.61 0.05 192 3600 -3408 Velocity = 1.486/o'R ".667's ".6 65 3900 0.60 0.05 204 3900 -3696 Flow = Veloclty'Aree 70 4200 0.58 0.05 211 4200 -3989 n = 0.016 for asphalt 75 4500 0.56 0.05 218 4500 -4282 5 = longitudinal slope of gutter 80 4800 0.53 0.04 219 4800 -4581 85 5100 0.52 0.04 228 5100 -4872 90 5400 0.50 0.04 231 5400 -5169 95 5700 0.49 0.04 239 5700 -5461 100 6000 0.48 0.04 246 6000 -5754 DRAINAGE POND CALCULATIONS Required gassy swale pond storage volume = Impervious Area x .5 1n./ 12 In. /ft. = 166 cu. ft. provided: 44 cu. R. No G00d DRVWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 0 cu. It provided: 124 cu. ft OIO Number and type of Drywalls Required = 0 Singe 1 Double II PROJECT P1414 HEC12 Version: V2.91 Run Date: 01 -18 -1995 INLET NUMBER Al LENGTH 3.8 STATION 11 +50 RT Indi TOTAL PEAK DISCHARGE = 0.17 (cfs) GUTTER SLOPE = 0.0080 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 2.11 1.4 0.67 0.0830 4.2 . 0.99 3.1 0.180 0.198 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 2.1 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.17 CFS CARRYOVER= 0.00 ■ North Idaho Engineering, Inc. 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 December 8, 1994 Edward J. Parry, Jr., P.E. Plans Review Engineer Spokane County Engineering 1026 w. Broadway Avenue Spokane, WA 99260 -0170 SUBJECT: P1414 - Riverwalk First Addition 4 Submittal Gentlemen: The comments of the 3` review, dated October 20, 1994, have been addressed and are outlined in the enclosed REVIEW RESPONSE. These corrections have been marked in color on the revised prints. Enclosed with this resubmittal are 2 copies of the revised plans and calculations, as well as the "ORIGINAL" redline plans and calculations from the 3` review. At this time the entire road drainage plans for the entire plat can not be submitted as a group because the entire P.U.D. has not been approved. As can be seen in the REVIEW RESPONSE, all review comments from the 3 review have been addressed. Please accept this final submittal and authorize the Riverwalk First Addition street and storm drainage plans for signature. If you have any questions about this resubmittal, please contact us at (208)667 -1171. Thank you. Very T ly1Yours, I •s o IEn! n= I 1 g, Inc. if A. HUNT encls: Plans (2 sets marked in color) Calculations (2 copies) Review Response Curb grade calculation worksheets cc: Edward Dean, Dean Building Corp. Brian Housley, Stanton Development Co. Project file At y Si DEC 1 21994 SUBMITTAL #: 3 PROJECT #: P1414 PROJECT NAME: Riverwalk First Addition 1 °t Review PLANS REVIEW RESPONSE COUNTY REVIEWER: Ed Parry DATE: 8 December 94 REVIEW COMMENTS NOT ADDRESSED FORM PREVIOUS SUBMITTAL 2. Developers approval signature will be needed prior to plan approvals. Developers approval signature on plans. 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed. Letters from WWP have been enclosed with this fourth submittal indicating coordination with the electric utility. 11. Indicate Block & lot #'s north of Indiana. Lots north of Indiana Avenue have been numbered per the P.U.D. submitted for approval. There are no block numbers in Riverwalk. 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property. Sight triangles are shown on this submittal and easements will be provided for on the final plat for Riverwalk First Addition. 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review. A proposed plan for mitigation measures on the east bound off ramp of I -90 has been submitted for review to WSDOT. 2n Review PLANS Sheet 2 of 6 6. Provide temporary cul -de -sac at end of Indiana Avenue [provide confirmation from fire District #1 that a cul -de -sac is not required at The end of Indiana Avenue] A letter form Fire District #1 has been enclosed with this submittal which indicates that temporary cul -de -sacs will be required at the end of Clark Fork St. (now Harmony Lane) and Colorado River St. (now McMillan Lane). A temporary cul -de -sac has been provided on McMillan Lane and Harmony Lane has been extended to intersect with Mission Avenue, thus eliminating the need for that cul -de -sac. REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 2 OF 18 Sheet 4 of 6 I. Ralamath River Street [now Baldwin Lane]. 1. Stop signs are not provided at intersection of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County. Stop signs have been removed. Street signs have been provided at intersections. II. Allegheny Avenue [now Augusta Lane] 1. Stop signs are not provided at intersection of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County. Stop signs have been removed. Street signs have been provided at intersections. Sheet 6 of 6 [now sheet 10 of 10] 5. Sidewalk Detail a. Plan view (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half - delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street. Option (c) has been used in this resubmittal. Curb radiuses have been adjusted to allow for the 5' x 5' landing zone at the base of each pedestrian ramp. CALCULATIONS 3. Page 1: Runoff form portion of the parcel to the east appear to run into the site [Need to design for the worst of two cases: (1) future phases are not constructed to cut off drainage from area outside of phase limits; and (2) future phases are constructed which change the surface characteristics and flow patterns] A temporary earth berm has been placed at the project boundary to manage storm runoff. RESPONSE TO REVIEW COMMENTS BASED ON THE PLANS AND CALCULATIONS IN THE 3 RD SUBMITTAL PLANS Sheet 2/10 1. Where existing County roads are widened in conjunction with a development, an approach to the County road is typically REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 3 OF 18 constructed to meet the widened County road edge of paving, with any tapers or acceleration /deceleration lanes as necessary. The curb from Indiana should be constructed around to the curb return point for the widened Barker Road, with tapers inbound and outbound of the Barker /Indiana intersection (see comments for sheet 6/10). The curb returns are to be constructed with the first addition and in /outbound lanes will be provided, see response on sheet 6/10. 2. Provide a spot elevation on the sidewalk intersection at the SE corner of Barker /Indiana; coordinate with the floor elevation of the swale along Barker Road, the drywell rim elevation at 0 +62 RT (Indiana), and the road sections to ensure that proper sideslopes are provided. A spot elevation on the sidewalk at the SE corner of the Barker /Indiana intersection at station 0+68.99 offset 26.50' RT. This spot elevation is 2026.76. The grate elevation of the drywell at 0 +62 RT is 2026.36, 0.40 below the spot elevation. This spot elevation is located at the offset for the back of sidewalk on Indiana and is governed by the typical section for Indiana Avenue. This will provide a slope on the Barker Road swale of 6:1 which meets the minimum 5:1 slope requirement on Barker Road. 3. Coordinate CR elevations at Barker /Indiana (NE) with sheet 6/10. CR elevations at the Barker /Indiana intersection have been recalculated and correspond with sheet 6/10. 4. Culvert at 0 +56 LT to 0 +76 LT. Culvert has been eliminated. 5. Note invert elevation of all inlets (typically the normal gutter flow line elevation). Invert elevations for all inlets have been calculated and shown on plans. 6. Coordinate drywell rim elevation (typically CL - been recalculated and are elevation is typically CL that a number of drywells the hydrology study. elevation with the swale floor 0.88'). Drywell grate elevations have shown on the plans. The grate - 0.36' on Indiana Avenue. Please note have been added with the revision to 7. Stubouts for future roads with curbing are typically constructed in the current phase to minimize construction impacts in the future. Designer will need to evaluate and manage runoff from the area down station of 6 +15 LT (Indiana). The stubout for the northerly extension of Harmony Lane will be installed with the First Addition and is shown on the revised plans. The runoff down station of 6+15 LT is being managed by the additional curb inlets and drywell as shown on the revised plans and in the revised hydrology study. III REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 4 OF 18 8. The disabled access ramp configuration at Indiana /Harmony Lane (SW) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramp. 9. indicate for all check berms: a. Station b. Elevation at top of berm c. Elevation at upstream toe of berm d. Elevation at downstream toe of berm The centerline station, top of berm elevation, upstream toe of berm elevation, and downstream toe of berm elevation have been indicated for all check berms and is incorporated into a table as shown on the revised plans. 10. The disabled access ramp configuration at Indiana /McMillan Lane (SW & SE) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp locations as needed. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 11. Provide facilities at the plat boundary to manage stormwater runoff from lots and paving east of McMillan Lane. A temporary earth berm has been placed along the easterly plat boundary to prevent stormwater runoff from leaving the plat area. This berm will redirect the runoff to the drywell on Indiana avenue until Phase III is constructed, at which time the earth berm will be removed and runoff from this area will be incorporated into the Phase III stormwater facilities. 12. Profile: Indicating the inlet stations would be helpful. Curb inlet stations and elevations have been provided in the profile. Sheet 3/10 1. Build out Harmony curbline to CR point on Mission Ave (see comments for sheet 8/10). Curb returns will be installed as part of the First Addition. 2. Add "slope" to easement designation. The easement designation has been changed to include sidewalk, drainage, slope and utilities. 3. Coordinate drywell rim elevation (27.83) with swale floor elevation (27.06) at 16 +09LT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 5 OF 18 treatment. The swale rim may be located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided. This drywell has been moved because of conflicts with an installed sewer service. In addition several new drywells have been installed throughout Riverwalk First Addition. The drywells have been recalculated throughout the project and the private roads have a typical drywell grate elevation of CL - 0.78' which places the grate elevation 0.50' above the swale floor. 4. Provide a Drywell at the low point at station 19 +25 LT & RT. Drywells have been provided for at this low point and at other areas throughout the project. The drywell for station 19+25 LT is located at station 25+40 LT because of an installed sewer service. 5. The configuration of the disabled access ramp to sidewalk at Baldwin Lane and Augusta Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. Sheet 4/10 I. Baldwin Lane 1. Provide a drywell at the low point at a. 10 +53 LT b. 14+25 LT & RT Drywells have been provided for at these low points and at other areas throughout the project. 2. Provide a means for the runoff from McMillan to bypass the sidewalk ramp at Baldwin /McMillan, and to reach the low point at 14 +25 RT (Baldwin), of provide a drywell. A drywell has been added to accept the runoff from McMillan Lane. 3. Coordinate drywell rim elevation (28.45) with swale floor elevation (27.66) at 10 +53RT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may be located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided. This drywell has been adjusted to provide the proper grate elevation. In addition several new drywells have been installed throughout Riverwalk First Addition. The drywells have been recalculated throughout the project and the private roads have a REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 6 OF 18 typical drywell grate elevation of CL - 0.78' which places the grate elevation 0.50' above the swale floor. 4. The configuration of the disabled access ramp to sidewalks at Harmony Lane and McMillan Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 5. Profile: a. Note tangent grade between the reverse vertical curves at PVI 13 +50 & PVI 14 +25. The tangent grade between PVI's is -1% as shown on the revised plans. II. Augusta Lane 1. Coordinate BCR elevation at 10 +33.97LT with road section: need to provide a minimum 2% cross -slope from CL to e/p outside of the curb return area. BCR, MCR, and ECR stations and elevations have been recalculated throughout the project due to the curb radii changing to provide the 5' x 5' landing zone at the base to the pedestrian ramps. These new stations and elevations are as shown on Curve Data Tables throughout the plans. 2. The configuration of the disabled access ramp to sidewalks at Harmony Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radius have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 3. Profile: a. Note finished grade elevations at end of paving. b. Note a 4:1 gradeout to existing surface from the end of paving. The finished grade elevation of 2030.59 and the 4:1 gradeout have been shown on the revised plans. Sheet 5/10 1. Note MCR stations on temporary cul -de -sac, indicate station & elevation in profile. The MCR stations, offsets, and elevations have been included in the profile along with the information for BCR's and ECR's previously provided. 2. Need to address how runoff in the swale will flow past the sidewalk ramps, of provide drywells at 19+15LT & RT (t). A REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 7 OF 18 drywell has been added at 19+17 LT and a 10" CMP has been used to bypass the sidewalk at 19+25 RT. 3. Provide a sight distance easement over Lot 46: dimension easement limits from property corners. The sight easement has been indicated and dimensioned on the revised plans. The easement will be dedicated upon the recordation of the final plat for Riverwalk First Addition. 4. Coordinate drywell offset at 22 +39 RT with road sections; drywell CL may be located up to 8' from the e/p of curb face without special maintenance access provisions. The drywall as station 22 +39 RT is to be located at an offset of 17' from CL. This provides and offset of 3' from the e/p which puts it on the 3:1 slope of the swale area and has a grate elevation 0.50' above the swale floor. 5. Need to address how runoff in the swale will flow past the sidewalk ramps, or provide drywells at 20 +33LT. A drywell has been added to accept the runoff on McMillan Lane. 6. The configuration of the disabled access ramp to sidewalks at Baldwin Lane and Indiana Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. Sheet 6/10 (Barker Road 10 +00 to 23 +00) 1. The configuration of the disabled access ramp to sidewalks at Mission Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radius have been changed to provide the required 5' x 5' landing zone at the base of the ramp. 2. Build out the Mission Avenue curbline to the CR point on Barker, and provide a taper length equal to 1/2WS (where W = width of added paving, S = design speed (45 mph for Principal Arterials)) in this phase. Curb should nose down in 12" beyond the CR. Note "start taper" and "end taper" stations. The curb return at the Barker /Mission intersection will be constructed with this phase and the curb is to nose down in 12" beyond the CR. The taper lane has been designed as shown on these plans REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 8 OF 18 with .a start taper at station 10 +50.02, and an end taper at 13 +88.02. This taper lane is to be constructed as part of this phase also. 3. Note: Revise to read "Phase II of Phase VI whichever occurs first ", as agreed in our meeting of 4 aug 94. be advised that the Conditions of Approval require that improvements to Mission and Barker adjacent to phase VI must be constructed prior to the County issuing a building permit on that parcel. The note for the shaded area on Barker Road has been revised to read Phase II or Phase VI, whichever occurs first. 4. Consider installing an additional inlet (or inlets) between 14 +50 RT and the Barker /Indiana CR (SE)... the number in inlets on Barker between Mission and Indiana have been increased to 5 as shown on the revised plans. 5. Show drywell at 18 +95RT(f); coordinate with sheet 2/10, and install in this phase. Add note to grade roadside ditch in phase I to drain to drywell. The drywell at 18 +95 RT (±) has been shown and the note to grade roadside ditch to drain to drywell has been added to the revised plan. 6. Build out Indiana RT curbline to CR point on Barker, and provide an inbound taper length equal to 10W, where W = width of added pavement. Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. The curb return at the Barker /Indiana intersection will be constructed with this phase and the curb is to nose down in 12" beyond the CR. The taper lane has been designed as shown on these plans with a start taper at station 17+34.61, and an end taper at 18+84.61. This taper lane is to be constructed as part of this phase also. 7. Build out Indiana LT curbline to CR point on Barker, and provide an outbound taper length equal to WS = 3, where W = width of added pavement, S = design speed (45 mph for Principal Arterials). Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. The curb return at the Barker /Indiana intersection will be constructed with this phase and the curb is to nose down in 12" beyond the CR. The taper lane has been designed as shown on these plans with a start taper at station 19 +63.63, and an end taper at 21 +88.63. This taper lane is to be constructed as part of this phase also. 8. Coordinate CR elevations (NE) with sheet 2/10. CR elevations at the Barker /Indiana intersection have been recalculated and correspond with sheet 2/10. 9. A sight distance easement will be needed over the adjacent REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 9 OF 18 parcel to the north. The sight triangle has been shown on the revised plans with distance from the property corners. The easement for the sight triangle will be dedicated by a separate instrument. 10. Shading does (not) show clearly on the plans submitted. Existing features are typically shown in standard line widths; work in the current phase is typically shown in bold; future work is typically shown in half -tone. The revised plans show the intended shading. The quantity of information displayed on the improvement plans inhibited the quality and legibility of the improvement plans when bolded, thus line weights were not changed. 11. Clearly show the boundaries of Parcel #8109180257 at the existing R /W. The existing boundary of Parcel #819180257 has been shown with a bold line as noted on the revised plans. 12. A slope easement back of the sidewalk may be needed for a 5:1 slope to catch the existing grade; coordinate with road section. A profile at the back of sidewalk would be helpful for these separated 'sections (Barker, Mission, and Interior Roads with sidewalks), or sections at even stations. Contours need to be clearly labeled. The easement extends 3' beyond the back of sidewalk and is designated for a slope easement for a total easement of 25' or to the catch point whichever is greater (see sheet 9/10). 13. Profile: a. Indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope. Curb inlet stations have been provided in the profile. We have entered the sample curb grade sheets you provided into a spreadsheet for ease of reproduction and legibility. The completed curb grade information is included with the revised plans. We will have our licensed surveyor certify form grades before concrete is poured. Sheet 7/10 (Barker Road 23+00 to 32+00) Based on comments dated November 9, 1994. PLANS: Note sod for swale sides and floor. Swale to by hydroseeded with EP /SC measures as outlined on detail sheets. CALCULATIONS: Need to evaluate Qpeak from road surfaces only for REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 10 OF 18 each basin (as opposed to Q... for all the surfaces in the entire basin. Calculations for al basins have been recalculated. Culvert in this area has been eliminated and inlets have been added (see revised plans). Page 7 (Barker Road north of Indiana to Spokane River) 1. Address how runoff in the swale will pass through or over the driveways. A driveway approach detail is shown in the revised plans. 2. Label contours - should match the road profile. Contours have been labeled. 3. Culvert calculations needed for pipe passing under the sidewalk at 26 +40; 12" minimum diameter in public facilities. Culvert has been eliminated with redesign of sidewalk location. 4. Indicate station, offset, and invert elevation for ends on culvert at 26 +40. Culvert has been eliminated. 5. Provide swale profile, with existing contours. Room in the profile is insufficient for a full profile. Spot elevations have been provided. 6. Swale will need check dams, since either the uninterrupted length exceeds 100', or the slope exceeds 1% (anticipated slope, based on T/C slope). Check dams have been provided, see revised road plans. 7. Note top of berm elevation at drywell location. Top of berm elevation 2018.27, see plans. 8. Top of swale elevation at the lots should be at least T/C + 0.2'. Top of swale elevation is equal to front of sidewalk and is shown as T/C + 0.2'. 9. Provide a maintenance access route to the drywell. Access provided from existing drive to the Centennial Trail parking area. 10. sidewalks at the Centenial Trail parking lot entrance should come into the driveway at an angle as close to 90° as possible. Revised sidewalk layout has place the driveway and sidewalk at a near 90° angle. 11. "End taper" station should occur at 31 +00; this will allow the traffic to complete the merging maneuver before reaching the bridge. Taper length = WS, where S = 45 mph for a Principal Arterial. "End taper" station is 31+00. full transition lane is REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 from station 23 +35.63 to 31 +00. PAGE 11 OF 18 12. Provide roadside safety elements at the bridge per WSDOT Design Manual. Coordinate with the County Traffic Engineer. Lane transition signs W9 -2 and W4 -2 from WSDOT to be installed as shown on plans. 13. Provide Erosion Prevention /Sediment Control measures to prevent sediment -laden runoff from flowing over the bank and in the river; coordinate with WSDOE as needed. A temporary siltation fence to be installed and maintained until ground cover has been reestablished. 14. Profile; a. Indicating the inlet stations would be helpful. Curb inlet stations have been specified. b. T/C elevations should be noted at 25' stations, especially on flatter grades (<1 %). Curb grade worksheets are needed. The T/C elevations have been shown at 50' stations. 25' station elevation can be calculated from the grades shown in the plan view of the revised plans. We have entered the sample curb grade sheets you provided into a spreadsheet for ease of reproduction and legibility. The completed curb grade information is included with the revised plans. We will have our licensed surveyor certify form grades before concrete is poured. c. Clearly indicate grade break stations. Grade break stations have been identified. Sheet 8/10 1. Build out Mission curb line to CR on Barker (see comments for sheet 6/10). Curb returns will be installed as part of the First Addition. 2. Build sidewalk so that a 5' x 5' landing zone at the top of the ramp is provided in this phase. The pedestrian ramp has been redesigned to provide a 5' x 5' landing at top and bottom of ramp (see 4. below). 3. Indicate delta angle, radius, tangent, curve length for all curb returns. Delta angle, radius, tangent, and curve length have been indicated in a table on the revised plans. 4. The configuration of the disabled access ramp to sidewalks at Barker Road Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 12 OF 18 adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radius have been changed to provide the required 5' x 5' landing zone at the base of the ramp. 5. Provide a drywell in the swale low point. A drywall has been installed at 11+96. Because of the very flat nature of the existing roadway, the majority of the swale on Mission Avenue between Barker Road and Harmony Lane will be a flat bottomed swale with an elevation of 2032.33. Check dams have also been included to meet the 100' maximum length on 208 volume. 6. Provide curb inlet at the low point in the curb. The flat nature of Mission avenue has resulted in two low points. A curb inlet has been provided at both low points and serve the swale mentioned above. 7. Provide 6" high check dams at 100' (max) toe -to -toe spacing in order to develop 208 volume. Check dams have been provided. 8. Provide sight distance easement at Harmony Lane intersection; indicate dimensions from property corners. Sight triangles have been indicated and easements will be provided for upon recordation of the final plat of Riverwalk First Addition. 9. Indicate stationing equation, elevation at Harmony Lane intersection. Intersection stationing equation and elevation have been provided. 10. Build curb at Harmony Lane (RT) to CR point on Mission; provide taper inbound to intersection with taper length = 10W, where W = width of added paving (100' minimum). Develop plan view to at least 50' beyond end of taper. indicate "start taper" and "end taper" stations. Curb returns at the Mission /Harmony intersection to be built this phase. Taper provided with start taper station 18+50.00 and end taper of 16 +65.00. Plan has been extended to 19+00.00 (50' beyond start of taper). 11. Profile: a. Indicating the inlet stations would be helpful b. Curb grade sheets are needed to verify that curbs are set to provide adequate cross - slope. Curb inlet stations have been provided in the profile. We have entered the sample curb grade sheets you provided into a spreadsheet for ease of reproduction and legibility. The completed curb grade information is included with the revised plans. We will have our licensed surveyor certify form grades before concrete is poured. REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 13 OF 18 Sheet 9/10 1. Drywell detail a. Delete "where shown on plans" from fabric liner note. "Where shown on plans" has been deleted. 2. Barker Road Section a. Note CSTC depth. CSTC has been specified as 8 -1/2" b. Note existing paving width. Existing pavement width has been shown as 2O't. c. Note existing R/W width; verify whether R/W is measured from existing CL or from section line. A notation of the stations where the standard section applies, and where the width varies back to existing will be needed. A note has been added. The right of way is measured from the section line. The improvements are measured from the section line from 0 +00 to 23 +35.63 and along the existing centerline for the remainder of Barker Road. The elevation at the future acquisition line is T/C - 1.30' and the width of road improvements transitions from the typical section to the existing improvements from 23+35.63 to 31+00.00. d. Note minimum swale depth. The minimum swale depth is T/C - 2.30'. e. Provide 5:1 back slope from curb per the road section provided by the County. We have continued to show a 10:1 minimum slope from the curb to the future acquisition area and have included a variance request with this fourth submittal. f. Coordinate swale dimensions & slope with the drywell location at 18 +95 RT. The coordination of this drywell on page 2/10 and 6/10. A spot elevation on the sidewalk at the SE corner of the Barker /Indiana intersection at station 0 +68.99 (Indiana) offset 26.50' RT. This spot elevation is 2026.76. The grate elevation of the drywell at 0 +62 RT is 2026.36, 0.40 below the spot elevation. This spot elevation is located at the offset for the back of sidewalk on Indiana and is governed by the typical section for Indiana Avenue. This will provide a slope on the Barker Road swale of 6:1 which meets the minimum 5:1 slope requirement on Barker Road. g. Slope easement should extend to 25' or to catch point on existing grade, whichever is greater. A slope easement is provided to 25' or the catch point, whichever is greater. h. Coordinate T/C + 0.2' (yields CL - 0.51') with swale dimensions and grading (yields CL - 0.81'). The front of sidewalk is at T/C + 0.2'. With the dimensions shown you must use the 10:1 slope from the curb to the future acquisition line. This 10:1 slope is a variance that is being requested with this submittal. Since the CL elevation varies to the T/C elevation (see appropriate grade sheets), elevations have been based on the T/C elevations. 3. Swale check berm: Should only 6" high (max.); 1' height is too REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 14 OF 18 deep for 208 treatment. Swale check berms have been revised to show a typical 6" depth. Some check dams, as noted on the revised plans, have a height higher that 6" to prevent runoff from flowing beyond the project boundary. In these instances, only the first 6" have been used to calculate the 208 treatment volume. 4. Grassy Swale: a. Note that the CL of the drywell is located 8' (max) from the e/p or curb face. Dimension has been shown on the detail. All drywells excepting those at the north end of Barker Road and Mission Avenue have an offset of 8' or less. Those on the north end of Barker Road and Mission Avenue are 6' offset from the future acquisition area. Because the roadway of Barker Road depart from the future acquisition area an access has been provided for maintenance. b. Swale bank elevation note: add "or T/C +0.2'" Note has been added. c. If swale is hydroseeded, indicate Erosion Prevention /Sediment Control (EP /SC) measures to be installed at inlets to swale, (including from area grading of lots), and at inlets to the drywells; add a note to the effect that the Developer shall be responsible for maintaining the (EP /SC) measures in good working condition until the vegetation is established, and the drainage facilities adjacent to the public R/W are accepted by the County; and that the Developer shall thoroughly clean the drywells prior to the County's acceptance of the drainage facilities adjacent to the public R /W. As an alternative to the EP /SC measures, swales adjacent to the public R/W may be sodded and maintained in good condition by the Developer until the County's acceptance of the drainage facilities adjacent to the public R /W. The note has been added for EP /SC measures as well as a detail (Temporary Siltation Fence) and accompanying notes. 5. Mission Avenue section a. Note CSTC depth. CSTC has been specified as 5 -1/2" b. Note existing paving width. Existing pavement width has been shown as 12'±. c. Note existing R/W width. Existing R/W width is shown as 20' from the section line. d. Note minimum swale depth. Minimum swale depth has been specified as T/C - 2.00'. e. Provide 5:1 back slope from curb per the road section provided by the County. We have continued to show a 10:1 minimum slope from the curb to the future acquisition area and have included a variance request with this fourth submittal. f. Coordinate T/C +0.2' (yield CL + 0.03') with swale dimensions and grading (yield CL - 0.92'). The front of sidewalk is at T/C + 0.2'. With the dimensions shown you must use the 1 1 Ihr r._ I : REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 15 OF 18 10:1 slope from the curb to the future acquisition line. This 10:1 slope is a variance that is being requested with this submittal. Since the CL elevation varies to the T/C elevation (see appropriate grade sheet), elevations have been based on the T/C elevations. g. Provide 2% minimum cross slope on street paving and sidewalks. A 2% min. slope is shown on the revised detail. h. Water depth note can be deleted; this is information for the designer. Note for water depth has been removed. 6. Interior street section a.. Add "and slope" to easement designation. Easement designation has been modified to include slope. b. Coordinate e/p +0.2' (yields CL +0.03') with swale dimensions and grading (yields backslope distance of 3.6' at 3:1. Floor of swale has been modified to 4.4' to allow for the 3.6'' backslope to the front of sidewalk. 7. Indiana Avenue section a. Provide note 6 as indicated, or delete callout. Callout for note 6 has been deleted. b. Coordinate T/C +0.2' (yields CL + 0.21') with swale dimensions and grading (yields CL + 0.12'). Swale dimensions have been adjusted to yield T/C + 0.2' at the back of swale. c. General notes (1) and (2) may be deleted. Notes have been removed, remaining notes have been renumbered. d. General note 03; Add "Limits of "; revise "8'" to read "5' ". Note has been revised to reflect 5' and include "limits of." e. General note #4: Coordinate with comment #4c for sheet 9/10. Note references the "Grassy Swale" detail (see response to #4c above). Sheet 10 /10 1. Wheelchair ramp detail: Need to consider how runoff from swales will be routed around the ramps without overflowing the ramps. Current configuration will block runoff from reaching the drywell serving the basin. Additional drywalls have been added throughout the project to eliminate the need to bypass the wheelchair ramps in most cases. Some ramps will have a CMP bypass under the ramp. Please refer to the plan and profile sheets for the locations of additional drywells and CMP. 2. Driveway detail: Need to consider how runoff from swales will be routed to the drywell serving the drainage basin without developing excessive depth for 208 treatment. Current configuration will block runoff from reaching the drywell serving the basin. The driveways are to have a "V" configuration as REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 16 OF 18 shown in the detail with the low point 0.5' above the swale floor. This gives the 6" max, height for the 208 treatment volume calculations and allows overflow to progress along the swale toward the drywall. CALCULATIONS Due to the consistency of the discrepancies noted the following general comments are provided. Calculations for each basin are to be revised as necessary. Calculations have been revised for all catch basins based on the following general comments. 1. "C" factor calculations The Bowstring spreadsheet was used to calculate a weighted "C" value for each basin which contained both impervious and pervious area. The impervious area of the lots were taken as 3200 sq, ft. per lot. A value of (C = 0.9) was used for impervious area and (C = 0.1 to 0.25) for pervious area. 2. Tc path lengths Basins have been altered and new Tc path length have been calculated. 3. Volumes provided for Water Quality Treatment ( "208 ") Swale volumes for 208 were adjusted when either or both length > 100' ; and Slope > 1% by using equation 5.6 in "Spokane County Guidelines for Stormwater Management ". 4. storm storage volumes: Storm storage volumes were calculated using the average end -area method. 5. Basin Limits: Basin limits have been adjusted to better reflect the worst -case situation. i) i i REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 6. Storm Facilities: R -VALUE REPORT UTILITY PLANS LANDSCAPING PLAN PAGE 17 OF 18 a.) Drywells have been provided for each swale which serves as the final collection point for the basin it serves and is sized to develop a single peak storage volume requirement within the 100- minute family of storms shown on the bowstring spreadsheet. • b.) The effect of basin flow to areas outside the basin limits have been analyzed. c.) The culvert at the NE corner of Barker /Indiana has been eliminated. Other culverts will be used to allow runoff to pass beneath the wheelchair ramps and calculations are provided for these in the report. d) Calculations have been implemented for a single inlet. The calculations show that one inlet will except almost the entire Q if not the entire Q. We have provided several inlets at each basin to accommodate the remaining Q. 1. Geotechnical reports which provide design information or recommendations must be stamped, signed and dated by a Washington State - licensed Professional Engineer experienced in Geotechnical Engineering. A copy of the report previously submitted has been stamped, signed and dated as required. 1. Coordinate drywell locations with road plans; many drywells are shown on the utility plans and not on the road plans. The utility plans were approved before changes caused by County review comments caused changes in the centerline alignments and profiles. The road plans show the proper location of drywells and the utility plans will be updated with AS -BUILT drawings. 1. Plans for interior roads are needed, as sight distances over Lot 46 may be affected. A sight triangle easement over Lot 46 and other areas will be provided with the final plat of Riverwalk First Addition. This easement will control the use of the area and will preserve the sight distances required at intersections where the sight distance coincides with private property, thus eliminating the need for a landscaping plan. REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 18 OF 18 2. Coordinate plans with sight distance easements indicated in these review comments. Sight triangles have been shown on the plans and easement dimension as indicated in the review comments. These easements will be provided in the final plat for this phase of Riverwalk. • • • • • • • • • Prepared on behalf of: HYDROLOGY STUDY FOR RIVERWALK SUBDIVISION FIRST PHASE REVISION Edward Dean Dean Building Corp. 16720 N.E. 116 th Street Redmond, WA 98052 11/8/1994 J.N. 4004 C6PM IV 14 RECEIVED DEC 12 1984 SPOKANE OU` ENOcR ltVIO • I EXPIRES 09/23/615 • North Idaho Engineering, Inc. • • • • • • • • 4 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 November 8, 1994 J.N. 4004 Dean Building Corporation 16720 N.E. 116 th Street Redmond, WA 98052 • ATTN: Edward Dean RE: Riverwalk, Hydrology Study Dear Mr. Dean: The revised Hydrology Study for phase one has been completed and will be submitted along with the Improvement plans. Due to comments provided by Spokane County regarding the previous Hydrology study for phase • one, several additional drywells have been added. These drywells were added to accommodate the increased flow and lower storage volumes. There will be an additional eleven double depth and five single depth drywells added to accommodate the single peak storage volume requirement within the 100 - minute family of storms. If you have any questions, please feel free to give me a call. Truly yours, North Idaho Engineering, Inc. G.E. SIEGFORD, E.I.T CC: file [30twolb.SAMI • • • • Curb notches will be provided on Indiana Avenue ( Curb Inlet Type 2). These will channel water to the GPA. Curb notch calculations may be found in the corresponding basin section. For private roads inside the project, runoff will flow directly to the GPA at any point. • • The existing soil is defined as sand and gravel, under approximately 18 inches of topsoil. Soil classification for this area is type "B ". • • • • INTRODUCTION This Hydrology Study includes all tributary areas for phase one. OVERVIEW Phase one has been divided into several small basins labeled A through X. For each basin both Grassed Percolation Area (GPA) and storm volume was calculated along with peak flow, ditch velocity, drywell requirements, and curb inlet capacity. SOIL CLASSIFICATION RUNOFF COEFFICIENT Refer to the book GUIDELINES FOR STORMWATER MANAGEMENT, Table 1. • • • • • • • • • SLOPE CALCULATIONS All slopes were established directly from the improvement plans except where the critical path did not follow directly along the road. In this case, the difference in contours from the beginning to the end of the critical path was divided by the length to establish slope. CROSS - SECTIONAL AREA Cross - sectional area for private roads. Cross - sectional area for Indiana Avenue. • 208 Depth = 1/2 foot Area = 2.25 SQ. FT. Storm Depth = 1/2 foot Area = 2.25 SQ. FT. Cross - sectional area for Barker Road. 208 Depth = 1/2 foot Area = 3.25 SQ. FT. Storm Depth = 1 foot Area = 8.0 SQ. FT. 208 Depth = 1/2 foot Area = 1.63 SQ. FT. Storm Depth = 1 foot Area = 1.63 SQ. FT. Cross - sectional area for Mission Avenue. • 208 Depth = 1/2 foot Area = 1.63 SQ. FT. Storm Depth = 1 foot Area = 1.63 SQ. FT. 2- • • Basin calculations may be found in appendix A. These calculations consist of the following: - Impervious Area • -Qpeni; from Impervious Area and Basin - Required and Provided 208 Ponding Volume - Required and Provided Storm Volume • • • • • • • • BASIN CALCULATIONS - Velocity - Number / Type of Drywells Required -Curb Inlets where appropriate. 3 • • Q =CDx4x D 2 , f2 x32.2x (HW- CD =Discharge YY coefficient for the entrance, D = Diameter of pipe. • • • • • • • INLET CONTROLE OUTLET CONTROL HW +So -D =I Cr, +1 + 32.2xV2xL sxoz 4 \ 1142 J x2x32.2xLDL C =lntrance loss N= mannings N R = Hydraulic radius r / / cvt0s1U n csc. 11 1 rr r R = 0.1 11 10 CUcuSiZr JZ = 0•2 / ©.13 Br9SD WIYI4 cuLt3Fgrs 2. Q- 0.7o cps • G C_?,2 - cps CULVERT CALCULATIONS wtQ = 4 itssone L =� N =0.02 CL=0,5 GD = 040 5 _ 0 H161 _ / TW b Z Q - 1. y c rs use 10 CUL J&T G 4- k vsE 8 " B4 v'J C tj rNLET Q= 6.82 5 oo 7z.eJ - Q: 0.55 Crs 00 r C. 4 6 =1.1 Q t 2,o cps oor Q r 1,3 cps i i i REA OVERLAND . .q, GUTTER (cu.ft.) (cu.fl.) AREA 208 STORM (cu.ft.) (h) (fUlq (ft) (IVft) (N) (f1) (11 /11) VOLUME VOLUME IMPERV. D.W. D.W. L1 N(A) S a) L1(b) N(b) S(b) L2 Z1 Z2 B n S PROV. PROV. AREA SINGLE DOUBLE • 1 0.47 0.72 0.44 0.09 0.23 2.06 0.46 0.14 0.11 0.35 3.9 0.23 3.05 0.17 0.96 0.57 0.52 0.14 0.67 1.22 2.82 0.88 10.7 i gr .i Itariala 130 270 560 440 150 210 0.4 0.4 0.4 0.4 0.4 0.4 0.008 0.007 0.009 0.007 0.006 0.01 1 1 1' M 11: 650 400 150 80 280 150 450 130 100 300 2 270 220 200 200 500 600 136 470 950 1140 150 850 3 3 3 3 3 3 6 6 6 6 3 3 3 3 3 5 3 3 5 5 5 3 3 3 3 3 3 3 12.4 12.4 12.4 12.4 3 3 3 3 3 4 3 3 4 4 4 3 5 5 5 5 5 3 0 0 0 0 5 5 5 5 5 1 5 5 1 1 3 0.023 0.023 0.023 0.023 0.023 0.023 0.016 0.016 0.016 0.016 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.023 0.01 0.008 0.008 0.005 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.008 0.003 0.01 0.0146 0.002 0.01 0.01 0.08 I M. 677 650 325 325 325 775 900 225 158 506 813 181 542 325 325 652 650 149 978 2204 2143 412 403 558 500 500 500 777 547 336 70 211 779 271 987 102 500 466 602 228 707 873 576 728 9800 14400 6600 1820 5320 30650 12190 3975 3180 8215 45520 4200 47340 3380 19160 1800 14680 3300 21600 48475 50310 16345 1 1 1 1 1 1 1 1 1 1 1 2 1 1 3 1 2 1 1 1 1 2 3 1 • • • iso @ 016. = 397 sq. • 3h03 301o0 = 96 54. FT. • Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa -1 • a.ar x /00, S 12257 .Fr: `, • • 6cr ) • ND ; 3to fp ovut vci. ;Art /gel • • slope: StE = 0.98 % Impervious Area (Aimp): STORM STORAGE VOLUME: 2 14 BASIN A 6 TIME OF CONCENTRATION (minutes) BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 A To (gutter) Areas C At DETENTION BASIN DESIGN REVIEWER G. Blegiord Tc lovetlmdl ( GATE: 31.0c1414 1 L2 2 0.31 0.00 0.219 NUMBER OF OPYWEL(WPRAPOSED 1 Double (type B) Ct • 0.15 0.30 0.15 001 0 Sbgb (type HI) Z1 = J 1.50 193 Zz- 3 000 o.aD 0 T ime Area 1 (ca ) (e HI) 1301 L1(A)^ 3 0.00 0 0 Time of t. I(tak.) (sea H N(A) = 0A B 0.00 000 0 T ime ofC • (a pave Hl) 0.31 S(A) = 0.01 n • 0,023 0 13, e5 • 0.005 000 0.00 C'F of Oran) 1.5 1 d = ' OEl6 000 0.00 0 Am (Acres) ) Oat is IAI • 1105 Total A Comp V C' Volume 3025 0 Tc Igu) = 0.02 1.50 031 Volume Pr Area Iq.M11 _ p0; 221 storm: 375 Lt(B) 14(B( = 0 Tc(AIB) • 13.05 Volume Podded 1 O. C•I•A• 0.021 AN. • (cis) o 46 BIB) • 0 Tcnot.) • 1357 Ohne.) = 0.50 Am •CFadu .. . . ... .... ... .•._ 0000__. Tc 03) 0.0 1.00 A. 05598 __ 0000. -• a1 Intensity e1 V out Storage WP - 4.0119 Time Inc. Inrond7 Odev. Vin R = 0.1386 Inc. Inc cu. h.) (cu. ft.) v • 385 (min.) sec.) (In.Thr.) (cis) (cu. M.) ((Ld.•I2) (0Sw0) Tc19u) • 0.02 (113.90) (A•L•I3) Tc hotel). Tc (overland) • Tc (gutter) O (gu) - 0.66 002 053 520 133 Tc (overland) • Ct•N'N/5 0.5) ^0.8) 11e1 8� p1 1.90 C1 • 0.15 2.24 1.01 95 000 Holding - 0.03 US 585 300 265 Lt • length of OveMnd Flow We gra 0 300 3.16 224 N • friction factor of overland flow (.4 for aver ss cover) 15 10 600 55 5 = *versos d ve ge ope of odM flow 20 200 1200 lA 1.45 0.013 955 0.60 961 5 5 200 1200 .519 Tc (gutter) - Length (5.)/V.I«IIY (ft/seta/00 z0 1500 .515 B - BaSam width of gutter or ditch 30 1500 1.21 0. . 055 085 21 - Inverse of cross dope one of ditch 30 100D 1.01 990 1800 1111 2100 -11310 Z2 - Inverse of crow daps too of ditch 35 2 0.01 0.42 2 10005 2400 -1395 d • depth of flow in gutter (estimate, check estimate with Flow) 4 5 2400 0.72 0.39 -1892 Ana • d•B3d ^2f2 45 3000 0.74 0.34 1006 2700 50 3300 0.09 031 1020 00 -1960 Wetted perimeter • B• df(1 /dnlam1121)N13 /dn(eN(1/121)1 33 -2252 Hydraulic Pediu• • R • Anefletted Perimeter 3]00 D.ee 029 1048 3300 Velocity • 1.400 /n•N ^ 85 3000 0.e1 0.25 1157 3500 -2 753 Flow = V.Iod7•Ane 3000 0.58 0.27 1182 3200 .3012 • 0.010 for asphalt 1500 70 4200 0.58 0.27 131m • 20 4500 0.50 0.20 1224 1500 4220 ..lrn n longitudinal .lope of gutter 0.53 0.24 1121 1 4600 -JS60 95 5100 5100 -3820 65 5100 050 0.23 1260 5400 .4101 05 5400 1390 20 5700 0.10 0.22 1340 5200 . 1921 0 .15 0.22 1379 9000 D I t 0.50 .1390 1W O000 =• ._...•• .....__ ._..... . 00_00_. .. _.• - �i ' Q �. 4 U` C`/ DRAINAGE POND CALCULATIONS X J v . Impervious grassy a •Ip Sind 1 2lor.hn volume `�` -. ` {y t\ rt - O . Impervbus Nee • 5 in.l 12 in. /M1. = 195 cu. M1. , 1J \ \ \ N provided: 225 cu. M1. OK! a ` -R DPYWELL REOUI S- 10 YEAR DESIGN STORM ° �S *Z '1\ 0 ') 11 provided: cu k \`. Maximum enrage required by Bowstdrg • , `l \� _ ` t �.1 provided: 375 cu. M. ONI 1 y •tom '°, ` V 0 Single 1 Double Number and type of Orpvell. Required 41 41 41 • . 41 41 41 . . • C- • • • • • • • • • • • 3. 833 ' 461/ k A P" 0. Y H 0.333 Q 4 •Rv virw • ' � L. FraO /6k) = 0, 008 .0i 4 = !,G 55 <3.533 ( cote, n,ve,t.2,/ ✓ 3.833 tit _ 0,1‘67 0, 1 Fun r,i i e sec = C Fla exc. ! & C) NT544 Epr tat Btfl I+ Lo rt13 0 Pt aiJt CAL Ce.LA rror+S Ott (Wilk I U wrNkCS 4OV 04d1` 3 .e33 z .� 1.‘z. 1 8 • • • • • • • • • • DEPTH OF FLOW - y - FEET 3 . 6 , .6 .7 .OS .04 DS A 2 6 .O6 . WHOM* OMEIBEZ 01 smsm = IS g V1 " :�� I CI' —_ (a) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L i Ce r, Na a/ irmaIA'A USSISIMIn musedrAramsom I � - i I 1 1 I I .10 Illr E a .5 .6 .B 1.0 .2 6- 1 L / CAPACITY CONTINUOUS GRADE INLETS GR DE ON FIGURE 16 Q Q • • • • • • • • • • — FAc.s. O1- c°Ki3 23 20 1 Fact^ 2O 2'' = 0 • 031_coLmrzo» /2 wt0% V ElfTc L/9 6 pKOel 2'1/4 - o /2 O 3P7 /1 OP 0 Ai pcoi✓ c$..' No C."4_►t c&z r'H-.q N T fir-- p Ar 5'A 0. 2.8 la) C A1/2.6 1 0. ► & 0.28 f0 • • • • • • 1 • • Slope: s= % Impervious Area (Amp). Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa • 3,a6b /Do X a. = Gsa 3 . S ) < Coo X as-) / 6 - 3 x42.0) = c a. F 1; BASIN (3 70 t i'1 = 9500 :s q.FT' STORM STORAGE VOLUME: -- X SO 0 o c U. Fr 677 c v. FT. 3 }° X 62. s X a. - 2,03 c F7: zoss,M.sam 0 3 ca.FT, co • PROJECT 4004 TIME OF CONCENTRATION (minutes) BOWSTRING METHOD (TEN YEAR STORM DESIGN) BASIN: B DETENTION BASIN DESIGN Tc (goiter) Areas V AS REVIEWER: 0. Stallard To (owdaMl NUMBER OF ORYWELLS PROPOSED DATE: 01 -Nov -94 880 0.22 O.gO 0.106 CI • 0.16 L2 a 022 0.25 0 1 lo.) ( . HI) 0 Double (type B) 21 ] T Ana kek.l ( H H 0.47 L1(A) = 0 Z2 a 3 0.00 0.00 0 Time of tonc (Meld) (w HI) 6.11 5 5 NIA) = 0 B • 5 000 0.00 0 Ti of Co mpotlb'C IMeld.) (we Ht) 0.5 S(A) • 0 n . 0.023 003 000 0 Time x. (min) e. n e ° 0.01 0.00 0.00 0 Area (Acres) 0.47 A Tc () • 0.1 0.00 000 0 6.55 0'� d Total A Comp 'V C Factor 9000 Volunw r Ma Ito h.) 0 Tc (gut . 8.11 047 0.55 403 MB) . 0.00 Volurm Provided 673 STORM; ded MB) = TC(A+B) - 0.] 0 ID.CPA. 0.65 Outflow (cbl 3.x S(B) • 0 5.11 ganl • 0.71 Me'CFeclar = _ = = = ==a rcltot.). =.. 03 . =. 04 .=.o t5 ..= 06 _ In tensity. 2.50 i . °•_ ° ° °° 17 Tc I 0.0 Aa 0.53 I1 m /3 ds • I5 Time Inc. Intensity 0 day. V in V out Storage WP a 5.8325 R • 0.0911 Inc. in. I (min.) (sec.) Pa/ncl • (cu. It) (cu. t 21 (I (0 5 . h ) V= 1.34 (A'O•/3) - (Dud.' /SIS Tc(gu) ° 6.11 (el .80) = =_f6 • _ = = = a =a Tc llobll =Tt (ovMend) +TC (gutter) 0 .71 a. =a. =0 =.._° _ 0(.ag. Tc lowdelld) . CI'0.PNI5 • 0.5) ^09 5.11 465.56 2.40 095 441 140,00 295 NoMte9. 9.9 C1 = 015 5 300 243 Nt= Leltothafo 01 o t.Flw 3. to 0,03 333 90 . Melton lector of owrterM flow N Mr eaverage 9rsae cover) cover) 15 800 1.77 046 491 160 22] N 15 000 1,45 046 491 380 221 Tc = ac (qudw.) = Length of overland now 156 TeQ = Length (hi/Velocity IR. /:cJl 20 1200 1,73 032 516 380 B = Bottom width of gutter 0t ditch 30 1500 121 0.'27 525 . 540 75 30 1800 1.04 0.21 532 540 .6 21 = Inverse of voss sops one of ditch 35 2100 0.01 0.21 537 030 -172 d . depth of now In gutter (estimate. check eatlmab with Flow) 2400 0,74 D21 548 Area • d•B+d +2 50 3000 0.5 50 2700 0,74 0.19 552 910 339 Wetted pe rinleter= B• d +llltln(4m(11Zt1)+1 /Nnpin(l(Z21)) 4 0.17 501 71 900 - 0.17 578 990 412 Hydraulic Padlua= R a Noa/WeM1Sd Perimeter 55 3300 0.51 1 -482 Velocity ° 1.4551n•R ^.1101•x^.5 65 3800 091 0.15 598 Flow = Vebciry'Ares 7 4230 058 0.15 530 1170 -605 480 1283 A00 n = 0.018 tom espnall 70 4500 058 0.15 561 1350 -089 a. longitudinal slope of gutter 10 4500 0.53 0.15 1440 -754 e5 500 0.53 0.14 715 -017 90 5100 0.52 0.14 713 1530 90 5600 O yD 0.13 725 189 -095 95 5700 0.49 0.13 749 171D -081 ua =e. = =. .0.. 0.48 0.13 771 1500 029 a =a. =a =va= ° DRAINAGE POND CALCULATIONS Required greasy swede pond storage volume = Impervbua Area • .5 in./ 12 in.lh. a 404 cu. n. provided: 677 cu. h. 081 DRYWELL PEW IREMENT S - 10 YEAR DESIGN STORM Maximum storage required by BowsVing Number and type of Drywalls Required - provided: 295 cu.11. 403 cu. M1. 081 1 Single 0 Double • • • • • • • • • o2 II 3i, • • • • • • • • • Slope: -a . 43% Impervious Area (Amp) /c/ • /20 6 7280 7 .10 AcnT @ 3Z0o = 6410 Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 3.a5 X /00 x a = 6s6 cu, FT. STORM STORAGE VOLUME: 8t ll� loo = q{S6 • 208sheet.sam BASIN e 3.25 +0 X 4 2. 5 = / a SS it cu Fr; BOWSTRING METH00 (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER CF OW/WELLS PROPOSED 0 Single (type A) Tope Ana (csk.) (see Ht) Time al Conc. (cak.) (ere 141) Coriposlb C (calc.) (see 111) Time of Conc. Min) Area (Acre) C' Factor Impervious Ana (q. N.) Volum. Provided Outflow (ale) Ana • 0. Face 91 Time Inc. (min.) • 1 Double (type BI 0.72 500 0.55 500 0]2 0.55 14400 556 208: 050 worm: 1 0.39 02 M e In 03 ,4 05 06 07 T V In V out SMage Intensity O dev. Inc. lei (cu. R1 (cu. ft.) (cu, h.) (sec.) (in./hr.) (` (Oud..02) (.5 -06) 501.601 .= ...a.m... ...• . ..... .. ... . • 504 300.00 204 300 00 3.16 1.25 5.00 204 20 1.25 504 300 5 300 3.15 020 500 10 600 2.24 0,05 700 900 15 000 1.77 0]0 745 1200 .455 20 1500 1.45 0.57 765 1500 .735 25 1500 1.21 0p6 760 1500 -1020 30 1600 0.9* 0,41 791 2100 -1309 2100 • 0.91 035 .1591 35 0 32 009 2400 40 2400 0.72 BIB 2700 .1562 45 2700 0.56 0.29 532 3000 .2165 50 3300 0.56 0.27 559 3300 -2441 55 3300 0 0.24 691 3500 -2709 3900 0.51 0.24 3000 -2953 770 3900 0.50 0.24 � 4100 -3216 o. 2 0.50 70 4200 0.58 0.22 1017 4500 .�5 75 4500 S 00 .3775 4500 so 0.53 0.21 1025 55 5100 0.52 0.20 1067 0055 5400 -4315 95 5400 050 0.50 1122 5700 -4578 90 5700 0.45 0.19 1155 5000 -4845 6000 0.46 0.19 100 ..e . ... ..... ..... .. ..... •. ._..... ..... DRAINAGE POND CALCULATIONS Rpuirad grassy Swale pond storage volume . Impervious Area • .51n./ 12 In./ft, • provided: 10 YEAR DESIGN DflWNELL REOUMad STORM storage required by Bowstring • Number end type of DP/Weill Required - PROJECT: 4004 BASIN: C REVIEWER: G. Sleglord DATE: 31- 001.94 proNded: • 000 cu. 650 cu. 5. 204 cu. tl. 550 cu. ft 1 O(1 O(I TIME OF CONCENTRATION (minuted Tc (overland) Tc (gutter) Ct 0.15 LI (A) • N(A) . S(A) Tc (A) L1(5) • NIB) • 5(0) Tc (B) - 0 Single 1 (buds • 0 0 0 0.00 0 0 0 00 L2 11 = 12• • II d Tc foul = Tc(A10) • Tc(tot.) Intensity • 400 3 3 5 0.023 0.035 0.15 4.33 0.00 5.00 3.15 Tc (total) = Tc (overland) 4 Tc (gutter) Tc (overland) • ct•(L1•N/S ^0.5)^ 0.6) Ct • 0.15 LI . Length of O..rland Flow 14 • (dollar factor of overland flow (.4 for average gran covet) 5 • average dope ol overland flow Tc (gutter) . Length (5.)/V4bdIY (0. /9ec.)/50 B • Bottom width of gutter or ditch c1 dIKM1 Zt . Inverse of cross d one slope on 01 ditch • Inverse of cross slop d = depth ol Sow In gutter (estimate. check estimate with Flow) Area • d•B4d ^2/2 Wetted pedmeter. B•di(1 /slnlem(1RDIN /slnlam(1R21D Hydraulic Radius = R • Ares/Wetted Perimeter Velocity = 1!116 /n ^ Alai's ^.5 Flow • Velodt n • 0.010 for asphalt • • longltudinal slope of goner Areas C A'C 0 0.90 0.29 0.39 0.25 0.007 000 0.00 000 000 0.00 000 0.00 000 000 0.00 Total A Co rC C 0.72 0.55 O•C•1•A. 1.25 O(enA • 1.25 A. WP 5. V. Tc(gul • Olen) - 08175 5.9467 0.1374 1.54 4.33 1.26 Holding • 5 • • • • • T • Le • • • • • • • 1.= 3.$33 • • 1+ = 0, 333 0.1467 • Q1= l.y y = 0,27 C = L2 . LF.r6 IS 4_) = L _ 3,833 L4 g,Z 0, ►44? 0. 27 o. a. 6 2— p,' FhOtO lr+r cderr Q Q4, a . /4 43) = o.'8 I191 0.7 8 -- l • 15 G 4rtaa'D ovsiL l - tot - = 0.32 [3 r319 5-r ki GU VR 6 of6,J1>6 L,4t cut4rJ �1 S • • • • • • • • • • (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS LENGTH LESS THAN La DEPTH OF FLOW - Y - FEET OS .10 ------..a.....11111111riallanalifirj .3 Mall ianWr igla rtibr" 1 11j I I I I I I I I / I I 'Welt tr / I 1 1 1 1 1 i i I i j I I 1 1 11 I II 11 11 1 1 1 1 1 i i � i l i i lilt - 1 im' I1 I Y' 14c/� � I I I I I I I ° I I Ike c'o" 1 1♦ 11 5 11/ �►��u G + � IS/ �' I I I I I I I I 1 ' 1, ,� I � � .�/' ° I I 11 ho I � I III � �� _ — r s i I I I 11 I 1, I I i JY� I 1 I 1 I I I t t 1 - 1 , 1 1 1 i i 1 1 I 1 1 1 I 1 1 1 1 1 1111 it it i , II 1 1 1 1 1 11 1 I I I it 5 9 LO I I I 1.0 H I I I I I I 01 0 N �i/!./I/�" I I Jiff" I T1 I ��/ 1i11111 111 — r ,yTS - 'I - I mat, . 05 .06 .0S JO y_?b 16 5 .10 6 08 06 05 3 a - L/ CAPA O Y CONTINUOUS P INLETS GRADE FIGURE 16 04 03 c 02 L a 8 6 5 • .10 1.0 0 0 a • • • • • • • • • • • SURE •U OF PUBLIC ROADS DIVISION TWO, WASHINGTON, D.C. 1- O 0 0 0 O L 1 s 6=41 IT a `.to E`' 5 / co u. V U .0 O i z i i O i z z a .0 .08 .04 .0 1 LOC•L DEPRESSION (0) NT. CURE 9 FIGURE 17 1.0 .25 .15 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS 0.1 • Slope: 5 1 = = 0.7 4 • Si= 0,6 0 /9 Impervious Area (Aimp): • • • • • • • • 3 3 0) @ / y = 1/62.o 33a $ = /ciao Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 3.a X /0o cu. gT. STORM STORAGE VOLUME: 8 *0 X /aS = SOD cu.FT 2O8shec same BASIN D a BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: D REVIEWER: G. Siegford Tc (overland) Tc (gutter) Ares 'C' A•C NUMBER OF ORYWELLS PROPOSED DATE: 31.Oct -04 0 Single (type Al 1 Double (type S) CI a 0.15 L2 • 150 0.15 010 0.135 Total Area (oak.) Ian Ht) 0.44 21 • 3 0.29 0.25 0.0725 Time of Conc. (cols.) (see 111) 9.07 LI(A) • 130 22 = 3 0.00 0.00 0 Corneae r•C•lalc.) (w Hl) 0.47 N(A) = 04 B= 5 0.00 0.00 0 Time of Conc. (t*1) 9.07 SIA) • 0.008 n • 0.023 0.00 0.0D 0 Area (Acres) 0.44 • • 0.006 0.00 0.00 0 C' Factor 0.47 Tc (A) v 6.84 d • 0.09 0.00 0.00 0 Inpervlou• Area I.V. ft.) 6500 Total A Comp 'C' Volume Provided 208: 325 •Oan: 500 11(9) • 0 Tc (gu) • 2.24 0.44 0,47 Outflow (cis) 1 NIB) • 0 TctA +B) • 0.04 Area • CFector 0,21 SIB) • 0 0•C•1•A• 0.50 - - -- Tc(tol.) - 907 0(WM.) • 0.03 •1 *2 *3 I4 •5 •6 07 Tc (B) • 0.0 Intensity = 241 Time Time Intensity 0 dev. V In V out Slorags A • 0.4743 Inc. Inc. WP • 5.5802 (rnln.) (sec) On./hr.) (cfa) (cu. h.) (cu. fl.) (cu. h.) R • 00852 (01•60) (A•C••31 (Oud.••W (05 -16) V • 1.12 - Tc (total) = Tc (overland/ • To (gutle0 Tc(51u) • 2.24 9.07 544.33 2.41 0.50 365 544.33 -179 Tc (overland) = Ct•ILI•N /S•0.5) 1 '0.6) O(OM) • 0.53 Ct = 0.15 5 300 3.18 060 265 300 -35 LI = Length of Overland Flow Holding • 2.13 10 500 2.24 0.40 365 800 -235 N • bkllon factor of overland Ilow (.4 for average grass cover) 15 900 1.77 0.37 399 000 -501 5 • average Mope of overland flow 20 1200 1.45 0.30 417 1200 -783 Tc (gutter) at Length 014/Velocity (ft/sec./MO 25 1500 1.21 0.25 423 1500 -1077 B • Bottom width olgulter or dllch 30 1600 1.04 0.22 428 1800 -1372 21 • Inverse of cross Mope one of ditch 35 2100 0.01 0.19 431 2100 -1660 22 • Inverse of crop Mope Iwo of ditch 40 2400 0.82 0.17 440 2400 -1960 d • depth of flow in gutter (estimate. check *Orate with Flow) 45 2700 0.74 0.15 443 2700 -2257 Area = •B+d• 2/2 50 3000 0.88 0.14 440 3030 -2551 Wetted perimeter = B 55 3300 0.64 0.13 463 3300 -2537 Hydraulic Radius = R • Aree/Wetled PerlrneWr 60 3600 0.61 0.13 479 3603 -3121 Velocity • 1.480tn•R^ .887•e• .5 65 3900 0.60 0.12 509 3903 -3391 Flow • VMocity•Ane 70 4200 0.56 0.12 528 4200 -3672 n • 0.018 for asphalt 75 4500 050 0.12 544 4500 -3956 • • longitudinal Mope of gutter 80 4600 0.53 0.11 548 4800 -4252 65 5100 0.52 011 570 5100 -4530 00 5400 000 0.10 579 5400 -4621 95 5700 0.49 0.10 505 5700 -5102 100 0000 0.48 0.10 616 0000 -5384 DRAJNAGE POND CALCULATIONS Required grapy swaie pond storage volume w Impervious Area x .5 in 121n /It _ Number and type of Drywalls Required = provided: DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = provided: 275 cu. b. 325 cu. ft. OKI O cu. ft. 500 cu. it. 0(1 O Single 1 Double Cr 47r. m- -,- , . • • • • • • • • • • 208sncct sam Slope: 5r o , 5 Impervious Area (Amp): 130 /'/ = /8xo Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D)1(3 x S) + Vgpa 3.2-5 X /oO z 3aC cu-P77 STORM STORAGE VOLUME: BASIN if /zS = x'02 cvf %. Z6 3 : BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME O CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: E REVIEWER: G. Sbgbrd Tc (overland) To (gutter) Ames V At NUMBER OF DRYWELLS PROPOSED DATE: 31 •00-94 1 Slrgb (type A) 0 Double (type G) CI = 0.15 12 = 00 005 0.90 0.045 Total Area (cic.) Is. H1) 0,09 Zl . 3 0.04 0.25 0.01 Tine of Cos). (wk.) (we 141) 5.00 11(A) . 0 22. 3 0.00 0.00 0 Composite V (cab.) (w Hl) 0.01 N(A) • 0 0 • 5 0.00 0.00 0 Time of Conc. (nen) 5.00 8(A) • 0 0.023 0.00 0.00 0 Area (Acme) 0.09 • • 0.005 0.00 0.00 0 C' Factor 0.51 To (A) . 000 d • 005 0.00 0.00 0 Impervious Ma (q. IL) 1820 Total A Comp C r Volunw Provided 2135: 38 storm: 500 11(B) = 0 Tc (gut = 2.2 0.09 051 Outflow Id.) 0.3 20(8) . 0 10(4+8). 0.00 Ms • C" Factor 0.00 51B) • 0 0 Cel•A• 0.17 --- Tc(lo() . 500 Ob.) . 0.18 •1 02 *3 •4 *5 00 •7 lc (e) • 0.0 Intensity re 3.18 Time Time Intensity O dev. V in V out Storage A • 0.2575 Inc. Inc. WP . 5.3102 (pen.) (sea) 5n./hr.) (ds) (cu. h.) Icu. h.) Icu. 8.) R • 0.0484 (*1 (A•C•*3) (•6.••2) (05•08) V. 0.01 -- Tc (total) • Tc (overland) + Tc (gutter) Tc(gu) it 2.20 5.03 30003 3.18 0.17 70 00.00 -21 Tc (overland) a Ct•(Ll•1 /8 0.5)'0.8) G(• • 0.10 Ct . 0.15 5 300 3.18 0.17 70 90 -20 11 • Length of Overland Flow Holdbg • 1.14 10 500 2,24 0.12 80 180 -D4 N • Mctbn lector of overland flow (.4 br average gran cover) 15 000 1.77 0.10 90 270 -172 S • •.raga elope of overland lbw 20 1200 1.45 0.08 104 380 -250 Tc (gun.) • Length (1L)N.locIy (0. /sec4150 25 1500 1.21 0.07 107 450 -343 8 • Bottom width of gutter or ditch 30 1800 1.04 005 109 540 -431 21 = inverse of cross dope one of ditch 35 2100 091 0.05 110 030 -520 Z2 • Inver. of cross dope Moo of ditch 40 2400 0.82 0.05 113 720 .607 d = depth of flow In gutter (estimate, check .slimal9 v4th Flow) 45 2700 0.74 0,04 114 810 .090 Area . &a lit - 4r 50 3000 0.08 001 118 9C0 -]81 Wetted per • B•d+(1 /dn(ab(1/21))a t /dnbm(17Z2))) 4s9 �, 55 3300 0 e4 004 120 990 -0]0 Hydraulic Radius . R s Area/Wen.d Perimeter W 00 3000 061 0.03 124 1050 .950 Velocity . 1,488/n•R^ .687Y ^.5 85 3900 080 003 132 1170 -10]0 Flow = Vdoci•Area 70 •200 0.58 0.03 137 1280 -1123 n • 0.015 for awhelt 75 4500 0.55 0.03 142 1350 -1200 s . longitudinal dope of gutter 80 4800 0.53 0.03 143 1440 -1297 85 5100 052 0.03 149 1530 -1381 00 5400 0.50 0.03 151 1820 -1459 95 5700 0,49 0.03 150 1710 -1554 100 8000 0.4a 0.03 181 taco 4839 DRAINAGE PCND CALCULATIONS Required grassy male pond slorag• volume • Impervious Area s .5 In./ 12 in. /h, • DRYWELL REQUIREMENTS • 10 YEAR DESIGN STCHM Maximum storage required by Bowstring = Number and type of Drywells Required . 78 cu. e. provided: 38 cu. h. c3(I 0 cu. 5. provided: 500 cu. It. O(I 1 Single 0 Double IL 11111 • • • • • • • • eellITRIPT • • • • • • • • • • Slope: S = o•$' /o Impervious Area (Amp): 390 53ao sek FT, Volume of Grassed Percolation Area 3. X. /oc — 3aS co. FT: STORM STORAGE VOLUME: soashtt,.sam 8 BASIN f Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa X MS = 6 co. 2- BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: F REVIEWER: G. Sleglord Tc (overland) Tc (9 Mae V A•C NUMBER OF DRYWELLS PROPOSED DATE: 31.04494 1 Single (typo A) 0 Double (type B) Ct • 0.15 L2 • 200 0.12 0.90 0.106 Total Area (oak.) (e. H1) 0.23 21 • 3 0.11 0.25 0.022 Time of Conc. (oslc.) lees H1) 5.00 LI(A) = 0 Z2 = 3 000 0.00 Compolb C (Pak.) (see )11) 0.59 N(A) = 0 B= 5 000 0.00 Time of Conc. (min) 500 5(A) • 0 n = 0.023 050 0.00 Ares (Acne) 0.23 = 0008 0.00 0.00 0' Factor 059 Ye (A) = 000 d • 0.08 000 000 Impervious Area (e0. M 5320 Total A Comp •C Volume ProvMSd 208: 325 moms 500 11(0) • 0 To (go) = 450 0.23 0.59 Outflow (cle) 0.3 N(B) • 0 Tc(A•B) = 0.00 Area •CFactor 0.14 S(B) • 0 O•C1•A• 0.43 -- Tc(bt.l • 5.00 Olen.) • 0.43 01 02 03 •4 05 08 07 Tc (B) • 0.0 InlenSIy • 3.18 Time Time Intensity O derv. V In V out Storage A = 0.4192 Inc. Inc. WP • 5.5000 (min.) (sec.) Iln.lhr.) Iclsl (a. h.) (cu. h.) (cu.0) R • 00781 (01 )4•C•03) (Oud.•02) (05440) V • 1.04 Tc Retell = Tc (oved.nd) • Tc ( guher) Tc(gu) • 4.50 5.00 303.00 3.18 0.43 173 90.00 83 Tc (overland) • CI•0I•N /S ^0.51 0.61 QI.n) • 0.43 01 • 0.15 5 300 3.11 0.43 173 90 83 1.1 • Length of Overland Flow Holding • 3.97 10 000 2.24 0.30 213 180 33 N • friction lector of overland flow (.4 la average gran cover) 15 900 1.77 0.24 240 270 -30 9 • eyeing. slope el overland flow 20 1203 1.45 0.20 250 300 -104 To (gutter) • Length If 01. /ec.)/00 25 1503 1.21 0.18 203 450 -187 B • Bottom width of gutter or ditch 30 1800 1.04 0.14 265 540 -272 21 = Inverse of cross elope one of ditch 35 2100 0.91 0.12 272 830 -356 22 = Inverse of cross dope Iwo of ditch 40 2400 0.82 0.11 228 720 .442 d = depth of flow In gutter (estimate. check ntmen with Flow) 45 2703 074 0.10 201 010 -529 Aran • d•Btd ^2/2•(714 22) 50 3003 0.68 0.00 268 900 -014 Wetted perimeter • B•da(1 /Snlem(l /Z11)4 t /eln(stn0 /Z2p) 55 3300 0.04 0.09 295 990 -695 Hydrsulk Radius • R • Ar../Wettsd Perimeter 80 3003 0.61 0.08 308 1080 -774 Velocity = 1.480/011 ^.687 ".5 05 3900 0.80 0.08 325 1170 -845 Flow • Veloclty•Area 70 4200 058 0.08 338 1260 -922 n • 0.018 for asphalt 75 4500 0.58 0.08 349 1350 -1001 • • longitudinal elope of gutter 80 4500 053 0.07 352 1440 -1088 55 5100 0.52 0.07 307 1530 -1163 90 5403 0.50 D.07 373 1620 -1247 95 5700 0.49 D.07 385 1710 -1325 100 6000 0.48 0.07 397 1800 .1403 DRAINAGE POND CALCULATIONS Required grassy swell) pond storage volume • Impervious Area t.5 In./ 1214 /Il. • DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring • Number and type of Drywalls Required = provided: provided: 222 cu. M. 325 cu. 11. OKI 83 cu. h. 500 cu. h. 010 1 Singb 0 Double • • • • • • • • • • • VM LL • • Slope: Si = <27 0 = D .75r< ere • ._ 0. 8% Impervious Area (Amp): .940e26.46 = wso • 2 S 0 € /`/ = 3500 • • • • 6zen � • 3 .140 = /1.O0 Volume of Grassed Percolation Area BASIN 6 Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 2, t S X/ oo x a = yso 3.As X /oo X / = 3AC • 77SCu.Fc STORM STORAGE VOLUME: er) /00 = 336 p.5 � -1-Q\ LS ?.= 70 • C a / - ) 42. S'= 70 /' s = 10 / • 8 t D\ 7 7 7 cu, Ft; �. J 208sheet.sam zy BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATICN (minutes) DETENTION BASIN DESIGN BASIN: G REVIEWER: G. Slegtord Tc (overland) Tc (gutter) Anas C A•C NUMBER OF DRYWELLS PROPOSED DATE: 31- OC3 -94 0 Single (type A) 2 Double Ilype B) CI • 0.15 L2 a 150 070 0.90 0.83 Total Area (celo.) (see HI) 2.06 Zt • 3 1.0 0.15 0.204 Tine of Conc. (plc.) (des H1) 12.34 LIIA) = 270 Z2 • 3 000 0.00 0 Compost% V (calc.) (ese H1) 0.40 N(A) • 0.4 B • 3 0.00 0.00 0 Time of Conc. (min) 12.34 S(A) = 0.007 n = 0.023 0.00 0.00 0 Area (Acres) 200 s = 0.008 0.00 0.00 0 CFacor 0.40 To (A) • 11.03 d • 0.23 0.00 0.00 0 Impervious Ares (p. 11 .) 11450 Total A Comp V . Volume Provided 2250: 775 dorm: 777 LI (B) = 0 Tc (gu) • 1.31 2.00 0.40 Outflow (al•) 2 NIB) = 0 Tc(A+B) • 11.03 Ana • C• Fawn 0.83 0IB) - 0 O•C5•A• 1.60 -- - - -- Tc(oL) = 12.34 0(••L) • 1.02 n •2 #3 r4 e5 440 07 Tc (B) • 0.0 Intensity • 2.02 Time Time IntenSIy 0 derv. V In V out Storage A • 0.8407 Ind. Inc. WP 44 4.4540 (min.) (esc) 9n.4lr.) (clsl (or. h.) (cu. h.) (cu. BA R • 0.1905 (e 1'e0) (A•C••31 (O tl.•02) 105-01 V • 1.91 Tc (total) • Tc (overland) + Tc (gutter) T0(90) • 1.31 12.34 740.30 2.02 1,80 1071 1460.60 191 Tc (overland) • CP(Ll•NB ^0.51'0.6) O(es0 • 1.52 Ct • 0,15 5 300 3.18 2.65 1068 000 ass LI • Length of PnMnd Flow Holding • 2.36 10 000 2.24 1.87 1502 1200 302 N = friction factor of overland How (.4 for overage gran cover) 15 900 1.77 1,48 1700 1000 -100 S • average slope at overland How 20 1200 1.45 1.21 1750 2400 -844 Tc (gutter) = Length (tt.IN•locity (h. /vec,)J00 25 1500 1.21 1.01 1768 3000 -1232 B • Bottom width of gutter or ditch 30 11500 1.04 0.87 1700 3000 -1820 21 • Inverse of cross slope one of ditch 35 2100 0.91 0.70 1705 4200 -2415 22 • Inverse of Gros slope Iwo of ditch 40 2400 0.82 0.88 1513 4800 -2987 d • depth of now In gutter (es6nate. check es9mele with Flow) 45 2700 0.74 0.82 1522 5400 -3570 Area 44 d•Bid ^2/2•(21422) 50 3000 0.55 0.57 1844 6000 .4156 Wetted perimeter • B •d+(1 /sln(am(12t))41 /eln(am(122))) 55 3300 0.64 0.53 1890 6600 4704 Hydraulic Radius = R = Area/Wetted Perimeter ao 3000 0,61 0.51 1960 7200 -5240 Velocity • 1.488 /n6R ^.607•• ^.5 as 3000 0,60 050 2078 7000 -5722 Flow = Vel0cit•Arae 70 4200 0,58 0.48 2153 8400 -6247 n • 0.016 or asphalt 75 4500 0,58 0.47 2219 9000 -0781 • • longitudinal slope of gutter 80 4800 0.53 0.44 2233 9600 -7367 85 5100 0.52 0.43 2321 10200 -7879 90 5400 0,50 0.42 2357 10800 -8443 95 5700 0.49 0.41 2432 11400 - 0908 100 6000 0.46 0.40 2503 12000 -9497 DRAINAGE POND CALCULA1ICNS Required gamey swede ports Morage volume • Impervious Area 1 .5 in./ 12 In, /H. • DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywalls Required provided: provided: 477 cu.11. 775 cu. H. OK! 486 cu.11. 777 cu.11. OKI 0 Single 2 Double • • • • • • • • • • • L = 3t X 833 • = 0,333 2 = D Q 0,20 • Y = 6.1 • / Q 4 • : ' Pia) AU 1d4) 4 7. 2,6 L _ 3,833 4 2. St • k de/in _ o. 3 • • • • 0. 072' F40 ski X,irac toTxa•/ • Q C I= 1'6pj2K 16 ►3) = `,® 4 Ep rto n/ /4 &L z a 's3'9 G c v pea 1 it). c s C/9( <v tint Cg .oz .a3 .0 2 . 0. n ••_ , , 1 1 ii 1 1 1 1 1 i 1 1 ! 1 � 1 a /v 0 0 I o -1 1 ± I - I 1 I r [ I 4 i 1 1 -L f � _ X ; �� I { Q e 1 LI L 1 — � ' 4. � i I 1 IS O % 0 2 °Y . 1 ! 1 r I • 1 j r 1 I 1 I I T i 1 1 -;- I, 1 .oz .a3 .0 2 . 0. n ••_ , , 1 1 ii 1 1 1 1 44 • • • • • • (c) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW • • (b) PARTIAL INTERCEPTION RA FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - y - FEET .6 .D6 .0! J6 6=39 21 .3 1 FIGURE 16 .6 .7 .1 .9 t.0 6 Ll CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE • On L 10 t 06 03 04 .03 .02 .01 .0 6 6 s • 3 .10 Qa E 1 r k t r t I 1 1 • • • • • • • • • • Slope: s m.g Impervious Area (Airrp): �Go € a6. S r 1).19 5A FT, Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x 0) / (3 x S) + Vgpa p.a loo K y r 9 0 co. FT STORM STORAGE VOLUME: 6 4 on. X /0B 336 rt o 208shen.sam BASIN J .� 62.sX 3 it At 5 7 cu. FT; REVIEWER: G. Slagkvd Tc (overland) to (gutter) Nn• •C MC NUMBER OF ORYWELLS PROPOSED DALE: 31 -Oc1-94 0 Single (yPe A) 1 Double (IYP. BI Ci . 0.15 L2 • 450 0.23 0.00 0.25 Total Area (elk.) Use HI) 0.46 21 . 8 0.13 0,8 0.04 Time of Cosec. (salt.) (see 111) 5.00 L1(A) is 0 22 = 12.4 0.00 0.00 CompositeS•(uk.) (see HI) 0.65 NIA) • 0 B• 0 0.00 OM Time of Cono. (min) 5.00 S(A) • 0 n • . 0.016 0.00 0.00 Area (Acne) 0,45 • : 0,003 0.00 0.00 C Factor 065 Tc(A)• 0.00 d • 0.23 0.00 0.00 ImpeMou• Area HQ. h.) 12100 Total A Crory - C• Volume Provided 208: 000 non'. 547 Ll(B) • Tc (9u) • 334 0.45 0.30 Outflow (cis) 1 N(B) • Tc(A+B) • 0.00 Area • C Factor 0.30 518) • O=C•A• 0.04 :seine . •s.s•.• eras••• ••••:•s •••__•_ ••• ••:• Tc(tot) = 530 0(en.) • 0.85 •1 *2 *3 04 *5 06 •7 Tc (B) • 0.0 Intensity • 3.16 Time Time Intensity Odes. V In V out Storage A • 0.46683 Inc. Inc. WP • 4.2003 (min.) (sec.) (MAO (cis) (cu. h.) (cu. 5.) (ow h.) R • 0.1142 •1 (A•C•f3) (OuM.•i2) II5.05) V• 1.03 To (total) • Tc (Overland) ♦ To ( guner) Tc(gu) • 3.64 Z 5.00 300.00 3.15 0.94 330 300.00 50 Tc (overland) • CI•(Lr•N/S ^0,51 "0,6) Olen) • 0.95 C1 • 0.15 5 300 3.15 0.94 350 300 80 L1 • Length of Overland Flow Holding • 15.03 2 30 W 10 8 224 0.67 467 O -133 N • Motion factor of overland Sow ter average gran cover) / 15 900 1.77 0.53 527 900 J13 5 • • average elope of overland Sow : 21 1200 1.45 0.4] 581 1200 do is (Sonar) .Length (M1.I/Vnacly (M1. /nc.)/60 25 1500 1.21 0,36 570 1500 .024 B • Boteom width of gutter or ditch it 30 1300 1.04 031 587 1800 -1213 21 • inverse; of cross elope one of ditch � 35 2130 0.91 0.27 505 2t30 -1505 Z2 • Inverse of crop elope two of ditch 40 2400 0.52 0.24 600 2400 -1791 d • depth of flow In gone. (estimate, check estimate with Flow) 45 2700 0,74 0.22 515 2700 -2051 Arse • d•94d ^2/2•(21.22) 50 3000 0,58 0,20 626 3000 .2374 Wetted perimeter = B• d4(1 /SnUtn(12l))+1 /nn(stn(1/Z2)) 55 3300 0.84 0.19 647 3300 -2053 Hydraulic Radius • R • Area/Wetted Perimeter 60 3630 0.81 046 671 3800 -2820 Velocity• 1.456 /n•R• .507•• • .5 65 3900 0.60 0.18 713 3000 -3157 Flow • VelocltyArea 70 4200 0.55 0.17 741 4200 .3459 n • 0016 for asphalt 75 4500 0.56 0.17 765 4500 -3735 • e bngibdinal elope of gutter 60 4800 0.53 0.16 772 4800 .4026 as 5100 0.52 0.15 803 5100 .4297 90 5400 050 0.15 817 5400 -4563 95 5700 0.49 0.15 544 5700 -4858 100 6000 0,48 0.14 570 8000 .5130 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 DETENTION BASIN DESIGN BASIN, H DRAINAGE POND CALCULATIONS Required grassy smile pond storage volume • Impervious Area it .5 in./ 12 In./It • DAMES REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring • Number and type of Drywalls Required = provided: provided: 508 cu. It. 000 cu.11. OKI 50 cu. It 547 cu. It. OKI 0 Single 1 Double TIME OF CONCENTRATION (minutes) • • • • • • • • • • M • • • • • • • • • Lt 3.833 H = y "= A331 4. =f• !?.i60 4 6, 45 °Ts Y= 0,23 = CFr6Oar l6 2) '-2 L 4 7 Q Qt 6.33 3. $33 - 0,6 6.3 Ima 6 .2 3 • 0,9s ira,72 E�ow Z�TER =prlo A CCZ&ortif )6 V3J _ 0,72 ci4x22t,o ovsn Q , Q o' g crs C,5 - 0,6 $ = O, 27 c%'S Bp sr1/4) cogs oPtNr»G ct4ccacc4 rro ,JS • • • • • • • • • • Slope: 5 = 0.9% Impervious Area (Am,p): /so a ab. S = 3475 Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 2 •as too = a S co. Fr; STORM STORAGE VOLUME: 41 o.7z • a X /00 = 336 ca, gr 208shcn.sam BASIN is 3 4034 G. Sieglord 31.Ocb94 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: D BASIN: DETENTION BASIL DESIGN REVIEWER DATE: NUMBER OF DflYWELLS PROPOSED 1 Double (type B) 0 Single (typo AI Total Area (oak.) (see HI) 0.11 Time of Conc. (talc.) (see HI) 5.00 ConipoNte O lolc) lee H1) 007 Time of Conc. (min) 500 0.14 Area (Acres) 067 C Factor 3075 ImpMOPr Ma leq. h.l 208: 225 storm: 330 Volume Provide! 208: Outflow (cis) 0.00 Area • C" Factor .......... • . • ! = ! •z H .7 :5 !6 Time Intensity Otlw. V In V out Sbraga Time Inc. (min.) Inc. (sec.) (In (.1•BO) (dal (cu. 0.) (A•0• #31 5.00 300.00 3.18 0.30 5 300 3.18 - Thin 10 030 2.24 0.21 15 000 1.77 0.17 20 1200 ' 1.45 ' 0.14 25 1500 1.21 0.11 30 1800 1.04 0.10 35 2100 0.91 0.09 40 2400 0.82 008 45 2700 0.74 0.07 50 3000 0.88 0.08 55 3300 0.64 0.06 00 3800 0.81 0.08 05 3900 0.80 009 70 4200 0.58 0.05 75 4500 0.58 0.05 50 4600 0.53 0.05 es 5100 0.52 005 90 5400 0.50 0.05 q 5700 0.49 0.05 100 WOO 0.48 0.04 DRMNAGE POND CALCULATIONS Required grassy Swale pond songs volume • ImprvlOUS Area n .5 in./ 12 In.lfl. • DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Ma.imum storage required by Bowstring = Number and type 01 Drywalls Required • • 120 300.00 120 147 168 177 181 185 187 192 194 197 204 211 225 233 241 243 253 257 256 274 provided: prodded: (Cu. h.) (m1. h.) (00..21 145+61 300 800 900 1200 1500 1600 2100 2400 2790 3000 3300 3800 3900 4200 4500 4800 5100 5400 5700 8000 -100 -180 -453 -734 -1319 -1815 -1913 -2803 .3090 -3369 -3675 -3057 -4259 .4557 -4847 -5143 .5434 .5728 168 cu. It 225 cu. h. OI(I O cu. ft 336 cu. h. OKI O Single TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) CI • 0.15 LI(A) _ N(A) • S(A) 1 Double 0 O To (A) = 0.00 11(0) • 0 N(B) = 0 S(B) • Tc (B) = 0.0 L2 • 21 = Z2 • B = s = d • le (gu) • TC(A+B) - Tc(tot) Intensity • 130 8 12.4 0 0.016 0.008 0.15 1.47 000 5.00 3.10 Tc (total) = To (overland) * Tc (gutter) Tc (overland) - ClILI • NIS - (L51" 6) 0t = 0.15 11 = Length of Overland Flow N • hktlon lector of overland flow (.4 for average green cover) 5 • average dope of overland flow Tc (goner) = L.ngm (0.1/Velocity (h /eec.)180 B • Bottom widO of gutter or ditch Z1 = Inverse of cross dope one 01 ditch 22 • Inverse of cross slop two of dlbh d • depth of flow In gutter (estimate. check estimate with Flow) Area • d•B4d 2/2•(21•Z2) Wetted perinamr • B•d•Itldplaln(1/ZI))sl/dn(em( 21)1 Hydraulic Radius = R • Na/Wetted Perimeter Velocity • 1.488/n Hi .007's ° .5 Flow a VebcIty•Ne = 0.018 for asphalt a = longitudinal dope of gutter • • • • • Areas 'C ▪ At 009 0.05 0.00 0.00 000 0.00 0.00 Total A 0.14 O =C•A• 0.30 QOM.) • 0.30 A• WP • R• v = Tc(gu) • 090 0.25 0.00 000 0.00 0.00 0.00 Comp 0.07 0.207 27765 0.0745 1.47 1.77 0.30 Holding • 4.63 • 0.081 0.0125 0 0 0 • • M 9t ref .1 1 • • • • • • • • • L= 3,133 4 s 6.333 4 = 6, /647 (ai _ 0,36 Ott e F26ortc 16 t) • L Q = 3 L _ 3.833 Cti 3. 75— 0,160 _ hot Y WS* Q Q q 0.0 F rN TER ed. rim 6fGo' E 16 6) ogat 1,0 x »TER CEP I LL 3 BPtSTN r Lc (6 oectirm Ci9ccaot r7oN 5 A • • • • • • • • • (a) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING INLETS WHEN . INTERCEPTING 100% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH •LESS THAN L 3 6 6-39 SA sr& Z DEPTH OF FLOW - Y - FEET = y s .S .6 .T .6 .9 L01.0 W DS .06 .06 .10 p�i�flVi .01 _ 02 N�, .8 s��t1YJt��� I� / th SAVA I Ae 2 L / CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE FIGURE 16 • • • • • • • 0 0, GAt_cOLr4TTc.tj t2 - GvXOT V 6 /fit &vi Fes? oG Cug6 25 20 /=vu/se 4_ • 20 4' 21, = 0,90 /2. L Pin 4r d F It i+ -� D STN .F • otrdH FCow cs9 's • ,v0 C/ r/ t-yti Ar 74 trZb;icc• • 0.15G o,.,g 3 • • • • • • • • Slope: s = 0.8 Impervious Area (Amp): /zo ,X .a(,.S = 3180 Volume of Grassed Percolation Area + Vgpa Vgpa (corrected) = As x (100 x D) / (3 x S) • - 70 x ‘ 2.23" = /SS et FT • • STORM STORAGE VOLUME: 208sluel.sam X 1►#1.s= - ?0 BASIN T 3 l ` 9001 TIME CF CONCENTRATION (minuU•) J Ana, t222 A•C BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: BASIN: Tc (overland) Tc (gutter) A DETENTION BASIN DESIGN RENEWER: G. Slpbrd OOT 090 006 DATE: 31 -OC1A9 0.15 L2= 100 p . zl = 6 o.oT o.2s o.o1T To al A OP D IC) (see PROPOSED 0 Double (rypa BI t26 000 0.00 1 tal (1YW 5. Ll(A) • 0 Z2= 000 0.00 ToUI A l (c .) (see Ht) 0 B 0 000 0.00 5.00 NIA) • 0018 Time of Cain (ak.l (••• 711) 0.56 S(A) • 0 n 000 0 Composite •C (Cale.) (sea HI) 0.00 • • 0005 000 0 0 me of Cone. (min) 0.19 d • 0.14 Tc (A) = D.00 Total A Comp 'C'' Me (Acne) 31 80 1.19 0.14 A 0.55 L1(B) • Tc (qu) hyaabus Ma (el. hl pp; 3156 alarm: 70 9 ) = 0 TdAa01 • 0.00 Q•OYA. 0.x0 Ydum•Provided 0.3 SIB) • 0 5.00 0.C.1• 0.26 Wt6ow (ch.) N( 0.05 igbU Araa'CFacfa •_- •_•_ __• • °•` a((....= 00 'Mouthy r. 3.16 e• 0.15032 c BI -•_ • ___ SW __ 15 e6 Q A • • 2693 *4 et *2 ea 0dev. Vin Vaut Storage R 00532 bin.) Time Intensity Y= tea 1n0. Inc. cis) (cu. h.l (cu. tt.l (cu. h.) To19u1 • 805 (rdn.l (.ea (MAO i (aa.•e21 Ie5 -ebl ate. 0.25 (*earn S.... •=• =YOW =___•M1 Tc (wish • Tc(ovedand) i Tc( 9u0nH •• -___ =• =• - 10] Tc 0:111•11004:21) • Ct•ILt•NB ^0.51 ^0.61 1.10 _•_ ••_• =• =•= 3.15 0.26 W•0.15 HoMinge 3.56 6.00 300.01) 3,18 • Length of Overland Flow 5 300 2.24 0.18 127 180 53 N • notion factor of overland Sow (.4 for average grass cover) 900 2.24 0.18 270 -127 5 • average slope of overland flow 20 0.14 143 Tc (gutter) • Length NJ/Velocity (llJ•ec)A10 h \5 12ed3Dp I Ap 0,12 152 ;� -469 B = Bottom width of gutter 01 ditch 20 0.10 156 Zt • Inverse of cross slop* one of di tch xp 1500 1.21 159 540 -361 • 1800 tea 0.08 530 , 22 = Inverse of cross elope two d ditch . eb Ck ea 0.91 Dpi 161 d . aaPth at Ibw in gutter (estimate. mete, estimate with Flow) pp 2100 155 820 -556 2700 0,52 DID 900 -730 Area • d•Btd -2/2. 71+22) 810 40 167 perimeter = B•dv (1 /tln(am11/Ztll +l /tln(am(1R2D) Z 9y • 3300 00 0.74 0.06 170 900 -730 3000 0 Be 9,95 990 -615 Hydraulic Redlu• • R = Ane(MeMd Perimeter 50 0,61 005 52 ,pap Velocity a 1.4116/11•R ^.56T•s ^.5 i 14 000 0.61 005 fez 1D170 . Flow • VeIocitvArea Vii DO ' 65 JB 6D 0.58 0.05 1'691 1260 -1059 n • 0.018 br asphalt 70 4200 0.58 0.05 207 1350 -1113 s • longitudinal elope o19u1 t M TO 4800 056 0.05 200 1440 -1231 VY 05 4800 0.52 0,000 0.52 0.04 218 1530 -1312 pp 54 221 1620 -1399 90 5400 0.59 0.04 229 1710 -1961 00 5700 0.49 0.04 x38 1800 .1569 GOOD =wt..... .75 8 OW _ MMMMM 100 MMMMMMMMMMMMMM .. DRNNAGE POND CALCULATIONS Required grant' .weld pond *abbe volume 133 cu. h. • Impervious Area s .5 in./ 121n.1h. = 158 cu. h. OKI provided: DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM 13 cu. h. Maximum storage raquhed by Bowstring • provided: 70 cu. 11. ORI 1 Single 0 Double Number end type of Drywalls Required - • • • • • • • • • • t00 M ^.t. I. Al z v: • • • • • • • • • • • L= 3.933 H = 0,3 CI = 6t /40 q = 6.26 cps �l ' 0.1'1 F' Qt L - L F1lotE 14 4) = o.oa 4 L : 3.25 Y 3.833 3:23 0•/ rcow zN rrrc cEPrz'°/` 1 L & ui.e /G a) _ To �L 1 39 Gott. oti L /4L L otJ4TIGr 5 • • • • • • • • • .0 1'571 02 •05 (a) OENGTHGOF CURB OPENING 100% OF SHGUTTER INTERCEPTING FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L DEPTH OF FLOW - Y- FEET 7 B .9 1.0 f .5 .e s .04 .05 •0 .06 .i0 Vti�11Rr /. , .o a I I in nil I al I 111 11.111111.1111 11 in u 639 .2 • 5 06 .05 .0• L/ CAPA 0 Y CONTINUOUS GRADE INLETS GRADE FIGURE 16 .03 0 •a te i/riJ��/J� I a raillara Mgr 0 dies . 05 .04 .08 .10 Go La .01 1.0 e 6 .10 .s .6 .5 1.0 Q 1 Qa fl 1 1 • • • • • • • • • B,gsrtJ S eALCULKT1oIJ V ENSc 14L Lk FiltE oh Gott3 T S 2 G plia,", • 20 & 2 % — Fort f 2 0. 2$ 0. ye 1 D a_ pTH o F= AT rd H ,=t.e w c,4,J r3 f ✓o LO 9 2 T#td Me tat r FA- 44 r' o ya O./y < o.ag t / 2 - wry,` L • • • • • • • • Slope: 5= oegy Impervi� (Amp) • 3/0 , X6. = Ba /j Sq. F Volume of Grassed Percolation Area }Vgpa Vgpa (corrected) = As x (100 x D) / (3 x S) • 75 X 2 25 3 = set co. 7: STORM STORAGE VOLUME: z 20 Ssheet. San BASIN K • 2•a5--to 3 = :/I ca.FT 44 Z BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (rninuSt) BASIN: K Tc Wetted Axs V A'C REVIEWER: 0, Sleglord It (auedendl NUMBER OF ORALS PROPOSED GATE: 3 .0cr -94 1 Slagle (woe A) 0 Double (type B 0.19 090 0.1]1 CI = 0.15 L2 = 900 0.19 0.0] 0.7 Total Alen Ae (talc.) (Se• H1) 035 Z1 6 Time of Conc. (talc l Nee HE 5,00 11(4) = 0 72 = 12.4 0.00 0.00 0 _ B= 0 0.00 000 0 T mpo Cont. ( min) lees Mt) 0'80 S(A) I = 0 n = 0.010 0.00 0.00 0 Ttme of es )c. ((min) 500 1 0 0.00 000 0 Area (Acres) 0.35 0.2 0.00 0.00 0 C' Facto 050 Tc JAI = 0.00 d = 8216 Total A Comp 0 Volume m Pr Area (a9. X.) 0 Te. (9u) a 2.01 0,35 0.10 Outflow (Mel 208: 506 storm. 21t N = 0 TCIANBI= 0.00 Onse'C' Factor 0.21 B1 S(603) Q_CN•A. 047 Alx'Camr 0.2(6 = 0 ___ Tc(tol) = 5.00 Olen)a 0.00 __ ° °_ _ ___ _ _- � - ` _ -_ __�� 0.0 Intensity a- 3.15 ft = _ a /Snit 42 =.= = = =R, __ _ > -Ya __ 15 f8 i7 Tc 113) ° 308 0. = Tiny Tlma Intensity 0 des. V In V out Storage A A = 3 Inc Inc. W = 07043 (min.) (sec.) IinJHr.) Ictsl (00 e.) (cu. X) (cu. 11.1 V= 1103 141100) (A'C431 (Outf.`f21 (45.00) Tc Dotal) Tc (overland) • Tc (gunerl tc(g ) = 281 _ __ __ _ __ Opyi= 0.00 5.140 = ' 300.00 a == =_3 == - = - O.W =•• ==270 __.. W , W •_ 180 Tc(ovedend)= C1'ILI WS ^0.510.8) CI = 0.15 Holding = 10.159 300 3.10 007 270 90 150 Lt= Length el Overland flow t0 000 2.24 0 47 332 130 152 N = Mclan factor of overland flow (.4 for Storage Brass cover) 15 000 177 037 374 270 104 S= average slaps of overland flow 20 1210 145 0.31 395 313C 38 Tc( gutter ) = long th OMWAlleay(A. /aec.)l 25 1500 121 0.220 409 450 .41 B = 13o0ern width el gullet or ditch 30 1609 1.04 022 417 540 -123 71= Inverse at creel slope ore of ditch 35 2100 091 0.10 423 630 .207 Z2= Inverts of cress slope two of ditch 49 2400 0.82 0,17 433 720 -267 d a depth of Clow in gutter letsmate• check estimate with Flow) 45 2700 0.74 015 438 910 472 men = dread ^212'¢ 50 3000 0.68 0.14 445 000 455 Welled perimeter =BedetIGIMetn(1i7111+ Vfnleln(11Z21/) 55 3300 0.84 0.14 459 990 .531 Hydraulic Radius a R = Area/Wetted Peflnleler 80 3900 031 0.13 475 1080 .004 Velocity a- 1,480(n'R ^881 85 3000 040 0.13 501 1 t10 .663 flow = Velocly•Area 70 4 0.50 0.12 529 1260 -734 = 0.0101or asphalt 75 4500 0.50 0 t2 544 1350 000 a =. Iongltdinal slope of Butler 50 4600 053 0 -11 548 1440 -802 05 5100 0.52 0.11 571 1530 -059 90 5400 0.50 0.11 550 1020 .1040 95 5700 0.49 0.10 000 1710 •110 100 0000 0.40 0.10 610 1800 -1162 DETENTION BASIN DESIGN DRAINAGE POND CALCULATIONS Required grassy aware pond storage volume . Impervious Areas 5 in.) 12 in.1tt. _ OAYWELL REOUIREMENTS - 10 YEAR OESION STORM Maalmum Storage requhed by Bewatring = provided: Number and type 01 Orywell9 Required 342 cu. M. .provided: 500 cu. It Ol(I 100 cu. X. 211 cu. X. OKI 1 Single 0 Double • • • • • • i •- • • 2_. • • • • • • • • • • • .4 W W 2 0 2 2 0. 0 O 0 .25 1— W 2 1.0 12 It 15 10 3 7.5 7 6.5 5.5 4.5 • 5.5 2.5 r 4: OtZo h= p 3•3 Fr � r L = 3.83 3 Qc_ 0 .18 L Qt - Ito 1.5 1.2 BUREAU OF PUBLIC R0A05 DIVISION TWO, WASHINGTON, O.C. to 3 r t 11. ? 0 2 ." 0 tl. F `.' Os Cr N 1.0 ./.1\ . o .E 0 / 1% , + O 2 W 0. 0 1 0 .1 — O .0 J LA- .00 0 1- a .0 ¢ W 0 0 4 0. a 0 J- .02 L 01 NT. CURS 1.5 I.� .9 1 t7 W S O 1 0 z_ 2 W 0 0 Q ¢ W 3 . 25 u. 0 r 0 w O tL O O 1 5 cc Q LOCAL DEPRESSION (6) NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS FIGURE 17 0.1 I 1 1 1 1 1 • • • • • • • • • Fft 20 2 "� = 0, el i Fort /1 LA,+%= , 4 ' / -1ze✓, No D :DT* of D Lrc FLoN 0 iii, i G• — /i 0 .19 G 1�C co U47Z&JJ 12 - writ) E V tHic tt LIgNE o f cm4 d as 20 Pao" 4_ LD AG 127 n t/Is r/fg ui-pc girce C. 20 L. 0.29 BASIN L Impervious Area (Aimp) asp € /9 = 39a0 sq. Fr: 131-D7 3aoe = 4 I ( o Set, ti: Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 3.2S x lob X7 . CSO 3. ar x So = /6 3 STORM STORAGE VOLUME: (3: a5 It a 54 8 + 9.o8 x so 2. r_ 28 — sa BOWSTRING METHOD (TEN YEAR STORM DESIGN) DETENTION BASIN DESIGN NUMBER OF ORYWELLS PROPOSED 0 Single (7Fe A) Total Area (cola) (see Hi) Time of Conte (cab.) (en HI) Composite (wk.) (ne H1) Time of Cone. (min) Ana (Ann) C' Enloe Impervious Area (ap. 8.) Volume Provided Outflow (cis) Area • C Factor 3 Double (type B) 3.90 15 B] 0.31 205: 13 rte 05 Tim e Tim Intensity 0 dev. Vin VW1 Time Inc, Inc. (cr. 0) (cu. It.) (cu. 111 (sec.) gn.mrl Ws) .54.61 (vin.) (A•PeJ) (OUd. 1 °• a °• = 2070 °•___•_ a °tea . a.• =a a °..= =a 26558] -153 • ••w,1.oa 1s1 2.10 3.ei 682 3.89 900 O 300 3.18 � 1600 401 10 900 224 2.74 1 .T5 2.77 2609 2700 -91 800 3600 .800 15 1.45 1.77 2090 -1803 20 1200 1206 2097 4500 O 1 500 1.21 2699 5400 -2701 30 2100 0,91 1.27 2095 6300 -3005 40 2100 0,8 1.11 2129 7200 -4471 2400 0,34 0..0 6100 -8355 40 2700 0.78 0.93 2734 9000 -6238 50 3300 0.64 0 B8 2534 9903 60 3800 0 -]030 60 3300 051 00.75 2925 10300 -7975 .01 .3 3097 11700 -6003 65 4900 0.00 0.73 3205 12600 -9394 70 4200 0.59 0.71 80 4500 0.515 3301 13500 -10190 0.85 3316 14400 -11062 80 4800 053 0.65 3446 15300 -11654 65 541 00 0.50 0 90 5700 0 3497 10200 -12703 .59 0.41 3607 17100 -13493 90 6000 0.49 0.39 3709 19000 •8201 0004 0.44 0.59 100 ...a. =• ..a =-.• .=a ■■= a. a.•. DRAINAGE POND CALCULATION pond storage volume Required grassy . Impervious Area s .5 In./ 12 In. /tt. = provided: 613 cu. ft. ORYYIELL REOJ t DESIGN STORM M.simumstorage YEAR by Bowstring = Number and type of Orywell6 Required • • • • PROJECT: BASIN: REVIEWER: DATE: 15.87 39 031 3920 613 norm: 3 1.21 provided: 16 4004 L G. Sleqind 01-Nov -ss 17 Storage 163 N. N. 119 01(1 692 cu. It. 209 cu. I0. 01(1 0 51r1g1• 3 Double TIME CF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Cl a 0.15 12 = Z1 = LI(A) = 560 Z2 • N(A) 0.4 B S(A) a 0.009 n a . Tc (A) • 15.85 d • L1(B) N(B) a 5(5) • Tc (B) • 0.0 To (gu) • Tc(AFB) . Tc(bi.) • Intensity 2 3 3 5 0023 0.005 0.2 0.02 15.85 15.47 1.71 Arno C A•C 1.04 286 0.00 000 0.00 0.00 0.00 Total A 3.90 O.C O(est) • A• WP . R . V• Tc(gu) Olen) • 0.90 0.10 0.00 0.00 0.00 0.00 0.00 Corp 'C 081 210 205 1.12 6.2649 0.1]88 1.63 0.02 2.06 Tc (total) a To (overland) + Tc (gutter) Tc (overland) . Ct•(L1 ' 0.5) ^0.6) CI a 0.15 Holding • 0.03 LI = Length of Overland Flow gran cover) N • 3lctecn factor of overland flow (.4 for average 5 • average elope 01 overland flow To (gutter) a Length (8)NelocIry (8./secdl80 B a Bottom width of gutter an of ditch • Inverse of cross slop Z2 = Inverse of cross slope e10 of ditch d a depth of (low In gutter (es6men. check •stInele with Flow) Area • d•B+d ^ 272(21 aZ2) Wetted perimeter • B•d4(1 /slnlamlVZIRN /sln(amIVZ2)1) Hydraulic Radius • R • Area/Wetted Pedersen Velocity • 1A661n•R ^.607.6 ^ .5 Flow • Velotlry • 0.016 for asphalt I • longitudInn slope of Butter 0.93 0.286 • • • • • • • • • • • • • • • • Slope: 5= I• s% Imgervi�Area (Any): 3o 0 X ly = 4 2.00 SA. FT. xosshettsam BASIN M Volume of Grassed Percolation o Area x S) + Vgpa V (corrected) = _ ,g( COS • �3.15)X / aa X o.S) /C /,$)xs STORM STORAGE VOLUME: • 3� t 0 " s33.3)C S z7 '18 IL P. s .vf.. 0 • • PROJECT: 4004 TIME OF CONCENTRATION (ninths) BOWSTRING METHOD (TEN YEAR STORM DESIGN) R EVIE. M Tc (gutter) Mee V A•C DETENTION BASIN DESIGN RASINWER: G. Slegbrd Tc (overland) DATE: 31.00.94 L2 Z7o 0.10 0.00 0.00 NUMBER OF DRYWEU.S PROPOSED CI • 0.15 0 0.13 0.D 0.0323 0 k.) ( (type) 1 Double 0p W B) 21 • 0.13 Di p 0 0.23 Ll(A)° 0 Z2• 3 000 0.00 0 Tout Me (wk.) (M HI) 500 0 B . 5 Time Composite Coos (wb.) (see H I) NIA) • 0.07 0.00 0 053 0 n 0.0D 0 cres) cab.) (see HI) 0.03 S(AI • 0 0.00 0.00 C F al Lau. On) 5.00 - 0.00 000 0 Me (Aurae) OO,n Tc /A1 = 0.00 • d • OID Total A Comp ICI C Factor 4.72 Total 0.53 Volume PnwidS h.l +vas p o r n . 271 11(B) = 0 Tc(lg. • • 0.00 Volume (els) '03. N(B) • 0 O.L•I•A• 0.30 w. Outflow (cbl 0.12 S(B) • 0 Tgbt.) = 500 OUP.) • 0.35 .... mo ecbr . ... _.• ...0... ._.._.= 0.0 Intensity 3.18 Area • .x. x ..6 ...0 a To(B). p. 0.380 Time e2 .• n 04 a i V Stones W. 0.3 ( 647 Inc. Time Intensity O tlay. V in R 5.4427 Inc. Ina ( (cu. 8.) (cu. 8.) (cu. 8.) V a 095 lin.An.1 (cis) (Oud1.•a21 (05 -S0) Tc(gu) • 0 (n'8o1 c.a.. _ Tc (total) = Tc (overland) + Tc (gutter) DI • 0.35 _ _.._... =.... 6 300.00 -143 _ ._._. -= Tc (ovetlend) =Ct'N ^751 ^0. 6) 5.00 •6••307.00 3.15 0.39 CI. 0.15 2. 14 0.27 157 300 .107 Holding 3.83 10 800 224 0.27 193 900 JOI L1 • Length of Overland Flow 5 N • friction lector of overland flow (.4 tor average grass cover) 300 15 083 5 • average s1Mrs of overland lbw 20 1200 1.45 0.15 D1 100 1.45 0.22 2 900 15 average Tc (gutter) • Length (8.)N ry M./sec.)/ ebci /sec.)/ 1� -12e3 B• BOtbm width Ol gutter or ditch 1500 1.21 0.13 237 1 21 • Inverse of cross Pope °neat ditch 0.13 242 2000 .1558 30 1800 204 22•Inveol Dow cross In gu ts* slope two at ditch ch eck e 35 2100 0 91 0.11 245 2100 .1855 d • depth s of lbw Iguts* (edmaw. chock with Flow) 40 2400 052 0.10 251 2403 -22149 Me B.d ^2/2•(Z1+ZZl 2 45 200 7 tag 254 2700 • -2322 Wetted perimeter • B• d+ R (Ana/Wetted /Pn(ebU /Z1))+1lan(Mn(11Z211) 55 3000 0.68 0.00 258 3303 3 3900 .3033 Hydraulic Radius . b + AeAna/Wetted Pednwt r i‘in 50 3300 08. 0 287 JpD Vaclry. 2.008 /n'R ^387.4 ^.5 3800 0.51 007 277 3838 Flow. Vabclry'Mn 4200 0.80 0.07 D4 3000 • 0.010 lot asphalt 95 0.0 306 4200 .3894 s Mr ik Tp 4200 058 318 4500 -4454 • longitudinal slopeo1 u9 n 80 4500 0.58 0.00 4800 -4482 M 80 .pop 053 0�� 5100 -4769 W 85 5100 050 007 337 5400 .5053 W 5400 0.49 0.00 .5352 00 5700 0.40 0.05 359 S 0.06 359 .5841 100 .m== ....•.B ' _ =•6. .616.6. .60666. ..x666■ DRAINAGE POND CALCULATIONS Required greasy swab) pond .torege volunle • Impervious Area 5In./ 12 ln.M. • provided; DRYWELL REQUIREMENTS Y required S by N Bowsui p = Number and type 01 Drywalls Required is • • i • provided: 175 cu 8. 181 cu. 8. qO O cu. 8. 271 cu. ft. O(I O Single 1 Double • • • • • • • Slope: • S i= /•sfo Impervious Area (Aimp): 3.z6 @ / = 9 • a/o € 6 = 1 z40 • • • e ,zC $o ) • 1 X 33.3 X S Ie.& f _ X SO = z3C A 0 t o ; b10 �--. � boo • 13 LOTS � 3200 = ti l 600 5% Fr Volume of Grassed Percolation Area STORM STORAGE VOLUME: 2O8sheet.sam BASIN /J sq, FT: Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 3,zsX C /oa 1C v, so) A3 x �,$ x 6 = 2 17 3• zcx /co = 3 Zs • Syz Cu, Fr So a7 J 2- 7g7 c . Fr X so= 8/ 1 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROTECT: 4004 TIME OF CONCENTRATION (Snubs) DETENTION BASIN DESIGN BASIN: N REVIEWER: G. Siaglard Tc (overland) Tc (gutter) Areas V A•C NUMBER OF DRYWELLS PROPOSED DATE: 06Nov.94 1 Single ItYPe A) 2 Double Ilype B) Ct • 0.15 12 • 221 1.09 0.90 0.901 Total Ana (oak.) (see HI) 3.05 21 . 3 1.96 0.10 0.190 Time of Conc. (aid.) (sea H1) 10.79 LI IA) • 440 Z2 = 3 0.00 0.00 0 Composite V (oak.) (ties HI) 0.39 NIA) • 0.4 B • 5 000 0.00 0 Time of Conc. (Mn) 16.79 S1A) = 00)7 n • 0.023 0.00 0.00 0 Area (Acres) 3.05 a • 0.400 0.00 000 0 C' Factor 0.39 Tc (A) . 14 .79 d • 0.2 0.00 0.00 0 Impervious Ares (.q. 11.) 5740 Toted A Corry 'C ' Volume Provided 230 542 storm: 901 11)8) • 0 Is (9u1 • 2.03 3.05 0.39 Outflow (cb) 2.3 N(0) • 0 To(A +B) . 14.79 Area • Cr F44144 1.18 5(5) = 0 O•C1•A= 1.95 ..•__•.. •=............ =e•e.•. •••.••. ._ =. `•. Tcllot.) • 10.79 0(en) . 2.06 01 *2 *3 04 *5 •6 *7 Tc (B) • 0.0 Intensity = 1.06 Time Time Intensity 0 dev. Vin Vout Storage A= 1.12 Inc. Inc. WP • 0.2649 (min.) (sac.) (MAT .) (chi) (cu.11.) (cu. N.) (cu. R.) R • 0.1788 (*r00) (A•C•03) (Cuff. 02) (*5.00) V • 1.63 - -- Tc (total) • Tc lovedand) + Tc (gutter) Tc(9u) • 200 15.79 1007.9 1,68 1,05 2630 2310.83 313 Tc (overland) • Cr .I W/S ^0.51'0.8) 0(4.9 • 2.06 Ct • 0.15 6 300 3.18 3.74 1505 690 015 LI • Length of Overland Flow Holding • 3.12 10 600 2.24 2.04 2120 1300 740 N • frkton factor of overland low (.4 or average prase cover) 15 900 1.77 2.08 2512 2070 442 S • average Hope of overland Row 20 1200 1.45 1 .71 2832 2760 .19 Tc (gutter) • Length (X.)NelocIty (X. /..c.)/e0 25 1500 1.21 1,42 2824 3450 -626 0 • Bottom width of gutter or ditch 30 1600 1.04 1.22 2823 4140 .1517 21 • Inverse of crop slope ore of ditch 35 2100 0.91 1.07 2814 4430 .2214 Z2 • Inverse of cross slope Iwo of ditch 40 2400 0.02 0.97 2847 5520 •2673 d • depth of flow In gutter (estimate, check estimate with Flow) 45 2700 0.74 087 2850 6210 -3500 Ares • 0•8+d" 2/2 50 3000 0.08 080 2875 6900 .4225 wend perimeter • B•d +(1 /eln(etn(1 /217)+1 /slnlem(l/ZT)) 55 3300 004 0.75 2744 7590 .4648 Hydraulic Radius . R • ArnAVsned Perimeter 00 3600 0.01 0 .72 931 0200 .5449 Velocity • 1.460 /n - .6674 ^.5 e5 3900 0.60 0.71 2996 8970 .5974 Flow • Velocit•Area 70 4200 0.58 008 3101 9600 '0559 n • 0.018 for asphalt 75 4500 0.58 0.68 3192 10350 .7150 a. longitudinal Pope of gutter 80 4800 0.53 052 3206 11040 .1032 e5 5100 0.52 0.81 3331 11730 0399 90 5400 0,50 0.59 3379 12420 -9041 05 5700 0.49 0.58 3405 13110 .9625 100 6000 0.46 0.50 3503 13000 .10217 DRAINAGE POND CALCULATIONS Required grassy male pond elorege volurne = Impervious Area x .5 In./ 12In. /X. • DRYWELL REOUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring . • Number and type of Drywalls Required • provided: provided: 239 cu.11. 542 cu. IL O<! 515 cu. X 957 N. X. O(1 1 Single 2 Double • • • • • • • II II :I - arr. ••w^^nr rii-r - 0C �.1 • • • • • • • • Slope: S— o.8ro Impervious Area (Aimp): BASIN O @ /% = 3360 sq Fr Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa STORM STORAGE VOLUME: 3, as" x /a Co 32.6 w. FT, 3,zs 440 2 208sheetsam .5 = 10 2. cd.FT; BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 0 REVIEWER: G. SlegbM Tc (ovedend) Tc (gutter) Areas c- MC NUMBER OF DRYWELLS PROPOSED DATE: 31- Oc1-94 1 Single (type A) 0 Double INPe 0) CI • 0.15 L2 a 200 0,00 0.90 007 Total Area (cede.) (we 111) 0.17 71 . 3 0.09 0.25 0.0225 Time of Conc. (oslc.) (en. H1) 5.00 LI IN = 0 72 • 3 0.00 0.00 Composite C (talc.) Ism 111) 0.58 N(A) • 0 B = 5 0.00 0.00 Time al Conc. (min) 5.00 SIA) = 0 0.023 0.00 0.00 Arse (Acne) 0.17 il • 0.000 0.00 0.00 C Factor 0.58 Tc (A) = 0.00 d = 0.00 0.00 0.00 Impervlou• Area (aq. rt) 3380 Total A Corry V Volume Provided 205: 325 storm: 102 L1(S) - 0 To Igu) • 3.88 0.17 0.56 Ou81ow (cf.) 0.3 N(B) • 0 Tc(A +B) . 0.00 Area • C Factor 0.09 519) a 0 0.C1•A= 0.30 a.a seas = - == ••____• • = =..•s ..__..• •____ ========= Tc(lol.) • 5.00 ONat) • 0.27 01 *2 03 04 05 06 07 Tc (B) = 0.0 Intensity = 3.16 Time Time Intensity 0 dev. V in V out Storage A = 03108 Inc. Inc. WP • 5.3795 (min.) (ec.l (n. /M.) (cfs) (cu. R.) (cu. 11.) (cu. 5.) R a 0.0575 (01 (A•C•a3) (0.11. •0 (+5.06) V • 0.80 ======== . = = = = ======== _______ _______ Tc (tobl) • Tc (overland) + Tc lgutM) Tclgu)• 3.08 5.00 300.00 3.18 0.30 121 00.00 31 Tc (overland( • CI•(l1•N/S ^031 °0.8) O(•o0= 0.27 ' CI - 0.15 5 303 3.18 0.30 121 00 - 31 1.1 • Length of Overland Flow Holding a 234 10 600 2.24 0.21 149 180 -31 N • Melon factor of overland Bow (.4 ter average grass cover) 15 903 1.77 0.17 105 270 -102 5 a average dope of overland flow 20 1200 1.45 0.14 176 300 -182 Tc (gutter) • Length 111JNeloclty (11.7sec.)750 25 1503 1.21 0.11 183 450 .207 B • Bosom width of gutter or ditch 30 1800 1.04 0.10 187 540 -353 Z • Inverse of cross dope one of ditch 35 2100 091 0.09 109 630 -441 Z2 • Inverse of cross Sop. Iwo of dllclr 40 2400 0.02 005 194 720 -520 d = depth of flow In gutter (eNmale. check marmite with Flow) 45 2700 0.74 0.07 190 810 .8 14 Area = dread" 2 /2•(Z1 +Z2) 50 3000 0.08 0 00 199 900 -701 . Wetted pedreler • B 11 /Sn(Mn1121))at /dnletn(t /ZZ)) 55 3300 0.04 0.00 208 990 -784 Hydraulic Radius • R • Area/Wetted Perinea. 80 3000 0.01 0.00 213 1080 4507 Velocity at 1.488 /n .5 05 3900 080 0.00 227 1170 -943 Flow = V.IocIly'Ana 70 4203 0.58 005 235 1260 -1024 n . 0.016 for •pllalt 75 4500 0.50 0.05 244 1350 -1105 • • longitudinal dope of gutter 80 4800 0.53 0.05 248 1440 -1194 e5 5100 0.52 0.05 255 1530 -1274 90 5400 0.50 0.05 200 1820 -1300 es 5700 0.49 0105 209 1710 -1441 100 5000 0,48 0.05 277 1500 -1523 DRAINAGE POND CALCULATIONS Required grassy male pond storage volume . Impereloua Ana 11.5 In./ 12 In./N. Number and type of Drywalls Required = provided: 140 cu. R. 38 cu. 11. OKI DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM MnSttrym storage required by Bowstring • 31 cu. 0. prodded: 102 cu. ft. C51 1 Single 0 Double • • • • 1 • • • • • ..+r`r.." -, �m- n-- m .rr----- n's..r. •'n. . -mom. • • • • • 0 • • • • • Slope: ;= f a = a. s9% S, =o,g% Impervious Area (Amp): 39O Q = sy4o st. )se € ( = goo Sq, FT, y Lon € 3 200 = /z8 ao SGk.FC Volume of Grassed Percolation Area BASIN P Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa 3, Zs /00 = 32_s CU FT. STORM STORAGE VOLUME: 3t � XItSZ Soo cu r 2 zoss,m.sa sy BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME CF CONCENTRATION (minutes) DETENT1D41 BASIN DESIGN BASIN: P REVIEWER: G. S1egford Tc (overland) Tc (gutter) Areas C A•C NUMBER OF DRYWELLS PROPOSED DATE: 31.Oce94 0 Slagle (yp A) 1 Double (type B) CI • 0.15 12 • 200 O.44 0.90 Total Ana (male.) (see 111) 0.96 21 • 3 0.52 0.15 Time of Conc. (mac.) (see 111) 10.49 L1 (A) • 150 Z2 • 3 0.00 0.00 CorrgodM C (ale.) (f•. H1) 0.49 N(A) • 0.4 B • 5 0.00 0.00 Time of Conc. (rain) 10.49 S(A) • 0.005 n • 0.023 0.00 0.00 Ana (Acres) 0.98 • • 0.038 0.00 0.00 0' Factor 0.49 Tc (A) ° 842 d = 0.13 0.00 0.00 Impenlous Area (sq. h,) 8360 Total A Comp •C' Volume Provided 208: 325 slam: 500 LI(S)• Tc Igo). 2.37 096 0 .49 Oulllow (cis) 1 NIB) • Tc(A +B) • 8.12 Area • C'Factor 0.47 5(B) • O.C9•A. 1.04 .__..... = = =•••• •• ..... ____ "' .............. Tc(tol.l • 10.49 O(e.1.) • 0.99 01 e2 03 04 05 •6 07 To (13) = 0.0 Intensity • 2.19 Time Time Intensity 0 dev. V In V oul Shag• A • 0.7007 Inc. Inc. WP• 56222 (ndn.) (sec.) (in.mr.) (efe) (cu. h.) (cu. h.) (cu. h.) R • 0.1203 (01•0D) IA•C•03) (Cull .. (05-06) v. 1.41 ....... ....... •••_•_• ....•.• ••••••• Tc (total) . Tc (ovedand) 4 Tc (gutter) Tc(gul • 2.37 10.49 629.28 2.19 1.04 877 829.26 248 Tc (overland) = CI'(LIM /5"0.5) ^0.6) D(est) • 0.99 CI • 0.15 5 300 3.18 1.51 800 300 308 LI • Length of Overland Flow Holding • 2.84 10 000 2.24 1.08 854 600 254 N • friction factor of 9vedand flow (.4 ter average grans cover) 15 900 1.77 0.84 935 900 35 S = average slope ol overland low 20 1200 1.45 089 972 1200 -228 To (gutter) • Length (e.)N&oc)y (11. /sec.) /60 25 1500 1.21 0.57 983 1500 -517 5 • Bottom width of outlet or ditch 30 1800 1.04 0.49 993 1600 -807 Z1 • Inverse of cmee slop one of ditch 35 2100 0.91 0.43 998 2100 -1102 22 • Inverse of moss Mope two ol ditch 40 2400 0.62 0.39 1016 2400 -1384 d . depth of flow In goner (estimate. check estimate with Row) 45 2700 014 0.35 1022 2700 .1076 Area • d•84d ^2/2'(21422 50 3000 0.68 032 1036 3000 -1964 Wetted perimeter • B• d4 (1Mn(sth(1/Z1))41 /Nn(al(1 /Z2))) 55 3300 0.84 0.30 1086 3300 -2244 Hydraulic Radius • R • Area/Wetted Pednwier 60 3600 0.01 0.29 1103 3600 -2497 Velocity • 1.446/8•11 ^.667*e^.5 65 3900 0.60 0.28 1170 3900 -2730 Flow• Velocl•Area 70 •201 0.58 0.27 1213 4200 -2967 n • 0.016 ter asphalt 75 4500 0.58 0.27 1231 4500 .3249 • • longitudinal Sop of goiter 60 4800 0.53 0.25 1260 4800 -3540 55 5100 0.52 0.25 1310 5100 .3790 90 5400 0.50 0.24 1331 5400 .4009 98 5700 0.49 0.23 1374 5700 -4326 100 6000 0.48 0.23 1414 0000 .4566 DRAINAGE POND CALCULATIONS Required greasy 'wale pond storage volume . Impervious Area a .5 In./ 12 In./II. _ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and typo of Drywelle Required = provided: Provided: 285 cu. 11. 325 cu. It. O(I 300 cu. ft. 503 cu. ft. O(I 0 Single 1 Double 0.390 0.07 • • • . • • • • • • • • • • • • • • • • • • Slope: 5= 0.3 ©/e Imoervious Area (Aimp): Sao @ 36 = /sow sq. Fr, Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa b62 X 100 X y 65). cu. FT. STORM STORAGE VOLUME: 208sheetsam BASIN k X 100 x := y66cvirT; S(7 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: • 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: 0 REVIEWER: G. Slagkrd Tc (overland) Tc (gutter) Arses C' A•C NUMBER OF DRYWELLS PROPOSED DATE: 31- Oct -94 0 Single (type A) 1 Double (type BI Ct = 0.15 12 • 500 0.41 0.00 • 0.380 Total Area (Oak./ (see 1 0.57 Zt = 5 0.10 0.25 0.04 Time of Conc (oak ) (see Hl) 5.50 L1(A)= 0 Z2= 4 000 0.00 0 Composite C' (cak.) (s• HG 0.72 N(A) • 0 B = 1 000 0.00 0 Time of Conc. (min) 5.50 S(A) • 0 n - 0,023 0.00 0.00 0 Area (Acres) 0.57 a - 0.003 0.00 0.00 0 G' Factor 0.72 Tc (A) - 0.00 d • 0.35 0.00 0.00 0 Impervious Ares (•G. ft.) 18000 , . Total A Carp C • Volume Provided 20.9 852 stone: 455 LIe • 0 Tc (gu)= 6.50 0.57 0.72 Outflow (C1.) 1 N(13) - 0 Tc(A+0) • 0.00 Ana •P Factor 0.41 S(B) = 0 O =CR•A• 1.10 - - • Tc(tot.) = 550 0(eat) • 1.21 91 02 03 04 05 I5 07 Tc (B) = 0.0 Intensity = 2.90 Time Time Imendty 0 dev. V In V out Storage A • 0.0432 Inc. Inc. WP a 4.3200 (mIn.l (sec) On./hr.) (cla) (cu. ft.) (cu. h,) (cu. h.) R = 0.2153 (11 (A'C'•31 ICu11.'02) (05.05) V = 1.28 ._._.••• ••••___ ....... = = = =_ . ..._ -__ ====== . lc poem • Tc (overland) 4 Tc (gutter) Tc(gu) - 5.50 8.50 389.57 2.90 1.19 519 359.57 229 Tc (ovadand) = Ct•(LI•N/S ^0.5) 0(ed) • 1.21 Ct = 0.15 5 300 3.18 1.30 523 300 223 Ll - Length of Overland Flow Holding s 10.45 10 600 2.24 0.92 071 500 71 N = friction lector of overland flow (.4 for average grain COY.) 15 900 1.77 0.72 747 900 -153 S = average dope of overland flow 20 1200 1.45 0.59 790 1200 -410 Tc (guMr) • Length (0.)/Veloclly (11.eec.) /80 25 1500 1.21 0.49 800 1500 -092 B • Bottom width oloutlarot ditch 30 1500 1.04 0.43 522 1500 -978 21 • Inverse of cross dope one of ditch 35 2100 0.91 0.37 531 2100 .1269 Z2 - Inverse of cross dope two al ditch 40 2400 0.82 0.34 549 2400 .1551 d - depth oI !low in gutter (estimate. check estimate with Flow) 45 2700 0.74 0.30 857 2200 1543 Me . d•B +d'2J21Z1 +Z2) 50 3000 0.88 0.21 871 3000 -2120 Wetted perimeter • B d +(1/dn(ath(121)1 +1 /sln(sm(1291)) 55 3300 0.84 0.28 599 3300 .2401 Hydraulk Radius • R a ArssMe?IS Perimeter co 3500 0.01 0.25 931 3800 -2009 Velocity - 1.4851n•R .557.5^ as 3900 0.50 0.25 990 3000 -2910 Flow = V.locit•Ane 70 4200 0.55 0.24 1028 4200 -3172 n - 0.015 for asphalt 75 4500 0.58 0,9 1051 4500 -3439 • • longitudinal dope of gutter 80 4500 0.53 0.22 1009 4600 -3731 85 5100 0.52 011 1113 5100 3987 90 5400 0.50 0.20 1131 5400 -4269 05 5700 0.49 0.20 1169 5700 -4531 100 5000 0.48 0.20 1204 6000 .4795 DRAINAGE POND CALCULATIONS Required grassy male pond storage volume - Impervious Area s .5 In./ 12 In.m. = DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring • Number and lype of Drywalls Required provided: provided: 750 cu. h. 652 cu. h. No Good 485 cu. h. OKI 0 Single 1 Double 111 • L= 3.833 �f = 0,333 • t = 01/667 Qtt 112-° • Y = 0,36 • • L 3,833 • 6, 96 Let, ti Y y _ • • • • er�Gakl. 4 Y o, 164, 0 r-w 1120 k 0 at • Qntrit) °Vali 1 4 t) d•YG C. 27 2_14 rff cE jana» rTG Oita - 16 k3) = 0, 1 Q4 — o • I ,to 1, = O, , . Cif-5 S 0 CO K.3 oP6.4Z Cr4L c 0C-4 rt0N i ' I j I I I 1 1 1 - 1 I 4 -- I. 1 111 1 1 1 � 1 i I 1 1 1 1 I ( 1 I I 11 {11 l 1 1 I t 1 1 1 I I L I //� I I .� , 1 1 1 I i,, j , } I I , L I II 1 L� .—_I— I 4--L 1 1 1 I I � ' i 1 1' , t 1 1 I 1 I 1 1 1 1 i I 1 1 1 . l 1 _L . _ 1�i I I I 1 tin 1 ;11 I�,+� , 1 1 i I I I 1 I i 1 i i i � I� ! I / 1 1 I C .;I! _ I I 1 mi 1 01 1 8 4 - I I;1Ili it' I I I I I o ti 1 1 ' � 1 1 1 II y 1 1 1 1 I y I! 1 I t t l ; � cr I 1 I i 1 1.1 ♦ I I I I 1 1 t I l I ; I j I I i i �f 1 ° I l I I I I I I I L__ -+ -- 1 `i •coat T- ' � I I I I 1 L � -1--� 1 -?- - j---� I I j T T r1I 1 i 1. i i 1 1 1 II 1 t I I j l I i l t, l ' i 1 1 ,n I�! J1 - I I I I I I II I I I I I ! 1 1 I , 1, 1 I I Hi' 1 1 1 1 1 1 1 1 � i 1 1 �1 1 1 i/1 - 1 1 1 ii 111 1 1 1 1 1 I I 1 1 I 1 1 1 1 I I 1 1� 1 I! I 1 1 1 t I I l I I I in ii,, ! OW in 1 Sera diI I i/arifi1 1 p= N-11111 uui Ji! I ! A A I i u - - - - -- t , a/ MAM IE i -t L__ -+ -- I I -- 4- - -- I o I I I I I 1 I • • • • • • • (a) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW • (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L • • DEPTH OF FLOW - y - FEET .05 .06 .06 .10 CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE S-39 Si FIGURE 16 6.6 LO 1.0 .8 .6 .5 .3 [1 .2 .10 .08 .06 .05 .04 .03 .02 .01 1.0 .8 .z .10 2 .6 1 1.0 L / O L 0 Oa 11 1] n a Q • • • Impervious Area (Amp): 7'1O C I Lf = /0 36.0 S 4.. Fr • %1.tO 6 = `f3ZO sQFT • • • • • • • Slope: S = he % Volume of Grassed Percolation Area STORM STORAGE VOLUME: 4 3i 2s 208s,M sa,n &to X /ZS = 5� 2 BASIN R V (corrected) = As x (100 x D) / (3 x S) + V 2.x1 0 X 3.2-5 = 65 cu. F7" cu, P7; 6 cc/. PT (b BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT; 4004 TIME CF CCNCENTRATICN (minutia) DETENTION BASIN DESIGN BASIN: R REVIEWER: G. Slog lord Tc (overland) Tc (guff.) Ara• V A•C NUMBER OF DRYWELLS PROPOSED DATE: 31•Oct -94 0 Single (type A) 1 Double (type B) Ct a 0.15 12 = 500 0.34 0.90 0.306 Total Area (oak.) pea 141) 0.52 21 a 3 0.18 0.25 0.04 Time al Conc. (cak.) Mee HD 035 L1(A) . 0 22. 3 0.00 0.00 Composite t (cak.) (see 111) 0.60 NIA) • 0 B = 5 0.00 0.00 Tin. of Conc. (min) 0,35 S(A) • 0 n . 0 023 0.00 0.00 Area (Acne) 0.52 • • 0.01 0.00 0.00 C' Fackr 0.56 lc (A) • 0.00 d • 0.13 0.00 0.00 Imprviou• Arm (q. h.) 14860 Total A Comp C Volume ProvIded 200; 650 storm: 802 L1 (B) a 0 Tc (gu) • 6.35 0,52 0.86 arrow kta) 1 N(B) = 0 Tc(A+B) = 0.00 Area • C• Factor 0.35 5(3) . 0 (1aC9•A• 1.03 .• • . ... aaa -• -. .aa = = == T•0e1.1 = 6.35 O(aa.) . 1.10 •1 •2 •3 *4 s5 •6 47 Tc (B). 0.0 Intensity 293 Time Time Intensity Oder. V In V out Storage A= 0.7007 Inc. Inc. WP • 50222 (min.) (sec.) (In.mr.l kW (Cu' h.) (cu. (1.) (cu. n.) A • 0.1203 (•1 (A•C•I3) (Dad.••2) (45-.0) V. 1.57 Tc Dotal) = Tc (overland) + Tc (gulled Tc(gu) • 6.35 6.35 361.24 293 1.03 525 381.24 143 Tc (overland) . cr0.144 /5 "0.e) 0(eq • 1.10 CI = 0.15 5 300 315 1.12 449 300 149 Lt . length 01 Overland Flow Holding a 8.52 10 (S00 2.24 0.79 574 600 -26 N . friction taclor of overland flow (.4 for average grass cover) 15 900 1.77 0.62 040 900 -280 5 = •verege elope of overland flow 20 1200 1.45 0.51 677 1200 -523 Tc (gutter) . Length I113/VelacIty (ff. /s•c)/60 25 1500 1.21 0.42 692 1500 -806 B= Bottom width al gutter or ditch 30 1800 1.04 0.37 704 1600 -1090 21 - Inv.w of ems. slop one of ditch 35 2100 0.01 0.32 712 2100 -1368 22 - Inv.ae of cross slop Iwo of ditch 40 2400 0.82 0.9 720 2400 .1672 d . depth of flow in gutter (*Minot*, check ee9mate with Flow) 45 2700 0 .74 0.25 735 2700 -1965 Area .d•Bed ^2/2 50 3000 0.68 0.24 747 3000 -2253 Welled perimeter - B• d+( I/ewn(nal(1211)+1/ein(eln(122)B 55 3300 0.64 0.22 770 3300 -2510 Hydraulk Radius s R - Area/Wetted Perimeter 60 3600 0.61 0.21 799 3000 -2601 Velocity . 1.458/45 ^.667•• ^.5 65 3900 000 0.21 849 3900 -3051 Flow - Veloch•Aree 70 4200 058 0.20 601 4200 -3319 n . 0 018 kr asphalt 75 4500 0.50 0.20 910 4500 -3590 • . longitudinal elope of gut). 80 4800 0.53 0.19 917 4800 - 3583 65 5100 0.52 0.18 055 5100 -4145 90 5400 0.50 0.18 970 5400 -4430 95 5700 0.49 0.17 1003 5700 -4697 100 6000 0.48 0.17 1033 8000 -4907 DRAINAGE POND CALCULATICNS Required grassy swats pond storage volume Imp.4ou• Area • .5 Ind 12 in./ff. • 612 Cu It prodded: 650 cu. ff. ONI DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Maximum storage requited by Bowstring = 149 cu. 5. prodded: 602 cu. 5. 01(1 Number and type of Drywells Required . 0 Single • • • 1 Double • • • • • V :Fr.. .1m_.. Dr'..m=.l.• _ :1 • • • • • • • • • • • Sl ope: 5 • q6.7/0 Imcervious Area (Aimp): /&s ZO = 330o ca,FT, Volume of Grassed Percolation Area BASIN 5 Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa `f x x coo xa. 5)/ 13 X 1. = l y9 STORM STORAGE VOLUME: 3:2S -h0 ) xarx Z L _ 2.:a S c u, FT' 208shm.sam 69- \ £� \ e S Asti S • • • • • • • • • • | 0 0 § 9 9 ,.8.8._8838A8,8018; ;. |;!;||§|§;|;■;| § §! §, | ;;;;§;;;;;;§;;:;;§ ;; : ;;;;;;;;;;;;§; ;2;;;; ! :.M 231§8828,1'.82T._ „ 11§03 §a■§ „ g §I §,= s ! §, §_�! ■ ■�: |� |� §�:�. • ;liEE; _! ■ - !!4!0 ; |}:._||! * ƒ ! = l i.,,, ; ;!!;( Fill{ {! |!�_ _| \ §iiiNi /i�} “ j| Q. . °! ! !! ! - !f 4 ,; !} f ; a- p ;, i . - ,! | i ) | { ;; ;; ;; 6 , 11 ill! ;:; NUN 4 Ile : coo ; 000 ; ` f ' It | » :t;;;;;;; f § ; :° 900 1111 11 ° 00 t bb ; 3 {\ : :: =2.11 / • • • • • • • • Slope: 0, 210 Impervious Area (Amp): 600 Q 34 = aj Zoo sQ, FT Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa • ‘'')‹ 1.63 X boo = y78 cu. F7- • • STORM STORAGE VOLUME: zoss,eetsam BASIN T' . 63 -OJf 00 702 CO AT 6 tl 4 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (n4nuros) DETENTION BASIN DESIGN BASIN: T RENEWER: G. Sieglord Tc (overland) Tc (puner) Areas •C' 4 NUMBER OF DRYWELLS PROPOSED DATE: 31-Oc1-04 0 Single (type A) 1 Double (type B) Ct • 0.15 L2 • 470 0.50 090 0.45 Total Area (cab) (see 111) 0,87 Z1 is 5 0.17 0.25 0.0425 Time of Conc. (cab.) (see HI) 6.55 LI (4) • 0 Z2 • 4 0.00 0.00 0 Composite C' (cab.) (see Ht) 0.74 NIA/ • 0 B • 1 0.00 0.00 0 Time of Conc. (min) 0.85 5(4) it 0 n = 0.023 0.00 0.00 0 Am (Arne) 067 • • 0.002 0.00 0.00 0 C' Factor 0.74 Tc (A) = 0.00 d • 042 0.00 0.00 0 Impervious Area (s.. 0.) 21800 Tool A Carp •• Volume Provided 208: 978 storm: 702 LI(S) • 0 Tc (flu) a 0,85 0,87 0.74 Outflow (cf.) 1 N(B) = 0 Tc(A+B) = 0.00 Arse• C•Feqtor 0,40 S(B) • 0 0=C1•A. 1.39 T0(101.) • 6.85 Olen) • 129 •1 *2 *3 44 *5 •0 *7 To (B) • 0.0 Intensity = 2.53 Time The Intensity Odev. V In V oul Storage A • 1.2130 Inc. Inc. Wp a 4.5733 (min.) (sec.) 9n./hr.) (cfs) (cu. fl.) (cu. h.) (cu. 8.) 0. 0.2401 (*IMO) (A•C•3) 10+0. (i5.501 V= 1.14 - To (lotel) = Tc (overland) + Tc (gutter) Tc(gu) • 0.55 5.05 •11.10 Z53 139 780 •11.10 357 Tc (overland) • CI•(1.1 ^0.5) 1 '0.8) 0(.0) • 1.39 CI • 0.15 5 300 3.18 1.57 630 300 330 LI • Length of Overlaid Flow Holding • 9.55 10 800 2.24 1.10 818 000 210 N • fiction factor of overland flow (.4 la average grass cower) 16 900 1.77 0.87 900 900 a 5 . average Sops of overland !IOW 20 1200 1.45 0.71 957 1200 -243 Tc (gutter) • Length (OdN&«Ily (11. /..c.1/e0 25 1500 1.21 0.80 977 1500 -523 B • Bottom width of gutter or ditch 30 1800 1,04 0,51 094 1500 -808 Z1 • Inters. of crop slops one of ditch 35 2100 0.91 0.45 1004 2100 -1090 12 • Inverse of cross slope Iwo of ditch 40 2400 0.82 0,40 1028 2400 -1374 d • depth of flow In gutter (eatmale, check estimate with Flow) 45 2700 0.74 0.38 1035 2700 .1555 Area as d•Bid ^2/2•(ZI+22) 50 3000 0.58 0.33 1052 3000 1948 Wetted podrnster• B 'da D /41n(a!N/Zl9+l /sin(atn(122))) 55 3300 064 0.32 1054 3300 -2210 Hydraulic Radius = R = Aran/Wetted Perimeter 00 3000 0.81 0.30 1124 3800 -2476 Velocity • 1.455/n41 ^ .887•e .5 65 3900 0130 030 1194 3000 2708 Flow • Velocif•Arsa 70 4200 0.58 029 1240 4200 n • 0,015 ter asphalt 75 4500 0.50 0.28 1200 4500 .3220 $ • longitudinal dope of guner 80 4000 0.53 0.20 1289 4800 -3511 55 5100 052 0.20 1342 5100 3758 90 5400 0.50 0.25 1304 5400 -4035 95 5700 0.49 0.24 1409 5700 -4221 100 6000 0.48 0.24 1451 5000 -4540 DRAINAGE POND CALCULATIONS Required grassy male pond storage volume • Impervious Area a .5 in / 12 in /IL DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Madmum storage required by Bowstring Number and typo of Drywalls Required • provided: provided: 900 cu. h. 978 cu. h. 01(I 357 cu. h. 702 cu. ft. 01(I 0 Singh 1 Double • • • • • • • • • • • • • • • • • • • • • —3 6 - 7.5 ; ter , n- 6.3 6 n 5,5 i ,1- L. 1 - W IL O 2 Z W a a 0 • . 23 / 3 1- - W l .3 — 3.5 L 2.3 .2 - .15- 2 1.2 BUREAU OF PUBLIC RO•03 0IVI310N TWO, WASHINGTON, D.C. M h L` i.39 CFS frt = 0,333 0.'1 3 .833 4.-7 Q � - 4 4. r , 6 -41 6G 10 6 = 6 1.— 2 1.0— ✓ ▪ .6 .8 o 2 — .04 - 02 - 01 — LOCAL DEPRESSION (0) t3 ,ersr, J 0k°. O. "co CURB u. z OPENING INLETS AT LOW POINTS FIGURE 17 1-6 - 3 — 2 — 1.0 _ .1 .6 �.1 -.25 • -.15 —0. NOMOGRAPH FOR CAPACITY OF CURS • • • • • • • 208shectsan Slope: S= 1.0 Impervious Area (Amp): 850 €y3 = 36 • k so @ 2G• r = l 19 STORM STORAGE VOLUME: Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa • ix2.25X / =. 9o0 cU. 8 K i. 63 X160 = / • C = 334 eS e ficers-X 3= 2./ BASIN U • .6 xso ACS 3 2 (0 6 22o4 cu. FT, g73 ca. F77- BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME CF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: U REVIEWER: G. Steglord Tc (overland) Tc (gutter) Areas •C• A NUMBER OF ORYWELLS PROPOSED ' ' DATE: 31- Oe1-94 0 Single (ype A) 2 Double (type B) CI • 0.15 12 • 950 1.00 0.90 0 Tote Area (cslo) (w Hl) 122 71 • 5 0.22 0.25 O. Time of Conc. (UN.) (see HI) 657 LI IA) • 0 Z2 • • 0.00 0.00 Composite +C (talc.) (see 111) 0.78 N(A) • 0 B • 1 0.00 0.00 Tom of Conc. (min) 0.37 Sp) • 0 0.023 0.00 0,00 Ana (Acres) 1.22 e • 0.01 0.00 0.00 C Factor 0.78 Tc (A) • 0.00 d • 0.4 0.00 0.00 Impervious Area (sq. 11.) 46475 Tote A Cornet' Volume Provided 200: 2200 storm:'' 073 L1(B) • 0 To (gu) • 0.37 1.22 0.78 Outflow (cis) 2 NIB) • O TC(A+B) . 0.00 Ares • 'Factor 0.90 6(B) • 0 O•01•A• 279 •••_._• ...trim•• ••••••• ••••••ri ••••••• Tc(tt.) • 8.37 O(551.) • 2.78 01 •2 03 04 •5 06 •7 lc (B) = 0.0 Intensity • 2.92 Time lime Intensity 0 dev. V In V out Storage A • 1.12 Inc. Inc. WP • 4,5509 (min.) (sec.) (In./hr.) (cfs) (cu. h.) (cu. 5.) (cu. b.) R • 0.2300 (#1•00) IA•C (Outi.V2) (05 -06) V. 2.49 •••.____ ____•m. m••• =•• .....•. ••••••• ••••__• Tc (ton)) • Tc ( ovedand) + Tc (gutter) Tc(gu)• 0.37 5.37 352.13 2.92 2.79 1429 754,25 555 Tc (overland) • Ct•(L1•NOS^ 0.5) ^ 0 (5) Q(011 • 278 Ot • 0.15 6 300 3,15 3.04 1221 600 521 11 • Length of Overland Flow HolIng • 1901 10 500 2.24 2.14 1551 12200 301 N • friction factor of overland flow (.4 for avenge gran cover) 15 900 1.77 1,09 1741 1800 .59 9 • average dope of ovedend Row 20 1200 1.45 1.38 1842 2400 -555 Tc Igutnr) • Length (t.)Nalocly (IlJsec.1 /00 25 1500 1,21 1.15 1853 3000 4117 8• Bottom width of gutter or ditch 30 1500 1.04 0.09 1917 3800 -1883 21 • Inverse of cross dope one of dilch v� 35 2100 0,91 087 1938 4200 .2282 22 • Inverse of cross dope twool ditch 40 2400 0,62 0.78 1951 1500 -2819 d . depth of flow In gutter (estimate, check estimate with Flow) ' ( 4 � F 45 2700 0.]4 0 ,11 2000 5400 -Ja00 •3901 toe.- are.# ^2l2•IZt.Z2) 00 3000 3.6a B 0,53 2333 0000 Wetted perimeter • B /sin(atn(1/Z1)1+ 1/Sn(eth(122))) 1!� 65 3300 0.84 0.51 2098 NOD -1501 /W Hydraulic Redlun • R • Aroa Turd Perimeter 00 3500 0.51 0.58 2173 7200 -5027 Velocity ii 1.455(n9R^ .887•s' .5 IC 05 3900 0.50 0.57 2309 7500 .6491 Flow • Velocl•AIee CO. 1200 0.58 0.55 2399 8100 0002 n = 0.015 ter asphalt \l. 75 4500 0.56 0.53 2478 9000 -5.524 • • longitudinal slops of gutter 80 4800 0.53 0,51 2495 9800 -7105 65 5100 0.52 0.50 2597 10200 -7003 00 5400 0.50 048 2541 10500 -0159 95 5700 0.49 0.47 2728 11400 -0072 100 5000 0.40 0.48 2510 12000 9190 DRAINAGE POND CALCULATIONS Required grassy swede pond storage volume • Impervious Area s .5 In,/ 12 in. /17 • 2020 cu. It provided: 2204 cu. h. OKI DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM Maximum storage required by Bowstring • 5655 cu. 5. provided: 873 cu. A. CNI Number and type of Drywalls Required • 0 Single 2 Double • • ' • . • • • • • • • • • • • • • Slope: Sr /9n • 208s,.e.sa,n Impervious Area (Pump): Ina e, yg = r03!o SQ. FT BASIN V Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa • 1 X 143 X / = / 630 Co. FT, y x �;/zSYc /o 0 s! 25 CO, FT i Z /y3 cc&FC STORM STORAGE VOLUME: 1.(,3 t O 2 sa /o - IS cu. FT IZ co. F7' 5 76 cq FT bq BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: V REVIEWER: G. Sieglord Tc (overland) Tc louver) Area V A•C NUMBER OF DRYWELLS PROPOSED DATE: 01- Nov -94 1 Single (typ• A) 3 Double (type B) CI • 0.15 1-2 • 1140 1.15 0.90 Tool Area (mile.) (see 111) 2.52 Zt • 5 107 0.10 0.18 Time of Cone. (mil.) (a H1) 7.14 LI(A)• 0 Z2 • • 0.00 0.00 Compadb V leek.) (we 1-11) 0.43 N(A) • 0 B • 1 0.00 0.00 Time of Conc. (min) 7.14 SIA) • 0 0.023 0.00 0.00 Ares (Actin) 2.62 • a 001 0.00 0.00 C' Factor 0,43 Tc (A) • 0.00 d • 0.45 0.00 0.00 Impervious Ma (e9.11.) 50310 Total A Crory C Volume Provided 208: 2143 storm: 570 1.1(8) • 0 Tc (go) • 7.14 2.82 0.43 Outflow (cis) 3.3 N(0) • 0 TC(A+B) • 0.00 Area • C'Fptr 1.20 S(B) • 0 O• C1•A• 3.34 ° -•-••• •_••••• ============== • -__'_- ••-••_= Tc(lot)• 7.14 ONnA • 3.02 It i2 e3 *4 145 *8 07 Tc 03) • 0.0 Intensity • 2.70 15012 Time Time Intensity Odev. Vin Vout Storage A • age A' 5.1100 WP • Inc. Inc. R • 0.2043 (min.) (sec.) Mlhr.l Ws) (cu. h.) (cu. fl.) (cu. h.) V .4 2.08 (11 (A•C'I3) (Oud.•f2) (i5.06) Ti (total) = Tc (overland) + Tc (gum-) Tc(4u) • 1.14 7.14 428.80 2 .78 3.34 1917 1414.37 803 Tc (overland)- Cr(LtmS 0.8) 0(et) • 3.02 CI - 0.15 5 300 310 302 1537 990 547 Lt • Length el Overland Flow Holding - 23.89 10 800 224 2.09 2008 1980 28 N • Motion factor of overland bow (.• for average gran cover) 15 900 1.17 2.13 2225 2970 .745 S • •versge slope of overland Bow 20 1200 1.45 1.74 2345 3980 -1015 IF ( gu0er) • Length 08.)/Velocity ht /s•O1100 23 1500 1.21 1.45 2394 4050 -2550 B • Bottom width of gutter or ditch 30 1800 1.04 1.25 2432 5940 2500 21 • inverse of wee slope one of ditch 35 2100 0.91 1.09 2458 6930 -4474 22 • Invste al cross slope two of ditch 40 2400 0.82 0.99 2509 7920 -5411 d • depth of flow In gutter Batman, check estimate wit. Flow) 45 2700 0 .74 0.89 2531 8910 -0379 Area • d•Bid^2/2 50 3000 008 052 2571 9900 -7329 Warted perimeter • B• d ♦HINnlam(121))+1 /aln(ab( 55 3300 864 0.77 2051 10890 -8239 Hydraulic Radius • R • AreeJNe0ed Psrlmebr 80 3600 0,01 0.13 2748 11880 -0134 Velocity • l.466In'R'.007's'.5 65 3900 060 0.72 2918 12810 -0952 Flow • Velocity•Are 70 4200 0.55 070 3030 13000 -10030 n • 0,016 ter ephall 75 4500 058 0.87 3121 14850 -11723 • • longitudinal slope of gutter 60 4800 0.53 0.04 3151 15840 -12009 05 5100 0.52 0.03 3279 16830 -13551 90 5400 0,50 0.60 3333 17820 -14487 05 5700 0.49 0.59 3443 18810 -15307 200 0000 0.48 0,58 3540 19800 - 16254 DRAINAGE POND CALCULATIONS Required gravy *wale pond slornge volume - Impervious Nee • .5 MX 12 in I0. • DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring • Number and type of Drywalls Required • provided: 2143 w. h. Chi provided: 547 cu. ft. 570 cu.0. Ohl 1 Single 3 Double • • • • • • 1.035 • • • • _ .- '1F'.; m• ,« :im. m -, r'r. -:it" n n • • • • • • S lop e : • 2O8s,M.sam 2 2 6 _ - /go Impervious Area (Aimp): /70 € 240.6- coos .SQ FT. • 22'# a 3 4 /6o€ 14 - 3 c € 32 = 9ao s4• FT: Volume of Grassed Percolation Area Vgpa (corrected) = As x (100 x D) / (3 x S) + Vgpa • Za5s too = zas" zS Xso = 113 3.z5 x (/oo Xo.s. /C3 XP/6) = 7 STORM STORAGE VOLUME: • � (� +a too ; 336 �x3�f = SS 2 Z 244331 = )( 5-p L 25 3. J Le g c LA BASIN Ong X 68 = 272. c i lz cu . F T. '718 co: Fr. M 4 W BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: 4004 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: W REVIEWER: G. SegIod Tc (overland) Tc (gutter) Areas C A•C NUMBER OF ORYWELLS PROPOSED DATE: 01- Nov -94 0 Single (type A) 1 Double 0yp. 8) Ct • 0.15 12. 150 0.35 0.90 0.34 Total Ma (talc.) (sea Ht) 0.88 21 • 3 0.45 0.15 0.07 TLrw of Conc. *sic.) les. HI) 10.05 11(A) • 210 Z2. 3 000 0.00 CompodM C (cat.) la HI) 0 .45 N(A) • 0.4 B• 3 0.00 0.00 Taw of Conc. (ran) 10,06 S(A) • 001 n . 0.023 003 0.00 Area (Acne) 085 0.038 0.00 000 C' Factor 0.471 Tc (A) a 6.52 d . 0.17 0.00 0.00 ImpeMou• Ares (p. A.) 0745 Total A Comp 'C Volume Provided 218: •12 728 11(B) . 0 Tc (go) • 1.50 0.88 0.45 Outflow (cid 1 N(B) • 0 Tc(A+8) • 852 Ase.• C Rector 0.41 5(5) • 0 0 =C•'A- 0.92 --- •__••.. ..-__=•= =v.. •..._•• ••_•_.• Tc(toq• 10.08 O(nt)• 0.05 *1 •2 43 04 05 46 •7 Tc (B) = 0.0 Inendty = 2.23 Time Time Intensity O day. V in V out Storage A • 0,5952 Inc. Inc. WP • 4.0752 (min.) (eec.) (in./hr.) (chi) (cu. 5.) (cu. ft.) (cu. 11.) R • 0.1464 (41 IA•C••3) lOUS.'42) (45.•5) V. 1.50 .... 2222 •••_ . ..... == ... ==u= ......• •••••• Tc (total)- Tc (overland) + Tc (sullen) Tc(gu) • 1.55 10.05 604.95 2.23 0.92 749 504.95 144 Tc (overland) • Ct• /S ^0.5)'0.6) 01..S - 0.09 Ct - 045 5 300 3,16 1.32 529 300 229 LI • Length of Oved.nd Flow Holding • 2.38 10 600 2.24 003 740 600 146 N = friction lector of overland flow .4 for swage gross covet) 15 900 1.77 0.73 010 900 -90 9 . average dope of overland Row 20 1200 1.45 0.00 844 1200 356 Tc (guitar) • Length Ib.WelocIty ill. /ssc.) /80 25 1500 1.21 0.50 854 1500 -546 B • Rotten width of gutter a ditch 30 1800 1.04 0.43 884 1000 .935 21 = Inverse of cross dope one of ditch 35 2100 0.91 0.38 809 2100 -1231 22 = inverse of cross dope two of ditch 40 2400 0.52 0.34 885 2400 .1515 d • depth of flow In guns *Winos check estimate with Flow) 45 2700 0 ,74 0.31 890 2700 .1810 Area at reed" 2/2•(214-22) 50 3000 0.08 0.25 902 3000 .2095 Welled pedrwssr= B• d +(t/dn(a5(121))+I /dn(.9m(1221)) 55 3300 0.64 0.28 929 3300 -2371 Hydraulic Rediu• s R • Aree/Netrod Perimeter 60 3000 0.81 0.25 981 3000 2539 Velocity . 1.4651n•9 - ,607•• - .5 as 3900 0.50 0.5 1020 3903 -2580 Flow. Veloclt•Aloa 70 4200 0.50 0.24 1058 4200 -3142 n • 0.010 10, asphalt 75 4500 0.50 0.23 1091 4500 -3409 • • longitudinal dope of gutter 50 4800 053 0.22 1098 4600 3702 55 5100 0.52 0.22 1142 5100 3956 90 5400 0.50 0.21 1180 5400 .4240 95 5700 0.49 0.20 1190 5700 -4502 100 0000 0.48 0.20 1233 6000 .087 DRAINAGE POND CALCULATIONS Required grassy male pond storage volume • Impervious Area • 5 )n./ 121nI0. • DRYWELL REOJIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring • Number and type of Drywalls Required = 251 cu. h. provided: 412 cu.11. OKl 229 cu. 5. provided: 728 cu. 11 O(1 0 Single 1 Double • • • • • • • • • • ter 4 iir a ti 7,1 p; , M 3 ATT r - • • • $ 0 0 L = 3.333 • µ _ 0,333 4, t olt“? • Qe •,4$ cPS y_ 0,13 • Q'ct £i96aRE l& t) = 0, 0 72 • t 2,T 1,933 _ i 3 4 c 2 M Q 0,14 0 Y 0.11 /,2$ FLOW r ,.) r n cCpCot.' = C & uicE 148) cek T T tEvtGP r /$C- �3 Q x} 527 -J w GU R.✓3 CP`'Nr1' attire OGris rt 0 PIS • • • • • • O • • DEPTH OF FLOW - Y - FEET _ . a . 5 .6 .7 .6 9 L0 .02 .05 .o• as .06 OS .10 MMI Mn re n utZ I l a laiglialaS ra mil• Ary � .01 I 1 I I I I1 I I ; i I l i i i l i l 1 I O 1 1 1 1 ` ; .x. -- W a re M aS ir rill a gra aaart . ✓ 1 1 I I I I1 I I (/� � I 1 - r j Y • I 1 I ! 1 1 1 1 /.7 11 I' I II 1 4 , 1 I I i I I 1 I 11 II I 1 I I I I I ;---r 1. , I 1 11 H I I I ! ! 1 1 iii I ! ! 10 .06 (a) DISCHARGE PER FOOT OF LENGTH OF CURS OPENING INLETS WHEN INTERCEPTING 100% OF GUTTER FLOW (b) PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L .05 .04 .06 .10 L4 CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE 7 Y .4 .5 .6 FIGURE 16 .0 .8 .5 .05 04 03 .02 .0I 1.0 6 .5 0 L • .10 • • • • • • • p� = f i r N cN No 1 4!8 6e. n • C . a. • • • Bit rn! C erLGUL✓47TGN /2 � wn L` V SPTce&c ts}1%)r F4} cF c02ki 2S 2 lirgo 20 ' abb 2 ?" _ (S — F c n I 2 4 / 9 , - , 6 G /=toe., tL /Z O trc# ,CL * 7 /f r/f e t Pc s naid eL 0-43 < 0.2e 7,5 • Eroject : RIVERWALK Date: County : SPOKANE State: ID Checked: Subtitle: BASIN X Data: Drainage Area 10.7 Acres Runoff Curve Number : 60 Time of Concentration: 0.30 Hours • Rainfall Type II Pond and Swamp Area .5 Acres 4.7 % of Drainage Area • • • • e • 0 • Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia /P Ratio Runoff (in) Used Unit Peak Discharge (cfs /acre /in) Pond and Swamp Factor 5.0% Ponds Used Peak Discharge (cfs) GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 1 10 2 0.67 0.50 0.06 0.468 0.72 0 User: GES Date: 11 -01 -94 al TIME OF CONCENTRATION T : C (L /V 0.6 10,000 — 5,000 — 1,000 -Is 0.0001 — 0.0000 — 0.005 — — 0.9 0.01 0.05 — — 0.01 • • • • (3)/ • • i • • (2) TYPE OF AREA AVERAGE GRASS COVER POOR GRASS COVER VALUES OF NATURAL DRAINAGE AREA OVERLAND FLOW FIGURE 3 .4 .3 Ct .4 .15 — 0.05 BARKER ROAD PG MI DIST CL. E.P. DIST. FROM FROM E.P. MIN. MAX. SELECTED SIA. FI FV, E FV CL TO F P TO CI IRR CURB F! PV CIIRR F1 FV Fl FV CRA 1025 2035.18 2034.5 18.9 17.6 2,034.16 2,034.56 1050 2034.79 2034.24 19 17.5 2,033.91 2,034.31 2,034.30 1075 2034.51 2034.04 18.8 17.7 2,033.70 2,034.10 2,034.06 -1.0% R E V E 1 \ ,, e _ D 1100 2034.33 2033.8 18.9 17.6 2,033.46 2,033.86 2,033.80 -1.0"/ 1125 2034.1 2033.58 19 17.5 2.033.25 2.03165 2,033.55 -1.0% DEC 1$. 1150 2033 86 2033.39 19.2 17.3 2.033.06 2,033.46 2,033.30 -1.0% 1175 2033.65 2033.14 19.3 17.2 2.032.82 2,033.21 2,033.05 -1.0% SPOKANE COUNTY ENGINEER 1200 2033.43 2032.83 19.3 17.2 2,032.51 2,032.90 2,032.80 -1.0% 1225 2033.19 2032.49 19.1 17.4 2,032.16 2,032.56 2,032.55 -1.0% 1250 2032.95 2032.33 18.8 17.7 2.031.99 2,032.39 2,032.29 -1.0% 1275 2032 73 2032.11 18.7 17.8 2,031.76 2,032.17 2,032.04 -1.0% 1300 2032.47 2031.83 18.8 17.7 2,031.49 2,031.89 2,031.79 -1.0% 1325 2032.19 2031.62 19 17.5 2,031.29 2,031.69 2,031.54 •1.0% UJ 1350 2031.94 2031.51 19.1. 17.4 2,031.18 2.031.58 2.031.29 -1.0% 1375 2031.67 2031.31 19.4 17.1 2,030.99 2,031.38 2.031.04 -1.0% . 1400 2031.41 2031.1 19.5 17 2.030.79 2,031.18 2,030.79 -1.0% s S 1 %� 1425 2031.13 2030.72 19.6 16.9 2.030.41 2,030.80 2,030.49 -1.2% w a I 1450 2030.82 2030.33 19.8 16.7 2,030.03 2,030.41 2,030.20 -1.2% O C7 Zt'� 02 _ 1475 2030.46 2029.85 20 16.5 2,029.56 2,029.94 2,029.90 -1.2% • w r 1500 2030 14 2029.49 20 16.5 2,029.20 2,029.58 2,029.61 -1.2% ? ? m I 1525 2029.87 2029.22 20.1 16.4 2,028.93 2,029.31 2,029.31 -1.2% 2 O n . m 1550 2029.66 2029.1 20.1 16.4 2,028.81 2,029.19 2,029.13 -0.7% 1575 2029.51 2029.07 20.4 16.1 2,028.80 2,029.16 2,028.95 -0.7% - - 1600 2029.37 2028.94 20 16.5 2.028.65 2,029.03 2,028.76 -0.8% 1625 2029.2 2028.67 20.1 16.4 2,028.38 2,028.76 1028,58 -0.7% 1650 2029.01 2028.45 20 16.5 2,028.16 2,028.54 2,028.40 -0.7% 1675 2028.81 2028.33 20 16.5 2,028.04 2,028.42 2,028.29 -0.4% 1700 2028.66 2028.23 20 16.5 2,027.94 1028.32 2,028.19 -0.4% 1725 2028.54 2028.07 20.2 16.3 2.027.79 2,028.16 2.028.08 -0.4% 1750 2028.44 2028 20 16.5 2,027.71 2.028.09 2,027.97 -0.4% 1775 2028.31 2027.82 19.8 16.7 2.027.52 2,027.90 2,027.86 -0.4% 1800 202818 2027.66 19.8 16.7 2,027.36 2,027,74 2,027.76 -0.4% 1825 20281 2027.57 19.8 16.7 2.027.27 2.027.65 2,027.65 -0.4% 1850 2028.07 2027.63 19.7 16.8 2,027.33 2,027.71 2.027.57 -0.3% 1875 2028.05 2027.51 19.8 16.7 2,027.21 2,027.59 2,027.49 -0.3% 1900 2028.803 2027.47 19.5 17 2,027.16 2,027.55 2,027.41 -0.3% 1925 2028.02 2027,55 19,5 17 2,027.24 2,027.63 1950 2027.94 2027.53 19.7 16.8 2,027,23 2,027.61 2,027.24 1975 2027.87 2027.46 19.8 16.7 2,027.16 2,027.54 2,027.16 -0.3% 2000 2027.78 2027.35 20.1 16.4 2,027.06 2,027.44 2,027.07 -0.4% 2025 2027.68 2027.17 20.2 16.3 2,026.89 2,027.26 2,026.99 -0.3% 2050 2027.53 2026.96 20.6 15.9 2,026.70 2,027.06 2,026.90 -0.4% 2075 2027.44 2026.86 20.9 15.6 2,026.61 2,026,96 2,026.81 -0.4% 2100 2027.34 2026.85 20.9 15.6 2,026.60 2,026.95 2,026.73 -0.3% 2125 2027.23 2026.73 21 15.5 2,026.49 2,026.84 2,026.64 -0.4% 2150 2027.08 ' 2026.67 20.9 15.6 2,026.42 ' 2,026.77 2,026.55 -0.4% BARKER ROAD PG F2 DIST CL E.P. DIST. FROM FROM E.P. MIN. MAX. SELECTED % Fl FV, EL EM. CI TO E P TO CURS CURB Fl FV CURR ELFV, ELEY QBAQE 2175 2026.98. . 2026.52 20.9 15.6 2,026.27 2,026.62 2,026.47 2200 2026.91 2026.58 20.2 16.3 2,026.30 2,026.67 2.026.38 -0.4% 2225 2026.84 2026.56 20.8 15.7 2,026.31 2,026.66 2,026.29 -0.4% 2250 2026.77 2026.5 21 15.5 2.026.26 2,026.61 2,026.21 -0.3% 2275 2026.7 -. 2026.37 20.8 15.7 2,026.12 2,026.47 2,026.12 -0.4% 2300 2026.57 2026 20.6 15.9 2,025.74 2,026.10 2,025.96 -0.6% 2325 2026.45 2025.84 20.6 15.9 2.025.58 2.025.94 2.025.80 -0.6% 2350 2026.26 2025.74 20.9 15.6 2,025.49 2,025.84 2,025.64 -0.6% 2375 2026.02 2025,57 21 15.5 2,025.33 2.025.68 2,025.48 -0.6% 2400 2025.87 2025.34 21.2 15.3 2,025.10 2,025.45 2,025.33 416% 2425 2025.73 2025.16 21.1 15.4 2,024.92 2,025.27 2,025.17 -0.6% 2450 2025.6 2025.07 20.8 15.7 2,024.82 2,025.17 2,025.01 -0.6% 2475 2025.44 2024.96 20.5 16 2,024.69 2,025.06 2,024.85 -0.6% 2500 2025.26 2024.63 ' 20.4 16.1 2.024.36 2,024.72 2,024.69 -0.6% 2525 2025.06 2024.44 20.2 16.3 2,024.16 2,024.53 2,024.53 -0.6% 2550 2024.89 2024.07 19.8 16.7 2.023.77 2.024.15 2,024.33 -0.8% 2575 2024.78 2024.07 19.8 16.7 2.023.77 2.024.15 2,024.13 -0.8% 2600 2024.65 2023.92 19.2 17.3 2,023.59 2,023.99 2,023.93 -0.8% 2625 2024.51 2023.81 19.2 17.3 2,023.48 2,023.88 2,023.73 -0.8% 2650 2024.29 2023.71 19.1 17.4 2,023.38 2,023.78 2,023.53 -0.8% 2675 2024.07 2023.58 18.8 17.7 2,023.24 2,023.64 2,023.33 -0.8% 2700 2023.89 2023.46 18.5 18 2,023.10 2,023.52 2,023.12 -0.8% 2725 2023.76 2023.32 18.3 18.2 2.022.95 2,023.37 . 2,022.89 -0.9% 2750 2023.6 2023.13 17.8 18.7 2,022.74 2.023.17 2,022.60 •1.2% 2775 2023.25 2022.74 18.1 18.4 2,022.36 2.022.79 2,022.52 -0.3% 2800 2022.74 2022.28 17.9 18.6 2,021.90 2,022.32 2,021.84 -2.7% 2825 2022.1 2021.7 17.7 18.8 2,021.31 2,021.74 2,021.64 -0.8% 2850 2021.43 2021.03 17 19.5 2,020.61 2,021.06 2,020.84 -3.2% 2875 2020.81 2020.23 16.9 19.6 2,019.80 2,020.25 2,020.25 - 2.4% 2900 2020.19 2019.51 16.8 19.7 2,019.08 2,019.53 2.019.60 -2.6% 2925 2019.53 2018.81 16.7 19.8 2.018.37 2,018.83 2018.92 -2.7% 2950 2018.86 2018.21 16.6 19.9 2.017.77 2.018.23 2018.24 - 2.7°,6 2975 2018.21 2017.63 16.4 20.1 2,017.18 2,017.64 2017.56 -2.7% 3000 2017.53 2016.9 16.4 20.1 2,016.45 2,016.91 2016.88 -2.7% 3025 2016.93 2016.2 16.7 19.8 2.015.76 2,016.22 2016.2 - 2.7% 3050 2016.25 2015.82 17.5 19 2,015.42 2,015.86 2015.52 -2.7% 3075 2015.5 2014.82 19.3 17.2 2,014.50 2,014.89 2014.84 - 2.7°,5 3100 2014.82 2014.21 20.9 15.6 2,013.96 2,014.31 2014.16 -2.7% 3125 2014.33 2013.65 22.7 13.8 2.013.48 2,013.79 2013.48 - 2.7°,6 3150 2013.84 2013.13 23.9 12.6 2,013.02 2,013.29 3175 2013.29 2012.6 22 14.5 2,012.40 2,012.73 rL i i i DE n 0 ' 0 Et c z + 4; 2 ! 0 ir a MISSION AVENUE PG frI DIST CL E.P. DST. FROM FROM E.P. MIN. MAX. SELECTED SIB, FI FV ELEy, r' TO E P TO CI1Rq CIIR9 F) k/ CIIRR Fl FV, ELEIL CRADF 1025 2034.74 2034.57 19 10.5 2,034.55 2,034.78 2,034.60 1050 2034.5 2034.48 14 15.5 2,034.24 2.034.59 2.034.55 -0.2% 1075 2034.41 2034.37 14.6 14.9 2.034.15 2.034.49 2.034.50 -0.2% 1100 2034.41 2034.37 14.7 14.8 2,034.16 2,034.49 2.034.40 -0.4% 1125 2034.44 2034.45 14.2 15.3 2,034.21 2,034.56 2,034.30 -0.4% 1150 2034.44 2034.5 14.8 14.7 2,034.29 2,034.62 2934.23 -0.3% 1175 2034.47 2034.45 15.1 14.4 2,034.25 2.034.58 2,034.10 -0.5% 1200 2034.54 2034.29 14.1 15.4 2.034.05 2,034.40 2.034.05 -0.2% 1225 2034.6 2034.37 14.1 15.4 2,034.13 2,034.48 2.034.10 0.2% 1250 2034.6 2034.35 14.2 15.3 2.034.11 2.034.46 2.034.25 0.6% 1275 2034.59 2034.45 14,1 15.4 2,034.21 2,034.56 2,034.30 0.2% 1300 2034.61 2034.47 13.9 15.6 2,034.22 2.034.57 2.034.45 0.6% 1325 2034.6 2034.54 13.8 , 15.7 2.034.29 2.034.64 2,034.50 0.2% 1350 2034.64 2034.55 13.8 15.7 2,034.30 2,034.65 2,034.65 0.6% 1375 2034.67 2034.56 13.8 15.7 2,034.31 2.034.66 2,034.50 -0.6% 1400 2034.69 2034.56 13.7 15.8 2.034.30 2.034.66 2,034.43 -0.3% 1425 2034.72 2034.49, 13.6 15.9 2.034.23 2,034.59 2,034.30 -0.5% 1450 2034.73 2034.48 13.5 16 2.034.21 2.034.58 2034.21 -0.4% 1475 2034.76 2034.53 13.5 16 2,034.26 2.034.63 2,034.30 0.4% 1500 2034.77 " 2034.66 13.4 16.1 2,034.39 2,034.75 2,034.44 0.6% 1525 2034.74 2034.73 13 16.5 2,03444 2.034.82 2.034.60 0.6% 1550 2034.77 2034.78 13 165 2034.49 2,034.87 2.034.67 0.3% 1575 2034.81 2034.78 13 16.5 2.034.49 2,034.87 2.034.80 0.5% 1600 2034.85 2034.79 13.1 16.4 2,034.50 2,034.88 2,034.90 0.4% 1625 2034.91 2034.82 13.2 16.3 2,034.54 2,034.91 2,034.90 0.0% 1650 2034.91 2034.73 13 16.5 2,034.44 2,034.82 2,034.80 -0.4% 1675 2034.9 2034.73 13 16.5 2,034.44 2.034.82 2.034.80 0.0% 1700 2034.84 2034.68 12.7 16.8 2.034.38 2,034.76 2,034.70 -0.4% 1725 2034.82 2034.61 12.8 16.7 2,034.31 2,034.69 2,034.70 0.0% 1750 2034,85 2034.63 12.5 17 2,034.32 2,034.71 2,034.60 -0.4% 1775 2034.88 2034.62 12.6 , 16.9 2,034.31 2.034.70 2,034.60 0.0% 1800 2034.91 2034.68 12.6 16.9 2,034.37 2034.76 2,034.50 -0.4% 1825 2034.93 2034.76 12.5 17 2,034.45 2,034.84 2,034.60 0.4% 1850 2034.96 2034.81 12.2 17.3 2,034.48 2,034.88 2,034.68 0.3% 1875 2035.01 2034.84 12.1 17.4 2.034.51 2,034.91 2,034.80 0.5% 1900 20351 2034.96 12.3 17.2 2,034.64 2,035.03 2,034.85 0.2% 1925 2035.17 2035.08 12.5 17 2,034.77 2,035.16 2,034.90 0.2% 1950 2035.25 2035.17 12.5 17 2,034.86 2,035.25 2.035.03 0.5% 1975 2035 27 2035.3 12.4 17.1 2,034.98 2,035.37 2000 2035.32 2035.35 12.3 17.2 2.035.03 2,035.42 2025 2035.38 2035.5 11.9 17.6 2,035.16 2,035.56 2050 2035,46 2035.58 11.9 17.6 2,035.24 2.035.64 2075 2035.57 2035.68 11.6 17.9 2,035.33 2,035.74 2100 2035.67 2035.78 11.6 17.9 2,035.43 2,035.84 2125 2035.73 2035.85 11.8 17.7 2,035.51 2.035.91 2150 2035.81 2035.85 11.7 17.8 2.035.50 2,035.91 RECEIVED DEC i$ :2 SPOKANE COUNTY £NGIfj R MISSION AVENUE DIST PG #2 CL E.P. DIST. FROM FROM' E.P. MIN. MAX. SELECTED ELEL E ll a Q T O F P TO CURB CURFI Fl Fl/ CIJRAAFV ELEL CRAnF 2175 2035.89 2035.85 12 17.5 2035.52 2,035.92 2200 2035.93 2035.87 12.6 16.9 2035.56 2035.95 2225 2036.01 2035.94 13 16.5 2.035,65 2,036.03 2250 2036.09 2036.06 12.9 16.6 2,035.77 2,036.14 2275 2036.21 2036 18 13.1 16.4 2,035.89 2.03E27 2300 2036.33 2036.29 13.2 16.3 2,036.01 2.036.38 2325 2036.45 2036.33 13 16.5 2.036.04 2.036.42 2350 2036.56 2036.52 12.6 16.9 2,036.21 2,036.60 2375 2036.68 2036.67 12.6 16.9 2.036.36 2.036.75 2400 2036.71 2036.8 12.6 16.9 2.036.49 2.036.88 2425 2036.81 2036.82 12 17.5 2,036.49 2,036.89 2450 2036.88 2036.89 12.1 17.4 2.036.56 2,036.96 2475 2036.96 2036.91 12 17.5 2,036.58 2,036.98 2500 2037.05 2037.01 12 17.5 2,036.68 2,037.08 2525 2037.1 2037.11 11.9 17.6 2,036.77 2.037.17 2550 2037.16 2037.19 11.8 17.7 2.036.85 2,037.25 2575 2037.27 2037.21 11.4 18.1 2.036.85 2.037.26 2600 2037.34 2037.29 11.2 18.3 2,036.92 2,037.34 2625 2037.4 2037.27 11.4 18.1 2,036.91 2.037.32 2650 2037.43 2037.33 11.3 18.2 2,036.96 2,037.38 2675 2037.45 2037.32 11.2 18.3 2.036.95 2,037.37 2700 2037.47 2037.34 11.2 18.3 2.036.97 2.037.39 2725 2037.47 2037.37 11.2 18.3 2,037.00 2.037.42 2750 2037.45 2037.2 11.4 18.1 2,036.84 2,037.25 2775 2037.4 2037.13 11.1 18.4 2,036.75 2.037.18 2800 2037.34 2037.11 10.8 18.7 2,036.72 1037.15 2825 2037.32 2037.13 10.8 18.7 2.036.74 2.037.17 2850 2037.25 2037.16 10.2 19.3 2.036.74 2,037.19 2875 2037.16 2037.11 10.4 19.1 2,036.70 2,037.14 2900 2037.1 2036.98 10 19.5 2,036.56 2,037.01 2925 2037.11 2036.95 9.9 19.6 2,036.52 2.036.97 2950 2037.18 2037.1 10 19.5 2,036.68 2.037.13 2975 2037.24 2037.25 9.4 20.1 2.036.80 2.037.26 3000 2037.22 2037.15 9 20.5 2,036.68 2.037.16 S P O K A T.4 r-_-_ OFFICE OF THE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer July 26, 1994 Michael Hunt, P.E. North Idaho Engineering 4200 Seltice Way, Suite 2 Coeur d'Alene, ID 83814 ?idle RiVakfiril i bA A u. d, SUBJECT: - nges- 2nd Review Gentlemen: O LI N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E.. Director A review of the road and drainage plans for this project has been accomplished. Areas of concern to us are indicated in red on the attached prints. Please make the corrections and resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. In addition, please provide an information copy of any utility plans for this project. Per our meeting today, we are releasing the plan check comments with the understanding that any traffic impact mitigation measures required by WSDOT for the 1st phase of 37 lots will be resolved prior to approval of the road and drainage plans. We also strongly recommend that road and drainage plans for the entire plat be submitted as a group, with the intended phasing noted. This would help to ensure that connections between the phases are coordinated. The plans would then be approved on a phase -by -phase basis. If you have any questions about this review, please contact us at 456 -3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer 444114 Edward J. 'P xs}'Jr., P.E. Plans Review Engineer encls: Plans (1 set) I ?wt #.04' £t Calculations (1 copy) Comments (10 pages, plus Addendum) cc: ro ect file 1026 e n v W tet l mats o WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEW #: 2 REVIEWER: Ed Parry PROJECT #: P 1414 DATE: 26 July 94 PROJECT NAME: Riverway Villa P.U.D. REVIEW COMMENTS NOT ADDRESSED FROM PREVIOUS SUBMITTALS 1st Review: PLANS: 2. Developer's approval signature will be needed prior to plan approvals (Still needed) 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed (Not received with this submittal) 8. Barker Road: a. Indicate existing R/W, new R/W, future setaside (Not indicated on this submittal) b. Provide plans for Barker Road improvements (Not provided with this submittal. Must be provided with next submittal in order for review process to continue) 9. Indicate topography within the R /W, and to a sufficient distance beyond the R/W to resolve questions of setback, slope easements, drainage, road continuations, etc. 10. Indicate existing and proposed utilities, or provide an information copy of the utility plans for this project (Utilities were not indicated on this submittal, nor was an information copy of the utility plans received with this submittal) 11. Indicate Block & Lot #'s north of Indiana (Not indicated on this submittal) 12. Indicate Section, Range, Township on each plan sheet (Not indicated on this submittal) 13. Indicate BCR, MCR, ECR elevations in plan & profile (still need to indicate elevations on plan views for sheets 3, 4, 5) 14. Indicate ECR stations on plan (Also need to indicate BCR stations on plans) 16. Label all PC's and PT's on horizontal curves (CL); curbline also if radius is different from CL curve (PC and PT need to be labeled on Klamath Ave. plan) REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 2 of 10 18. Indicate datum (Datum was not indicated on road plans in this submittal) 19. Indicate Benchmark (Benchmark was not indicated on road plans in this submittal) 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property (Intersection sight distance easements were not indicated on this submittal) 21. Provide "R" -value test results to validate pavement section (R -value test results were not received with this submittal. R -value tests are the basis of the pavement section design, and must be provided. R -value test results must be provided with the next submittal in order for the review process to continue) 23. Indicate Drywell CL station, offset, grate elevation, grate type (grate type still is not noted) 25. Drywell should be offset from curb cut by 4' min. (Drywells at 0 +98 (Indiana) and 7 +47 (Indiana) need to be offset from curb cut) 26. Curb cut detail: a. Needs back apron b. 2" depression at tlowline is required (Curb cut detail still does not conform to Spokane Co. Road Standards) 27. Indiana Street detail: Indicate sidewalks (Collector arterial have sidewalks on both sides of the street - see current Co. Road Standards) 28. Drywell detail: Needs to comply with SCRS std det. B -1 (still does not conform to current Spokane County Road Standards detail) 29. Rural road approach detail: Not applicable since this is an Urban density development. Coordinate with the County Traffic Engineer for required pavement transition lengths in and out of the site (Pavement widening on roads accessed by this project must be provided as part of this plat. Plans for pavement widening must be provided with the next submittal in order for the review process to continue) 31. 300' minimum intersection separation is required on arterials (Barker Rd)(still need to provide 300' intersection separation on arterials) 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review (Definition of mitigation measures pending by DOT) REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 3 of 10 CALCULATIONS: 3. Must use SCS TR -55 (June 86) for basins > 10 acres; must use Bowstring method for basins < 10 acres (current edition of SCS TR -55 (Jun 86) still has not been used for areas greater than 10 acres) REVIEW COMMENTS BASED ON REVISED PLANS AND CALCULATIONS IN THIS SUBMITTAL GENERAL 1. Provide an information copy of the landscaping plan as required by conditions of approval. Landscaping plan must be sealed by a Washington State - licensed Landscape Architect. PLANS Sheet 1 of 6 1. Change "Villa Avenue" To "Indiana Avenue ". This is a public road, and the road name needs to continued from across Barker Road 2. The 37 lots in this phase of the development are likely to generate over 200 trips per day. Provide a second permanent access out of the development, not located on Indiana Avenue 3. Provide temporary cul -de -sacs on Colorado River Street and Indiana Avenue 4. Road names: Private roads are designated by "Lane "; Public Roads by "Street ", "Road ", or "Avenue ". Are Clark Fork, Klamath River, & Colorado River intended to public or private streets? 5. Coordinate road names with plat map comments Sheet 2 of 6 1. Note stationing on Barker Road at SI with Indiana, and indicate where stationing on Barker Road starts from 2. Collector arterials on flat terrain must have horizontal curve radii no Tess than 715' 3. Collector arterials have sidewalks on both sides of the street 4. Captions should be oriented to read horizontally 5. Change "Villa Avenue" To "Indiana Avenue ". This is a public road, and the road name needs to continued from across Barker Road REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 10. Provide sidewalk ramps at a. 5 +00 LT (±) b. 10 +20 LT ( ±) Page 4 of 10 6. Provide temporary cul -de -sac at end of Indiana Avenue 7. Coordinate entry with required widening on Barker Avenue 8. Show slope cut /fill limits where needed outside of the right -of -way 9. Are CR radii to back or face of curb? Need to provide 20' (min.) to face of curb 11. LT Profile: a. Curb line elevations = CL - .02', based on road section provided b. indicate grade break station c. Use a vertical curve at the grade break from -2% to -0.5% 12. CL Profile a. Indicate grade break station b. Use a vertical curve at the grade break from -2 % to -0.5 % c. PVI elevation at 7 +50 does not work with the grades indicated d. SI elevation at 10 +06 does not work with the grades indicated 13. RT Profile: a. Curb line elevations = CL - .02', based on road section provided b. Indicate grade break station c. Use a vertical curve at the grade break from -2% to -0.5% Sheet 3 of 6 1. If a second access is not provided on Clark Fork Street, provide a temporary cul -de -sac 2. Provide sidewalk ramps at a. 11+40 LT b. 14 +50 LT 3. Coordinate plan elevations with profile elevations at a. 16 +85.40 b. 16 +69.29 c. 16 +64.57 REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 5 of 10 4. Local access roads on flat terrain require horizontal curve radii of no less than 410' 5. If this is a public road, then a. Type B curb & gutter is needed b. A minimum paved width of 36' (toe -to -toe of gutter) is needed 6. Show slope cut/fill limits where needed outside of the right -of -way 7. Indicate delta angle, radius, length, tangent on all curb /paving returns 8. Coordinate with County Traffic Engineer on barricade configuration 9. LT Profile: a. Indicate end of paving elevation at south end of road b. Coordinate ECR elevation at 16 +69 with sheet 1 10. CL Profile a. Provide vertical curve at Clark Fork /Indiana intersection; grade difference exceeds 1% b. Coordinate profile elevations with plan elevations at (1) 16 +85.40 (2) 16 +69.29 (3) 16 +64.57 c. Coordinate plan elevations at 17 +05 with sheet 1 11. RT Profile: a. Indicate end of paving elevation at south end of road b. Coordinate elevation at 16 +64.57 with sheet 1 Sheet 4 of 6 I. Klamath River Street 1. Stop signs are not provided at intersections of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County 2. Indicate delta angle, radius, length, tangent on all curb /paving returns 3. Show slope cut /fill limits where needed outside of the right -of -way 4. If this is a public road, then a. Type B curb & gutter is needed b. A minimum paved width of 36' (toe -to -toe of gutter) is needed REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 5. LT Profile: No comments at this time 7. RT Profile: No comments at this time Page 6 of 10 6. CL Profile: a. Provide vertical curve at Klamath River /Clark Fork intersection; grade difference exceeds 1% b. Coordinate elevation at grade break 0 +11 with slopes from PVI and Clark Fork St CL c. Coordinate station at grade break 0 +11 with and Clark Fork road section CL d. Coordinate PVI elevation at 2 +50 with grades from 0+11 and 4 +67 e. Coordinate elevation at grade break 4 +67 with slopes from PVI and Colorado River St CL II. Allegheny Avenue 1. Fire district approval on hammerhead turnaround is required prior to County approval of plans 2. Stop signs are not provided at intersections of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County 3. indicate delta angle, radius, length, tangent on all curb /paving returns 4. Show slope cut /fill limits where needed outside of the right -of -way 5. If this is a public road, then a. Type 13 curb & gutter is needed b. A minimum paved width of 36' (toe -to -toe of gutter) is needed 6. LT Profile: No comments at this time 7. CL Profile: a. Provide vertical curve at Allegheny /Clark Fork intersection; grade difference exceeds 1% b. Coordinate slope from Clark Fork CL with elevations, road section c. Coordinate elevation at grade break 0 +11 with slopes from PVI and Clark Fork St CL d. Coordinate PVI elevation at 1 +00 with grades from 0+11 and 1 +50 e. Coordinate elevation at 1 +50 with grade from PVI 8. RT Profile: No comments at this time Sheet 5 of 6 1. Indicate delta angle, radius, length, tangent on all curb /paving returns 2. Show slope cut /fill limits where needed outside of the right -of -way REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 7 of 10 3. If this is a public road, then a. Type B curb & gutter is needed b. A minimum paved width of 36' (toe -to -toe of gutter) is needed 4. Provide sidewalk ramps at a. 17 +30 RT (f) 5. LT Profile: a. Indicate end of paving elevation at south end of road b. Edge of paving elevation = CL = .28' based on road section. Coordinate elevation at (1) 17 +09.48 (2) 17 +85.43 with CL elevation 6. CL Profile: a. Grades downstation of 14 +65 in future phases should be coordinated with grades in this phase; vertical curve may be needed b. Provide vertical curve at intersection with Indiana Ave; grade difference exceeds 1% 7. RT Profile: a. Indicate end of paving elevation at south end of road Sheet 6 of 6 1. Collector Arterial Road Section a. 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum b. Note swale floor width (toe-toe of sideslope) 2. Interior Road Section a. 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum b. Note swale floor width (toe -toe of sideslope) 3. Drywell detail "A" a. Note typical depth; 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum b. Note swale floor width (toe -toe of sideslope) c. Add Note: "Swale bank elevation = e/p + 0.2 " REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 8 of 10 4. Drywell detail "B" a. Note typical depth; 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to l' maximum b. Note swale floor width (toe -toe of sideslope) c. Add Note: "Swale bank elevation = TIC + 0.2'" 5. Sidewalk Detail a. Plan view (1) Coordinate swale width with street sections, drywell sections (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half - delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street b. Section A -A: (1) 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum (2) Coordinate sidewalk slope with road plans c. Section B -B (1) Refer to SCRS std detail A -5: ramp length must be not Tess than 8' -6" from back of curb to top of ramp (2) Do not provide a dip in the ramp line; this creates a place for water to pond, creating a hazardous situation (3) Curb must follow slope of ramp to a level flush with the adjacent paving (4) Landings at the top of ramps are limited to 0% slope (must be level) 6. Add Notes: a. Any conflicting utilities shall be relocated prior to installation of road or drainage facilities b. For curb grades less than 0.8% (0.008 ft /ft), a Washington State - licensed Professional Surveyor shall verify that the curb forms are at the correct design grade and elevation prior to placement of curbing material CALCULATIONS 1. Pages should be numbered 2. Calculations would be more easily reviewed if the data were to be arranged by basin, instead of by data type 3. Page 1: Runoff from portions of the parcel to the east appear to run onto the site REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW #I 2 Page 9 of 10 4. Page 9: Basin A T, has a channel flow component for the portion of the path in the gutter line 5. Page 10: Basin B T, has a channel flow component for the portion of the path in the swale 6. Page 11: Basin C T, has a channel flow component for the portion of the path in the swale 7. Page 15: Basin G T, has a channel flow component for the portion of the path in the swale 8. Pages 18 to 24: The volume of a sloping swale must be adjusted whenever the swale length exceeds 100', regardless of slope. This applies to both 208 treatment volume and storm runoff storage volume 9. Page 18• a. Basin A 208 requirements need to include contribution from portion of Barker Road flowing into the site 10. Page 19: a. Verify length of Clark Fork Road contributing to basin: 953' based on stationing 11. Pages 26 to 33 a. Need to consider channel flows as appropriate in T, calculation b. Indicate how "C" factors are determined 12. Page 29: Sidewalk ramp location in Basin D creates two separate basins 13. Page 30: Sidewalk ramp location in Basin E creates two separate basins 14. Page 31: Sidewalk ramp location in Basin F creates two separate basins 15. Page 33: Sidewalk ramp location in Basin H creates two separate basins 16. Page 34: a. See Comment 3 from previous review. Be advised that the sheet flow length in the Jun 86 TR -55 is limited to 300' maximum, and must reflect how the contours cause shallow concentrated flow to occur b. This method provides a good check on the reasonableness of the assumed sheet flow length used in the Jun 86 TR -55; if the Q's from the 2 methods match closely, then the assumed sheet flow length is reasonable c. The hydrograph resulting from the TR -55 calculation must be routed through the drywell in order to determine the required storage volume d. Runoff from undeveloped parcels is evaluated at the 50 -year rainfall event REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 10 of 10 17. Page 41 (Curb inlet calcs) a. Must provide a 2" depression b. Since capacity is a function of flow depth, the curb inlet needs to be evaluated at the Q for each basin c. Curb inlet in a sump condition must be sized to allow a 12' -wide vehicle lane, centered on the road centerline, which is free of ponding d. Q is 1.64 cfs from basin D 18. Basin Map: a. Coordinate road sections with sections required for public roads b. Add contributing flows from Barker Road c. Basin B: Low points at the 2028 and 2026 contours limit runoff from this basin to Indiana Avenue; the basin is effectively only the pavement d. Coordinate road layout with road plans and sections e. Show drywell locations f. Indicate North g. Indicate scale h. Indicate length, slope on T, paths i. Indicate phasing limits j. The highpoint on Colorado River Street is part of at least one basin k. Address flows from phases outside of this phase. and from parcels adjacent to the entire site REVIEW #: PROJECT NAME: Riverway Villa P.U.D. REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 2 - ADDENDUM REVIEWER: Ed Parry PROJECT #: P1414 DATE: 26 July 94 Please add the following to the review comments for the 2nd submittal: Plans: Note sod for swale sides and floor Calculations: Need to evaluate Q from road surfaces only for each basin (as opposed to Q for all the surfaces in the entire basin REVIEW #: PROJECT #: P1414 PROJECT NAME: Riverway Villa P.U.D. REVIEW COMMENTS NOT ADDRESSED FROM PREVIOUS SUBMITTALS 1st Review: If 41211111 . er REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEWER: Ed Parry DATE: 26 July 94 eveloper's approval signature will be needed prior to plan approvals (Still needed) 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed (Not received with this submittal) 8. Barker Road: Indicate existing R/W, new R/W, future setaside (Not indicated on this submittal) 'Provide plans for Barker Road improvements (Not provided with this submittal. Must be provided with next submittal in order for review process to continue) y ,r Indicate topography within the R/W, and to a sufficient distance beyond the R/W to resolve questions of setback, slope easements, drainage, road continuations, etc. (?:'Indicate existing and proposed utilities, or provide an information copy of the utility g p p p py ty plans for this project (Utilities were not indicated on this submittal, nor was an information copy of the utility plans received with this submittal) 1 Indicate Block & Lot #'s north of Indiana (Not indicated on this submittal) (0' 'Indicate Section, Range, Township on each plan sheet (Not indicated on this submittal) 13. Indicate BCR, MCR, ECR elevations in plan & profile (still need to indicate elevations on plan views for sheets ' 14. Indicate ECR stations on plan (Also need to indicate BCR stations on plans) ,Label all PC's and PT's on horizontal curves (CL); curbline also if radius is different from CL curve (PC and PT need to be labeled on Klamath Ave. plan) REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 2 of 10 1S. 1ndicate datum (Datum was not indicated on road plans in this submittal) 't9. Indicate Benchmark (Benchmark was not indicated on road plans in this submittal) 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property (Intersection sight distance easements were not indicated on this submittal) 11. Provide "R" -value test results to validate pavement section (R -value test results were not received with this submittal. R -value tests are the basis of the pavement section design, and must be provided. R -value test results must be provided with the next submittal in order for the review process to continue) 23. Indicate Drywell CL station, offset, grate elevation, grate type (grate type still is not noted) Drywell should be offset from curb cut by 4' min. (Drywells at 0i8 (Indiana) and 7 +47 (Indiana) need to be offset from curb cut) 26. Curb cut detail: a. Needs back apron b. 2" depression at flowline is required (Curb cut detail still does not conform to Spokane Co. Road Standards) 21ndiana Street detail: Indicate sidewalks (Collector arterial have sidewalks on both sides of the reet - see current Co. Road Standards) 28. Drywell detail: Needs to comply with SCRS std det. B - 1 (still does not conform to current Spokane County Road Standards detail) J. Rural road approach detail: Not applicable since this is an Urban density development. Coordinate with the County Traffic Engineer for required pavement transition lengths in and out of the site (Pavement widening on roads accessed by this project must be provided as part of this plat. Plans for pavement widening must be provided with the next submittal in order for the review process to continue) AI. 300' minimum intersection separation is required on arterials (Barker Rd)(still need to provide 300' intersection separation on arterials) jrSl4b OfiAltor IC 5. 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review (Definition of mitigation measures pending by DOT) REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 3 of 10 CALCULATIONS: 3. Must use SCS TR -55 (June 86) for basins > 10 acres; must use Bowstring method for basins < 10 acres (current edition of SCS TR -55 (Jun 86) still has not been used for areas greater than 10 acres) REVIEW COMMENTS BASED ON REVISED PLANS AND CALCULATIONS IN THIS SUBMITTAL GENERAL 1. Provide an information copy of the landscaping plan as required by conditions of approval. Landscaping plan must be sealed by a Washington State - licensed Landscape Architect. PLANS S 1 of 6 Change "Villa Avenue" To "Indiana Avenue ". This is a public road, and the road name needs to continued from across Barker Road . The 37 lots in this phase of the development are likely to generate over 200 trips per day. Provide a second permanent access out of the development, not located on Indiana Avenue rovide temporary cul -de -sacs on Coloro River Street alndiana Avenue . Road names: Private roads are designated by "Lane "; Public Roads by "Street ", "Road ", or " venue ". Are Clark Fork, Klamath River, & Colorado River intended to public or private streets? C rdinate road es with plat toap comments ' * sic re�at? Sh 2 of 6 tote stationing on Barker Road at SI with Indiana, and indicate where stationing on Barker Road starts from 'Collector arterials on flat terrain must have horizontal curve radii no less than 715' �ohlector arterials have sidewalks on both sides of the street 4 00taptions should be oriented to read horizontally # iorthange "Villa Avenue" To "Indiana Avenue ". This is a public road, and the road name needs to continued from across Barker Road REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Provide temporary cul -de -sac at end of Indiana Avenue Peal k c oordinate entry with required widening on Barker Avenue Show slope cut/fill limits where needed outside of the right -of -way Are CR radii to back or face of curb? Need to provide 20' (min.) to face of curb 10. Provi sidewalk ramps at . +00 LT (±) . 0 +20LT(±) 11. LT Profile: (j 1 •" 44 ' 4 urb line elevations = CL - .02', based on road section provided 17ndicate grade break station ' Use a vertical curve at the grade break from -2 % to -0.5 % 12. CL Profile Indicate grade break station • se a vertical curve at the grade break from -2% to -0.5% VI elevation at 7 +50 does not work with the grades indicated 1 elevation at 10 +06 does not work with the grades indicated 13. RT Profile: .!'Curb line elevations = CL - .02', based on road section provided iiti . Indicate grade break station ▪ se a vertical curve at the grade break from - 2 % to - 0.5 % Sheet 3 of 6 Ilf;If a second access is not provided on Clark Fork Street, provide a temporary cul-de -sac 2. Provid idewalk ramps at 1+40 LT 14 +50 LT 3. Coordinate plan elevations with profile elevations at 16 +85.40 16 +69.29 6 +64.57 Page 4 of 10 REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 5 of 10 . Local access roads on flat terrain require horizontal curve radii of no less than 410' f this is a public road, then a. Type B curb & gutter is needed b. A minimum paved width of 36' (toe -to-toe of gutter) is needed Show slope cut /fill limits where needed outside of the right -of -way .Indicate delta angle, radius, length, tangent on all curb /paving returns 5 Coordinate with County Traffic Engineer on barricade configuration 9. LT P file: lndicate end of paving elevation at south end of road Coordinate ECR elevation at 16 +69 with sheet 1 10. CL Prpfile Provide vertical curve at Clark Fork /Indiana intersection; grade difference exceeds 1% b. Coordinate profile elevations with plan elevations at Z E 6+85.40 6 +69.29 16 +64.57 Coordinate plan elevations at 17 +05 with sheet 1 11. RT ofile: - end of paving elevation at south end of road Coordinate elevation at 16 +64.57 with sheet 1 . Sheet 4 of 6 I. Klamath River Street'' L"' ( 1 . Stop signs are not provided at intersections of public local access roads. Stop signs on pr ate roads which are always local access) are not enforced by Spokane County iaa gt * . ndicate delta angle, radius, length, tangent on all curb /paving returns 3. Show slope cut /fill limits where needed outside of the right -of -way this is a public road, then a. Type B curb & gutter is needed b. A minimum paved width of 36' (toe -to -toe of gutter) is needed 1 REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 5. LT Profile: No comments at this time 6. CL Profile: 144 4 L, rovide vertical curve at am Ri er /Clark Fork intersection; grade difference exceeds 1% o rdinate elevation at grade break 0+11 with slopes from PVI and Clark Fork St CL rdinate station at grade break 0+11 with v e Clark Fork road section CL Coordinate PVI elevation at 2 +50 with grades from 0+11 and 4 +67 oordi a Q eJevation at grade break 4 +67 with slopes from PVI and Colorado River St CL (415 = X'•fdi for. 114.8(.1! 7. RT Profile: No comments at this time Allegheny Avenue 1454A. ,C1, tre A di rict approval on hammerhead turnaround is required prior to County approval of plans Stop signs are not provided at intersections of public local access roads. Stop si ns on private roads (which are always local access) are not enforced by Spokane CountM‘ X r indicate delta angle, radius, length, tangent on all curb /paving returns /Show slope cut/fill limits where needed outside of the right -of -way 5. If is is a public road, then ype B curb & gutter is needed minimum paved width of 36' (toe -to -toe of gutter) is needed 6. LT Profile: No comments at this time 7. CL Profile: rovide vertical curve at Allegheny /CIark Fork intersection; grade difference exceeds 1% Coordinate slope from Clark Fork CL with elevations, road section . Coordinate elevation at grade break 0+11 with slopes from PVI and Clark Fork St CL Coordinate PVI elevation at 1+00 with grades from 0+11 and 1 +50 Coordinate elevation at 1 +50 with grade from PVI 8. RT Profile: No comments at this time Page 6 of 10 Sheet 5 of 6 t aGAffl.. �o• . ! . Indicate delta angle, radius, length, tangent on all curb /paving returns 2. Show slope cut /fill limits where needed outside of the right -of -way REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 3. If is ja public road, then ype B curb & gutter is needed minimum paved width of 36' (toe -to -toe of gutter) is needed 4. Provi sidewalk ramps at . 17 +30 RT (±) 5. LT Profile: 40 ‘. - Indicate end of paving elevation at south end of road b. Ed of paving elevation = CL = .28' based on road section. Coordinate elevation at ,17 +09.48 17 +85.43 with CL elevation Page 7 of 10 6. CL Pr ile: Grades downstation of 14 +65 in future phases should be coordinated with grades in this phase; vertical curve may be needed ovide vertical curve at intersection with Indiana Ave; grade difference exceeds 1% 7. RT Profile: dicate end of paving elevation at south end of road Sheet 6 of 6 1. Collector Arterial Road Section l' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 1 limit the depth to 1' maximum Note swale floor width (toe -toe of sideslope) I ) 2. Interior Road Section 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 1 limit the depth to 1' maximum Note swale floor width (toe -toe of sideslope) X rywell detail "A" a. Note typical depth; 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter side slopes steeper than 3:1 limit the depth to 1' maximum 10 b. Note swale floor width (toe -toe of sideslope) Si:W c. Add Note: "Swale bank elevation = e/p + 0.2'" 1 REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 8 of 10 rywell detail "B" a. Note typical depth; I' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum b. Note swale floor width (toe -toe of sideslope) c. Add Note: "Swale bank elevation = T/C + 0.2'" 5. Sidewalk Detail a. Plan view (1) Coordinate swale width with street sections, drywell sections (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half -delta, (b) providing a ramp for each direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street b. Section A -A: (1) 1' minimum swale depth is allowed if sideslopes are 3:1 or flatter; side slopes steeper than 3:1 limit the depth to 1' maximum (2) Coordinate sidewalk slope with road plans c. Section B -B (1) Refer to SCRS std detail A -5: ramp length must be not less than 8' -6" from back of curb to top of ram M. Do not provide a dip in the ramp line; this creates a place for water to pond, creating a hazardous situation (3),Curb must follow slope of ramp to a level flush with the adjacent paving ,,) Landings at the top of ramps are limited to 0% slope (must be level) t�..�.dd Notes: a. Any conflicting utilities shall be relocated prior to installation of road or drainage facilities b. For curb grades less than 0.8% (0.008 ft /ft), a Washington State - licensed Professional 4 ii°' Surveyor shall verify that the curb forms are at the correct design grade and elevation prior to placement of curbing material 4.1,C1LTIATIONS . Pages should be numbered . Calculations would be more easily reviewed if the data were to be arranged by basin, instead of by data type 3. Page 1: Runoff from portions of the parcel to the east appear to run onto the site 1 REVIEW COMMENTS 26 July 94 PROJECT #/ P1414 REVIEW # 2 Page 9 of 10 4. Page 9: Basin A T, has a channel flow component for the portion of the path in the gutter line 5. Page 10: Basin B T, has a channel flow component for the portion of the path in the swale 6. Page 11: Basin C T, has a channel flow component for the portion of the path in the swale 7. Page 15: Basin G T, has a channel flow component for the portion of the path in the swale 8. Pages 18 to 24: The volume of a sloping swale must be adjusted whenever the swale length exceeds 100', regardless of slope. This applies to both 208 treatment volume and storm runoff storage volume 9. Page 18: a. Basin A 208 requirements need to include contribution from portion of Barker Road flowing into the site 10. Page 19: a. Verify length of Clark Fork Road contributing to basin; 953' based on stationing 11. Pages 26 to 33 a. Need to consider channel flows as appropriate in T, calculation b. Indicate how "C" factors are determined 12. Page 29: Sidewalk ramp location in Basin D creates two separate basins 13. Page 30: Sidewalk ramp location in Basin E creates two separate basins 14. Page 31: Sidewalk ramp location in Basin F creates two separate basins 15. Page 33: Sidewalk ramp location in Basin H creates two separate basins 16. Page 34: a. See Comment 3 from previous review. Be advised that the sheet flow length in the Jun 86 TR -55 is limited to 300' maximum, and must reflect how the contours cause shallow concentrated flow to occur b. This method provides a good check on the reasonableness of the assumed sheet flow length used in the Jun 86 TR -55; if the Q's from the 2 methods match closely, then the assumed sheet flow length is reasonable c. The hydrograph resulting from the TR -55 calculation must be routed through the drywell in order to determine the required storage volume d. Runoff from undeveloped parcels is evaluated at the 50 -year rainfall event 1 REVIEW COMMENTS 26 July 94 PROJECT # P1414 REVIEW # 2 Page 10 of 10 17. Page 41 (Curb inlet calcs) a. Must provide a 2" depression b. Since capacity is a function of flow depth, the curb inlet needs to be evaluated at the Q peak for each basin c. Curb inlet in a sump condition must be sized to allow a 12' -wide vehicle lane, centered on the road centerline, which is free of ponding d. Q_ is 1.64 cfs from basin D 18. Basin Map: a. Coordinate road sections with sections required for public roads b. Add contributing flows from Barker Road c. Basin B: Low points at the 2028 and 2026 contours limit runoff from this basin to Indiana Avenue: the basin is effectively only the pavement d. Coordinate road layout with road plans and sections e. Show drywell locations f. Indicate North g. Indicate scale h. Indicate length, slope on T, paths i. Indicate phasing limits j. The highpoint on Colorado River Street is part of at least one basin k. Address flows from phases outside of this phase, and from parcels adjacent to the entire site REVIEW #: 2 - ADDENDUM REVIEWER: Ed Parry PROJECT #: P1414 DATE: 26 July 94 PROJECT NAME: Riverway Villa P.U.D. Please add the following to the review comments for the 2nd submittal: Plans: Note sod for Swale sides and floor REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456 -3600 FAX (509)324 -3478 Calculations: Need to evaluate Q_ from road surfaces only for each basin (as opposed to % for all the surfaces in the entire basin PROJECT: ktiAli U T:41.11 PROJECT SPONSOR: II PROJECT ENGINEER (Road & Drainage Plans) PROJECT SURVEYOR (Plat) YES NO N/A OIttfitt- L SUBMITTAL CHECKLIST GENERAL ITEMS PROJECT # ?�4- REVIEW # Z REVIEWER: FP( DATE: 24 M y 94 TEL # TEL # 00444) &AI TEL # 1. The $100.00 fee for plat review has been paid to Spokane County for this submittal )(14514) S - Irt i�L GD 620m04 ) 2 A n agreement to pay fees has been submitted to Development Engineering Services 3. The fee agreement has been signed by the project owner or a principal of the developer's firm. If signed by an agent of the owner, written authorization from the owner is attached to the fee agreement 4. Review fee account is current (no invoices over 30 days outstanding) 5. I have noted the plans in, plans out dates on the pink sheet in the file 6. If the project is a mobile home park, were the plans reviewed by Planning? 7. 2 copies of the plans were submitted 8. 2 copies of the calculations were submitted 9. The plans are on 24" x 36" sheets GENERAL ITEMS (coot' d) chit cklietv3.0/Aug93 10. The calculations are bound together 11. The plans and calculations are stamped and signed by a Professional Engineer 12. The developer has signed and approved the road and drainage plans 13. Are there any conflicts between the proposed drainfields and any drainage ditches on the plat 14. Bowstring calculations by developer are in the file for this review. 15. Vertical curve stopping sight distance calculations by developer are in file for this review 16. Horizontal & vertical alignment sight distance calculations by developer are in file for this review 17. The engineer /developer has provided evidence of coordination with the electric utility servicing the project 18a. The file contains a Spokane County Section Map 18b. The file contains a Spokane County Assessors's Map 18c. The file contains an aerial photo of the proposed project area 18d. The file contains a corrected preliminary of the final plat map 19. The project is located in urban boundary area 20. The project is located in the Aquifer Sensitive Area 21. The project plan name matches the plat name 22. Is the entire project located outside of an identified Flood Plain Area? 23. Is the entire project is located outside of an identified Stormwater Management Problem Area? 2 GENERAL ITEMS (cont'd) 24. List any design deviation requests and their status: cF < d' 4 Av'> ! ee6e AL taitS i iitc5x • Id r r i ,B` - iJ / 444Qt �w r /mac } UNATIA cox £'3 a k5 buAl Z g"9 044,41 ckliatv3.0 /Aug93 25. Locate the Findings and Order for the project and list any unusual conditions: 23. Backcheck of previous comments completed 24. All previous comments adequately addressed ags b O 5065c C* — .4 Seam 0.442.4. m 6w�w - cup c sew 3 ckliatv3.0 /Aug93 FIELD REVIEW 1. Field investigation trip made on 2. Report completed and put into file on 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe. 4. Are the drainage basins on the ground the same as those that are presented in the drainage report? 5. Are there any drainage channels directed toward property? 6. Are there any drainage channels directing water through the property? 7. Do County roads cut off drainage as per drainage calculations? 8. If there are culverts under county roads, does the flow go away from or toward the project? 9. What kind of ground cover exists? 10. Describe any existing channel conditions: 11. Describe channel cross section: 12. Existing Curb Type: 4 ROAD REQ'D WIDTH DESIGN MIN. /MAX. STOPPING SIGHT MIN. CURVE NAME CLASS. PAVED R/W TERRAIN SPEED GRADE DISTANCE HORIZ. VERT. t fl 145 14 K.4 7: II, ?¢ cklietv3.0/Aug93 ROAD PLANS 1. List any roads that must be designed and constructed on the project. 4(' Lit VT 2. Planning conditions require submission of a ta:b landscape plan. (NOTE: Usually associated with PUD`s) IMAPInid 3. I have checked the landscape plan against the road and storm drainage design and there are the following conflicts: 4. The following road plans have a bearing on the design of roads for this project and a copy is in the file: 5. I have sent an "R" value and percolation test request to the Construction Section with soils information and a layout of the project. "R" value test request to Designer (date) . 5 ROAD PLANS (cont'd) �; •:,� 441 6. Is the bench mark shown on the plans? 7. Are stationing equations shown? Ycfi (C-k ' 8. Is stationing correct (south to north, west to east, reading left to right on the plan)? 9. Are existing utilities shown on the plans (or an information copy of the utility plans submitted)? 10. Are proposed utilities shown on the plans (or an information copy of the utility plans submitted)? 11. Does the note "Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." appear on the plans? 12. STREET WIDENING 12a. Are curb design sheets provided for widening of existing streets? 12b. Does the curb design conform to Spokane County Standards of section cross slope (Between 2% and 4.5%)? 12c. Is there a street cross section shown for widening existing streets? 12d. Does the proposed new width match the width required in the Findings and Order? 12e. The cross - section shows: existing R/W proposed R/W future setaside 12f. 100' (min.) pavement taper into project is shown (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement. (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends from existing paving to R /W. 12g. Length of pavement taper out of project meets: WS2 _ 60 for design speeds s 40 mph WS for design speeds > 45 mph ft. min. taper length approved by County Traffic Engineer ckliotv3.0 /Atg93 12h. Transition from end of curb to existing paving is shown (curb should nose down in 12 ") 6 ROAD PLANS (cont'd) ckliotv3.0 /Aug93 12i. A 4" -wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents) 12j. Are the curb grades above the county minimum of 0.8 %? 12k. If curb grades are below 0.8 %, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 13. NEW STREETS 13a. Does the proposed alignment meet Spokane County Standards? vertical slopes vertical curve length horizontal curve radius intersection separation 150' on local access 300' on arterials. 13d. The cross - section shows: existing R/W proposed R/W future setaside 7 x 13b. The plans show the typical cross section for streets 13c. Does the proposed street width match the Findings and Order? 13e. Does the typical section on the plans meet Spokane County Road Standards? cross slope is shown cross slope is within standards cross slope is correct when checked on profile 13f. Curb type: shown proper type for the road classification meets Spokane County Road Standards for curbs within the public right -of -way consistent with the curb type in the general area 13g. Are the curb grades above the county minimum of 0.8 %? ROAD PLANS (cont'd) x { � c k( cklietv3.0 /Aug93 13h. If curb grades are below 0.8 %, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 14a. The pavement section is adequate for the R -value and Traffic Index for the road type 14. Has an "R" value test been performed for each soil group? 15. Locations where water is intended to flow through an inlet or curb cut are at the low point in vertical curve 16. SIGNAGE PLAN 16a. Stop signs are shown for all streets which intersect an arterial (Check with County Traffic Engineer if there is a question) 16b. Street name signs are shown at all intersecting streets 16c. Is there a need for barriers at the end of dead end streets? 16d. Is there a need for other special signing? (Check with the County Traffic Engineer) 17. Has the Fire District approved all proposed private road turnarounds that are substandard according to our Spokane County Road Standards? 18. CURB RETURNS 18a. Are BCR, MCR, and ECR stations /elevations on curb returns shown on the plan? in the profile? 18b. Are the curb return elevations correct? We 18c. Is there positive drainage from the road intersection to the MCR? 18d. Curb return radius meets County Standard minimum of 20' (to back of curb for rolled /wedge curbs, to face for vertical curb face types) 18e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline 8 ROAD PLANS (cont'd) (i X di 5 cklistv3.0/Aug93 18f. BCR, MCR, and ECR elevations are set so that the superelevation between the intersection and the curbline is banked properly for right -hand turns into and out of the intersection roads (the road slopes from the intersection down to the flowline) 18f. BCR, MCR, and ECR elevations at intersections without stop sign control are set so that the superelevation between the intersection and the curbline does not exceed: (ref. AASHTO) 10% (flat terrain) 8% (rolling terrain) 6% (mountainous terrain) 19. CUL -DE -SACS 19a. The cul -de -sac grades (top of curb) meet county cul -de -sac standards (1% min.) 19b. The cul -de -sac curb is shown in profile 20. INTERSECTIONS 20a. Do the intersections meet the 2% grade requirements? 20b. Wheelchair ramps are provided at intersections with sidewalks 20c. If there is a change of direction at the wheelchair ramps, are the ramps oriented so that: a 5'x5' pad is provided at the top of the ramp? the required 5'x5' landing zone at the bottom of the ramp is located inside of a line drawn 1' inside a line extended between the curb faces of the adjoining street at intersections? any drainage structures are located outside of the landing zone? 20d. The intersection horizontal sight distance analysis shows that sight triangle encroachment on private property is 2' or less 21. Is there a need for slope easements? 22. Is there a need for erosion protection? 9 ROAD PLANS (cont'd) cklistv3.0 /Aug93 23. DRIVEWAYS 23a. Can a driveway slope of 8% or less be maintained between the edge of pavement and the right -of- way? 23b. Can a driveway slope of 12% or less be maintained between the right -of -way and the building setback line? 10 DRAINAGE PLANS 3. Were all existing drainage courses shown? 4. Were all the proposed drainage courses shown? ckliotv3.0 /Aug93 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.? 2. Was a map with contours spot elevations submitted to properly determine drainage basins? 5. Were Hydrologic calculations submitted for each basin? (Bowstring if area s 10 acres, SCS TR -55 if area > 10 acres) Offsite (50 -yr storm if undeveloped, 10 -yr storm if developed) Onsite (10 -yr storm) Q for entire area Q for roads only INFILTRATION POND Actual pond volume provided DETENTION POND Release to pipe system: contain 50 -yr developed release at 50 -yr pre - developed secondary overflow to pipe in control structure for 100 -yr developed emergency overflow weir for 100 -yr developed sump prior to outlet to control structure 1' min. freeboard grassed sides /floor for publicly- maintained ponds sprinkler system for publicly- maintained ponds Retained on site, no drywell: contain 100 -yr developed emergency overflow for 100 -yr developed 208 SWALES 208 swale floor area, volume requirements 208 swale floor area provided 208 swale volume provided 11 I DRAINAGE PLANS (cont'd) ckliotv3.O /Aug93 UNDERGROUND GRAVEL GALLERIES 1. .3 void ratio for gravel free space volume is used 2. Perc rate from field test is used to develop outflow rate 3. 10 -yr event volume is contained entirely underground 4. 100 -yr event volume is contained by a combination of underground storage and above ground storage up to 8" depth 5. 100 -yr event volume is contained by a combination of underground storage and above ground storage exceeding 8" depth 5a. Soil mixture is specified for water depth in pond exceeding 8" 6. Entire gallery is wrapped in filter fabric CONVEYANCE Conveyance - pipes ditches gutter flow depth is less than gutter height Backwater - pipes, ditches Headwater - culverts Curb drop /curb inlets on grade (fig 16) , sump (fig 17) Grates - sump (fig 15) , continuous grade (fig 16) Riprap - stone gradation, pad dimensions 7. Soils type is "pre- approved" (Garrison, etc.,) for drywells without percolation tests 8. Does the drainage report identify the SCS soil groups for the project area and for the proposed roads to be built in the project area? 9. The drainage design maintains sheet flow patterns in natural watercourses 10. The drainage design maintains existing sheet flow patterns without concentrating flows 12 E DRAINAGE PLANS (cont'd) cklintv3.0 /Aug9' �b) 11. Does the entire plat lie outside of designated 100 -year Flood Plain Area? 12. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area? 13. Is the max. street ponding in any part of a Zone "B" less than 1'? 14. Does the plat contain appropriate language limiting the lowermost opening in a structure located in a Zone "B" to not less than 1' above the lowest road elevation? 15. The drainage concept is compatible with planning commission requirements. 16. The difference between present and future flows is retained on the site. INLETS 1. The inlets shown are within the stream flow. 2. Inlets are shown on the low side of a road or at the low point of a vertical curve 3. Curb type inlets are shown at sags and are properly sized. Perimeter does not include the side of the grate against the curb face (all grate types). Perimeter is divided by 2 for calculations where no curb opening (Type 1) is provided. Area = clear area _ 2 for Type 1 grates) 4. There are no long curves with flat grades which pose a problem. 5. The centerline road stations, offsets, and invert elevations for all inlets are shown on: plans profile. 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets in county ROW, on private property other inlet type may be specified) (Type 1: D -2; Type 2: D -4) 7. A detail drawing of the grate /curb installation is shown on the plans and includes the 2" depression and transitions as per county standards for grates that are located within county ROW, or referenced to SCRS std. detail D -8 13 DRAINAGE PLANS (cont'd) cklistv3.0 /Aug93 8. A curb cut detail is shown on the plans with the new county back drop with transitions and a 2" depression for curb cuts inside county ROW, or referenced to SCRS std. detail B -15 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road easements. 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet. 11. Catch basin or special manhole details are shown or a standard drawing is specified. 12. Critical low points in the drainage system have been provided with overflow easements. 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are required. 2. The swale bottom and sides have sod or grass turf specified. 208 SWALE SYSTEMS Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12" deep. Should only be allowed where constrained by obstacles) If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets Spokane County Guidelines. 5. Drywell is: located within 8 feet of the curb line, or a maintenance access route and easement are provided 6. Drywell stationing is staggered from the inlet by at least 4' 7. Multiple drywells are located more than 30' (center- center) apart 14 DRAINAGE PLANS (cont'd) Jait p 8. Soil type is appropriate for drywells (perc rate z 72 " /hr) if not: 8a. overflow from a swale at a low point will be directed away from building pads by an identified easement over improved ground T— an existing natural drainage channel covered by an easement 10. Drywell type is specified. 11. Drywell grate type is specified (Type 3 -std. cklietv3.0 /Aug93 9. Drywell location does not conflict with underground utilities. detail D -7) 12. Drywell grate elevation is: below the invert at the curb inlet between 6" and 8" above the swale floor elevation 13. Does the note: "Wrap the drywell with a filter fabric (Amoco 4545 or equivalent)" appear on the plans? 14 Swale floor elevation is: specified between 6" and 8" below the drywell grate elevation at least 6" below the normal gutter flowline at the curb inlet for swale without a drywell at least 8" below the normal gutter flowline at the curb inlet for swale with a drywell 15. Swale floor dimensions are shown minimum area is shown the area matches the required area from the 208 calculation for impervious areas. 16 Easements for the 208: are shown on the drainage plans are shown on the subdivision plat are of adequate size to contain at least 6" freeboard above the max. water surface elevation for the design storm are tied to the lot corners. 17. The side of the swale that is the furthest distance from the street should have a top of swale elevation that is higher than the highest water level of the swale. 15 1 DRAINAGE PLANS (cont'd) 034kciffeto 1. ckliatv3.0 /Au993 18. The invert at the curb inlet is at or above the max. water surface elevation for the design storm 19. Filter fabric is specified for the gravel envelope around the drywell is specified between the drywell and the gravel envelope installation specification is adequate. L . 20. Irrigation plan for County- maintained 208 swales Lot plans submitted on 208 LOT PLANS Lot plans are required; submitted on 2. The 208 lot plans show: the lot number, block number, subdivision name, date drawn, scale, and north arrow. dimensions to lot corners drainage easements setback requirements swale floor elevation swale floor dimensions rim elevation if drywells are present curb cut station, offset, invert and length any drainage ditches shows depth from the top of the curb an attached cross section of the swale or ditch 3. Lot plans have been stamped by a professional engineer on all pages 4. Lot plans are of sufficient scale to maximize the lot size to the 8 1/2" x 11" paper size. (Drawings may be on plain white paper) 5. 208 lot plans were approved on CULVERTS AND PIPE SYSTEMS 1. The road culverts are at the low points of stream flow. 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18" in diameter and 1.5 diameters for culverts greater than 18 ". 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes 16 1 DRAINAGE PLANS (cont'd) Ck1i t v3.0 /A 4. The designer has provided a letter from the pipe manufacturer certifying that the intended pipe is suitable for cover less than 3' (PVC), 2' (CMP, RCP), 1' (HDPE /ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas 5. The minimum velocity within the pipe system is 4 feet per second at design flow in a backwater condition. (Note: The County Engineer may permit lower velocities) 6. The backwater calculations show a minimum freeboard of 0.75 feet for each catch basin or manhole. 7. The minimum culvert and pipe slope is 0.5% and all pipes meet or exceed this standard. 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning. 9. At locations where two different pipe sizes enter the same manhole the 0.8 diameter points of each pipe are at the same elevation. (Note: Exception allowed for drop manholes) 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller. 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system that contains pipes that over 18" in diameter. 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe that is allowed for connection of inlets to catch basins or drywells, if the length does not exceed 44 LF and the velocity is at least 4 fps). 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate easements for maintenance. 14. Inlets on the same slope are located so that the maximum width of spread for the gutter flow does not exceed 6' (from curb face for Type "A" or "B ", from back of curb for Type "R ") 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, and inverts 17 DRAINAGE PLANS (cont'd) ckliot•.'3.OjAug93 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in private systems may be as specified by the design engineer) 17. The culverts shown are properly stationed from centerline stationing. 18. Does the drainage system configuration avoid conflicts with underground utilities? 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans? 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans. 21. The rip rap that is shown for the drainage plans is adequate for the culverts where erosion is a concern and the engineer has submitted acceptable rip rap design calculations. 22. Pipe anchors are shown for pipe grades greater than 15%. 23. There are no instances where water is trapped against a fill with no culvert shown. 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches. 25 Ditches with eroding velocities have a proper lining for erosion protection. 26. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage plans. 27 Where the ditch profile passes from cut to fill the flow has been properly disposed of. 18 ckliatv3.0 /Aug93 BASEMENTS 1. Ade'uate drainage easements are shown for maintenance of drainage ditches or pipe systems. 2. There are easements proposed or existing for natural channels which cross the property. 3. An easement was provided where street drainage was diverted onto private property. 4. The perpetual maintenance of private systems has properly been provided for. 5. The maintenance of drainage systems within Spokane County ROW has been properly provided for. 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and /or engineer who is involved with the platting work. 7. Pre - existing drainage easements on this parcel are not affected by this plat 8. Overflow easements are provided from swales /ponds located in low points MISCELLANEOUS 1. QC check of review completed (date) (init.) 2. Bond quantities for drainage item calculated (date) (init.) 3 Vertipal Tye sight distance worksheets done (dat - e � ) � (it . ) 4. V rti .1 curve geometry worksheets done (date) ( 5 Drainage volume worksheets done (date) (init.) 6. Stamped road mylars to Permit Tech. (Sylvia /Suzanne) 7. Stamped lot plans to Admin. Asst. (Sandy) 19 STOPPING SIGHT DISTANCE CALCULATIONS Date: 09— Jun -94 SAG VERTICAL CURVE Project #:P1414 Terrain: x Flat (General and slope 0% to 8 %) Rolling (Genera land slope >8 %to 15 %) Mountains (General land slope >15 %) ROAD TYPE: Urban /Suburban Public Road name: Villa (Indiana) Street PVI station: 1 +00 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (G1, %): —0.50 Exiting Slope (G2, %): 0.53 IG2 —G11= A= 1.03 Check S>L: L1 = 2S — ((400 +3.5S) /A) L1 = — 772.82 note: use min curve length = 0. Required minimum curve length: 0 Check S<L: Curve provided is Adequate vra.z vAutQ3 Semi —rural/Rural Public Local Access Local Access Arterial ADT<100 x Collector 100>ADT>400 Secondary Major County Arterial ADT<400 Private 400<ADT<750 Extension to 8 or fewer lots ADT >750 Tract 'X' L2 = A(S**2)/(400+3.5S) L2 = 57.1697 SPOKANE COUNTY ENGINEERS Review #: 2 Reviewer: Parry Project name: Riverway Villa P.U.D. 1st Add. Private Extension to 8 or fewer lots Tract 'X' STOPPING SIGHT DISTANCE CALCULATIONS Date: 09— Jun -94 CREST VERTICAL CURVE Project #:P1414 ROAD TYPE: Urban /Suburban Public Private Check S>L: L1= 2S— (1329/A) Check S<L: L2 = A(S* *2)/1329 .m..¢mws9J L2 = 70.5606 SPOKANE COUNTY ENGINEERS Review #: 2 Reviewer: Parry Project name: Riverway Villa P.U.D. 1st Add. Terrain: x Flat (General land slope 0% to 8 %) Rolling (General and slope >8 %to 15 %) Mountains (General land slope >15 %) Semi — rural /Rural Public Local Access Local Access Arterial ADT<100 x Collector 100 >ADT >400 Secondary Major County Arterial ADT <400 400 <ADT<750 Extension to 8 or fewer lots ADT >750 Tract 'X' Road name: Villa (Indiana) Street PVI station: 5 +25 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (G1, %): 0.53 Exiting Slope (G2, %): —0.71 1G2 —G1 I= A= 1.24 L1 = — 521.77 note: use min curve length = 0. Required minimum curve length: 0 Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' SAG VERTICAL CURVE Project #:P1414 ROAD TYPE: Urban /Suburban Public vcwVL t/Aur,93 Private L2 = A(S* "2)/(400 +3.5S) L2 = 83.8119 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 09— Jun -94 Project name: Rivorway Villa P.U.D. 1st Add. Terrain: x Flat (General land slope 0% to 8 %) Rolling (Generd land slope >8 %to 15 %) Mountains (General land slope >15%) Review #: 2 Reviewer: Parry Semi —rural /Rural Public Local Access Local Access Arterial ADT<100 Collector 100 >ADT>400 Secondary Major County Arterial ADT <400 400<ADT<750 Extension to 8 or fewer lots ADT>750 Tract 'X' Road name: Villa (Indiana) Street PVI station: 7 +50 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (G1, %): —0.71 Exiting Slope (G2, %): 0.80 G2 —GI j= A= 1.51 Check S>L: L1 = 2S — ((400 +3.5S) /A) L1 = — 352.32 note: use min curve length = 0. Required minimum curve length: 0 Chock S<L: Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'X' STOPPING SIGHT DISTANCE CALCULATIONS Date: 09— Jun -94 CREST VERTICAL CURVE Project #:P1414 Terrain: x Flat (General land slope 0% to 8 %) Rolling (General land slope >8% to 15 %) Mountains (General land slope >15%) ROAD TYPE: Urban/Su burban Public Private SPOKANE COUNTY ENGINEERS Review #: 2 Reviewer: Parry Project name: Rivorway Villa P.U.D. 1st Add. Semi — rural /Rural Public Local Access Local Access Arterial ADT<100 x Collector 100>ADT>400 Secondary Major County Arterial ADT<400 400<ADT<750 Extension to 8 or fewer lots ADT >750 Tract 'X* Road name: Villa (Indiana) Street PVI station: 7 +50 Length of vertical curve provided: 100 Design Speed: 40 Min. Stopping Sight Distance: 275 Entering slope (G1, %): 0.80 Exiting Slope (G2, %): —0.81 1G2 —G11= A= 1.61 Check S>L: L1 = 2S— (1329/A) sarv: urug93 L1 = — 275.47 note: use min curve length = 0. Required minimum curve length: 0 Check S<L: L2 = A(S` "2)/1329 L2 = 91.6149 Curve provided is Adequate Private Extension to 8 or fewer lots Tract 'V File name is 1414INDI.COR FILE NAME: 1414INDI.COR DATE: 6/9/1994 VERTICAL CURVE Station Elevation PI Station PI Elevation Entry Grade -0 Exit Grade Length PC 0 +00.00 0.00 PT 0 10.00 0.00 Hig. /Low point is: 0 +00.00 0.00 VERTICAL CURVE Station Elevation PI Station PI Elevation Entry Grade - Exit Grade Length PC 0 +50.00 0 +75.00 1 +00.00 1 +25.00 PT 1 +50.00 High /Low point is: 0 +98.54 2026.88/ GRADE Station Grade Distance GRADE Station Grade Distance 00 0.00 0000% .53000% 0.00 100.00 2026.75 0.500000 0.53000°% 100.00 2027.00 2026.91 2026.88 2026.91 2027.01 Elevation 0.50000 100.00 1 +5000 2027.00 2 +00.00 2027.25 2 +V0.00 2027.50 Elevation 0.53000 425.00 1 +00.00 2026.75 1 +50.00 2027.01 2 +00.00 2027.28 2 +50.00 2027.54 3 +00.00 2027.81 I?(4 (4- W b(As A- VERTICAL CURVE Station Elevation PI Station 525.00 PI Elevation 2029.00 Entry Grade 0.53000% Exit Grade - 0.71000 Length 100.00 PC 4 +75.00 2028.73 5 +00.00 2028.83 5 +25.00 2028.84 5 +50.00 2028.78 PT 5 +75.00 2028.64 High /Low point is: 5 +17.74' 2028.85 ? 5.4 31 tld • Scp GRADE Station Grade Distance 3 +50.00 2028.07 4 +00.00 2028.34 4 +50.00 2028.60 5 +00.00 2028.87 5 +25.00 2029.00/ 5 +25.00 2029.00 5 +50.00 2028.82 6 +00.00 2028.47 6 +50.00 2028.11 7 +00.00 2027.76 7 +50.00 2027.40 VERTICAL CURVE Station Elevation PI Station 750.00 PI Elevation 2027.40 Entry Grade - 0.71000% Exit Grade 0.80000% Length 100.00 PC 7 +00.00 7 +25.00 7 +50.00 7 +75.00 PT 8 +00.00 Elevation - 0.71000 225.00 2027.75 2027.62 2027.59 2027.65 2027.80 High /Low point is: 7 +47.02 2027.59 GRADE Station Elevation Grade Distance PC 6 +25.04 6 +50 10 7 +00.00 7 +:0.00 8 00.00 +50.00 PT 8 +75.00 PC 9 +50.00 9 +75.00 10 +00.00 10 +25.00 PT 10 +50.00 0.80000 250.00 7 +50.00 2027.40 8 +00.00 2027.80 8 +50.00 2028.20 9 +00.00 2028.60 9 +50.00 2029.00 10 +00.00 2029.40 VERTICAL CURVE Station Elevation PI Station 750 ..0 PI Elevation 2027.40 Entry Grade 0.8e000% Exit Grade -0. :0000% Length 250.00 2026.40 2026.58 2026.82 2026.90 2026.82 2026.58 2026.40 High /Low point is: 7 +50.00 2026.90 VERTICAL CURVE Station Elevation PI Station 1000.00 PI Elevation 2029.40 Entry Grade 0.80000°% Exit Grade - 0.81000% Length 100.00 2029.00 2029.15 2029.20 2029.15 2028.99 High /Low point is: 9 +99.69 2029.20✓ (p .oz My' 1 Y File name is 1414INDI.COR FILE NAME: 1414INDI.COR DATE: 6/9/1994 VERTICAL CURVE Station Elevation PI Station 525.00 PI Elevation 2029.00 Entry Grade 0.53000% Exit Grade - 0.71000W Length 100.00 PC 4 +75.00 5 +00.00 5 +25.00 5 +50.00 PT 5 +75.00 2028.73 2028.83 2028.84 2028.78 2028.64 High /Low point is: 5 +17.74 2028.85 5 +31.00 2028.84 1 File name is 1414INDI.COR FILE NAME: 1414INDI.COR DATE: 6/9/1994 VERTICAL CURVE Station Elevation PI Station 1000.00 PI Elevation 2029.40 Entry Grade 0.80000°% Exit Grade - 0.81000 Length 100.00 PC 9 +50.00 9 +75.00 10 +00.00 10 +25.00 PT 10 +50.00 2029.00 2029.15 2029.20 2029.15 2028.99 High /Low point is: 9 +99.69 2029.20 10 +06.02 2029.20 • • • • • • Prepared on behalf of: • • North Idaho Engineering, Inc. 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 HYDROLOGY STUDY FOR RIVERWAY VILLA SUBDIVISION APRIL 18, 1994 Wel Co Group, Inc. P.O. Box 2825 Redmond, WA. 98073 -2825 JOB # P1414 TNK VjoA 2440 asitse �l 4� cEtVED 1146 zeVl CT 17 1994 $PO(f'.nlc COUNT'? t;;lJt; • tEER OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT I911NAL SUBMITTAL 2- RETURN TO COUNTY ENGINEER RECEIVED API? 1 y 1994 SPOKANE COUNTY ENGINEER •_ 30520 1 IS Sc 707v'AL• rP";»::,.Z.S e9/23/g4 -- 1 • • The hydrology study includes all tributary areas totaling 62.1 acres. This includes runoff from the immediate project and future project areas. The project is currently bounded, to the south by Mission Road, to the west by Barker Road, and to the north by future • areas to be developed by this project. The land to the north is currently being used as agricultural farmland, and to the east by agricultural farmland and single family homes. Area south of Mission avenue drains to the south contributing no significant runoff to the proposed project. • There is some contribution of runoff from the west via Mission Avenue West of the project. However, this runoff is diverted to the north by Barker Road, and therefore does not actually effect the project. All other areas west of h roject drain westerly, away from the project. Runoff to a east of this study along with some of the project area als drat way from the project. • • • • • • • INTRODUCTION • • The basic design criteria used in this study is SPOKANE COUNTY GUIDELINES FOR STORMWATER, and generally accepted engineering principals. A 10 year design storm will be utilized in this study. The existing soil is described as sand and gravel, under approximately 18 inches of topsoil. The topsoil is to be cleared from the roadway section and used elsewhere on the • project, or removed from the site. Once this is accomplished the soil will be very porus. The existing soil classification for this area is type "B ", per the Spokane County Guidelines for Stormwater Management Manual. This report is further divided into several sections for presentation, as follows: • SOIL CLASSIFICATION RUNOFF COEFFICIENT SLOPE CALCULATION • TIME OF CONCENTRATION RAINFALL INTENSITY 208 PONDING VOLUME CALCULATION BOWSTRING CALCULATION SCS TR -55 CURB INLET CAPACITY • SUMMARY BASIN MAP • • • • HYDROLOGY STUDY 2- F t r r If • • OsC OsO DvD EkB • EIC EID Em • Fa Fa e3 • FaC3 GaC3 :GgA GgB • Gm8 G0B Gpa GpB GpC ,G'D • Mao symbol F m Sail name I)r :\goon stony sill luntn, U to 30 percent slopes. Dragoon stony silt luau:, 30 lu 55 per- cent slopes. Dragoon very rocky rumples, 211 lo 55 percent slopes. ]• :Iuika Silt loam, 1) to 21) percent slopes Eloika very slimy silt luaus, 0 to :30 per- cent slupt•s. Eloika very stony silt loam, 30 to 55 percent slopes. 1' :m tent silt loam. Freeman silt loam, 5 to 211 percent slopes. Freeman silt luaus, 5 to 20 percent sl severely eroded. Fireman sill. Imam, 111 lo :III p stoups, severely r :'udnl. Fres wa ter inor,h. Garfield silty clay loam, 01o:311 percent slopes, severely etoticcl. Garrison gravelly loam, 0 to 5 percent slopes. • Garrison gravelly loom, 5 to 21) percent slopes. Carrisot vet). gravelly loam, 0 to 5 percent slopes. Garrison very stony lootltt, 0 to 20 percent slopes. Glenruse silt loam, 0 to 5 percent slopes. Glenroscsilt loam, 5 to 20 percentslupes. Glenrose silt loam, 21) 1.0 30 percent slopes. f llrun4se sill. loam, :311 to 55 patent slopes. Description of soil and site Similar to 1)ragoot silt loam, 0 to 30 percent slopes, except that the surface layer is stony. I)ragouu part similar to I)ragoon silt. lu:un, 1) to 311 percent slopes, except. I.I depth to bed - rock ranges (ruin 111 to 21) inches. 'tuck out- crop incl in this complex. \tedium - textured, \yell- dr:tined suit formed from glacier tilt containing a large amount of vol- canic ash iit the surface layer; underlain by gravel at depth of :30 to bill inches; occupies mn hdatinq moaittdikc topography. Similar to JIoikasilt loam, 1) to 21) percent slopes, except tha they arc very stony throughout. \ Io textured, somewhat puur:y drained, all ::dime sail furuual in alluvium from c :dc : 1m1s silt volcanic :1.511 :uul di :triode; depth Lu miler 1:11)10 Iluclualcs from near the surface to :\hunt 6 feet. Furry deep, umrler rely \yell drained nph;ud soils milk nu•tlin no-tcxl nerd st11'6tcc layer sorb medi- um ur moderately tine texturedsubsoil; formed from sill on rolling to hilly uplands. Shallow, stv:11npy, iulertnil lent ponds and fringes :wound lilies that have :t thrclm:tting mod cr bible. Engineering data is not given, as I:11ul type is too •m'iablc. Very deep, well- dr:tinctl soil cluvelopCIl in loess on rirlgctops and knobs on the rolling to hilly uplands in the Palouse soil area. Gravelly, medium-1ex In reed, sumemh:1 exces- si•ely drained soils funned in gr :t tllp glacial onlwash material from a variety of acid, igneous parent rock; on nearly level to nod- . cralely sloping terraces; depth to mixture of sand, gravel, and cobblestones ranges from to 5 feet. r Sintil :1.r to G: trison gravelly loam, except that the sin loco layer is very gravelly. • • Simil: to Garrison gravelly Wain, except that the surface lacer is eery stony. 'Grp deep, medium - textured, well- chained suits formed from acid igneous glacial Lill; surface layer influenced by loess and volcanic ell: mu gently rolling 1.11 elr,•p uplands. TABLE G. —brief description's of soils and their • Depth from smrfaco In. U to 24 24 lu44 44 to 53 53 to 110 U to 26 26 261o41 41 to tiO II to 22 22 to 72 I) to S 5 to 23 23 to GU I) to 15 • 15 to 44 44 to 60 to 15 15 to 44 44 to 60 0 to 72 Classification USIA texture Silt loam G r :n'clly Imam Cory gravelly sandy 10:1111. Grrrnl SII I. loam Very line sandy loam. S :;nrl) clay lo:un_ _ _ _ Silt loam Silty clay loam Silly clay loom Silty clay Silty clay loam Gravelly loom Cory gravelly loam S: gravel, and cobblestones. \"cry gravelly loam - _ Very gravelly loom.. S: gravel, and cobblestones. Sill. Item 4 1 f � { t • Pavement and Roofs Earth Shoulders Drives and Walks • Gravel Pavement City Business Areas Lawns, Sandy Soil Lawn, Heavy Soil • Grass Shoulders Side Slopes, Earth Side Slopes, Turf Median Areas, Turf • • • • • • Cultivated Land; Clay and Loam Cultivated Land, Sand and Gravel Industrial Areas, Light Industrial Areas, Heavy Parks and Cemetaries Playgrounds Woodland and Forests Meadows and Pasture Land 1-• Date 4/4/84 • TABLE 1 RUNOFF COEFFICIENTS FOR STORM SEWERS ROLLING HILLY FLAT 2% - 10% OVER 10% i *SINGLE FAMILY RESIDENTIAL (Dwelling Unit /Gross Acre) (Sandy and Gravelly Soil) 0 -1.0 DU /GA 0.15 1.0 -1.5 DU /GA 0.20 1.5 -3.0 DU /GA 0.25 3.0 -3.5 DU%GA 0.30 3.5 -4.0 DU /GA 0.35 4.0 -6.0 DU /GA 0.40 6.0 -9.0 DU /GA 0.60 9.0 -15.0 DU /GA 0.70 6 -2 0 90 0.90 0 50 0.50 0 75 0.80 0 50 0.55 0 80 0.85 0 10 0.15 0 17 U.22 0 25 0.25 0 60 0.60 U 30 0.30 O 25 0.30 0 50 0.55 O 25 0.30 0 50 0.70 O 60 0.80 O 10 0.15 0 20 0.25 0 10 0.15 O 25 0.30 0.90 0.50 0.85 0.60 0.85 0.20 0.35 0.25 0.6U 0.30 0.30 0.60 0.35 0.80 0.90 0.25 0.30 0.20 0.35 * Assumes flat lot plus one -half width of abutting street. Other configurations should be checked by combining individual runoff factors for each various surface T.A3LE 1 N c� • • • • • • • • nn1.= A sL-opE krns c_ fl sLor vi= • Roi4-D Sr- 0. s va • 8 SL.ope fCED Fzor) sLopc OF !Zoe} S = Cr. 6% 5LOPr • Scope scALLQ E rDpo M/-} f 2 203o _ oo87 23o' • s = o.S7v'e) GK}LG UL/} i t & Ai S 6 • • • j = O. 83 V° • • sc oPE • S= 300' • s&-opt • • • • 6 tz % � D 5Lopic Sciu_-Q FYt0r S = 1$ Ige_ED frza /"i 709 /f4 SC A - L O FZ0.1 T0pO A'9P 2030 — 2033 _ O, 0°83 2 2033 - 2033 S = 0, 7 o/ TONG /x'1%9 N S = 2033 - 2032, = 0,007 / S= 0, 7/ /o - G, 0067 1 ' • SLOPE NJ AS c 14OS!=r - 4 S • • • • 5 /, /V • • • • • 4 re c A G /q S S /a 2031 202 0 _ h od Scat u F,WO/i Two /tl' O,0/ • • • • • • • • • • TIME OF CONCENTRATION s Example: L 1,000' 3 = 0.01 10,000 -- 3,000 — 1.000 300 — 100 — 50 10 — () T = C (L /— ) 0.6 o T = 49.7 minutes 0.0001 — 0.0005 _ 0.001 -- _ 0 — ��� — T ..1 -- ) - 0.01 0.03 — 0.1 — / n = 0.5 C = 0.3 0.01 • — 0.03 — 1.0 (C 6-5 (2) TYPE OF AREA AVERAGE GRASS COVER POOR GRASS COVER VALUES OF NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 / 1 00 — 50 r 30 — / — 1.0 ____(2) - -_— 20 - . .... 0.5 s — 12.5 .4 .3 Ct (n) 0.01 (11 L - 1 - e — (2) 1 •2 - . - (3) C1 2 - T — (L) (5) (7-0) FIGURE 3 q •1 •1 1 •1 .I I •1 • I 1 Example: L 1,000 s_ 0.01 no 0.5 C =0.3 T = 49.7 minutes 10,000 — 0.0001 — 3,000 — 1,000 300 — 100 — 50 — 10 3 TIME OF CONCENTRATION T C (L / 0.6 0.05 — (I) L • 1- 3 (2) (3) c , . 2 - T — 0.01 0.01 0.1 — (5) — 1.0 (CO (2) /R64 E5 TYPE OF AREA AVERAGE GRASS COVER POOR GRASS COVER VALUES OF NATURAL DRAINAGE AREA - .4 OVERLAND FLOW .15 / •0 30 FIGURE 3 100 — 30 — i /-- - (2) 20 -------- 10 — s — l .4 .3 Ct 1.0 0.5 - 0.1 — 0.05 0.01 (n) 1 0 10,000 — 5,000 — 1,000 - 500 — 100 — — 50 -- • 10 — TIME OF CONCENTRATION 5 T = C 11.- /-V1 0.6 Example: L = 1,000' s = 0.01 n = 0.5 C = 0.3 T r 49.7 minutes 0.0001 -- 0.0005 — 0.001 — • \ 0.005 0.01 0.05 — 0.1 — (N L - 1 - (2/ 1 - 2-n (3) C, 2 - T� (L) (5) (C — 1.0 (2) o -5 0.01 0.05 0.5 TYPE OF AREA AVERAGE GRASS COVER POOR GRASS COVER VALUES OF NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 FIGURE 3 100 — 50 10 — 5 — .4 .3 Ct — 0.1 — 0.05 0.01 (n) Gf el .1 J .] `1 •1 • I 1 10,000 5,000 1,000 500 100 50 10 ( L) T C t (L 0.6 Example: L 1,000 s: 0.01 n 0.5 C =0.3 T 0 49.7 minutes () ( 1 ) L - 1 - 5 (2) i - 2 - n (3) C 1 - 2 - T TIME OF CONCENTRATION 0.0001 — 0.0005 — 0.001 - 0.05 — 0.1 — (5) — 0.01 0.05 — 1.0 6 -5 (2) TYPE OF AREA NATURAL DRAINAGE AREA .4 AVERAGE GRASS COVER POOR GRASS COVER VALUES OF OVERLAND FLOW 100 — 10 — 5 — er .4 .3 Ct .15 1.0 (2) ......... 20 _____ ▪ 0.5 — 0.1 — - 0.05 (n) 0.01 FIGURE 3 ri 10,000 — 3,000 — TIME OF CONCENTRATION (1) L-1-5 (2) 1 - 2 - n (3) C,- 2 - T, T = C t (L /-0 0.6 Example: L 1,000' s: 0.01 n : 0.5 C = 0.3 T = 49.7 minutes 0.0001 0.0005 0.001 — 0.05 — 0.05 TYPE OF AREA AVERAGE GRASS COVER .4 POOR GRASS COVER ' . .3 VALUES OF . C t NATURAL DRAINAGE AREA • -4 • OVERLAND FLOW .15 FIGURE 3 — 1.0 - - -- 0.5 — 0.05 0.01 (n) • 1 1 • i . 1 1. •] .1 1 . 1 • 1 10,000 3,000 — 1,000 - .. 500 — 100 — 50 — TIME OF CONCENTRATION • -•- 0.05 / 2� \ / • / / t . os ✓ 10 — 5 (L) T = Ct (L / 0.6 • Example: L = 1,000' s = 0.01 n = 0.5 C = 0.3 T = 49.7 minutes () 0) L - 1 -S (2) 1 . 2 - n (3) C,- Z - I 0.000 — 0.1 0.0005 — 0.05 0.001 — • r 0.01 (S) 0.01 — 0.5 1.0 (Ct) (2) TYPE OF AREA AVERAGE GRASS COVER .4 POOR GRASS COVER .3 VALUES OF Ct NATURAL DRAINAGE AREA - .4 OVERLAND FLOW .15 / .0 / / / (3J / 30 — / — FIGURE 3 100 — 50 - 10 — — 0.1 - 0.05 5 — 0.01 (n) 14- • 1 • 1 1 •1 • • 1 1 10,000 5,000 — TIME OF CONCENTRATION 1,000 —45 500 — \ 100 — 50 • A • t 0 — 5 (L) T ( Example: L:1,000' s: 0.01 n 2 0.5 C =0.3 T a 49.7 minutes 0.0001 — (/) L (2) 1 - 2 - n (3) C, 2 ' T C t (Lc / -) 0.6 0.0005 — 0.001 — \; � C \ — — 0.5 \ r 0.01 — 0.05 0.1 (S) (Ct 0.01 0.05 1.0 (2) TYPE OF AREA AVERAGE GRASS COVER POOR GRASS COVER VALUES OF NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 • 0 FIGURE 3 100 — 50 r 30 — / — 1.0 (2) _____20 — _ciL 5 — .4 .3 . Ct — 0.1 — 0.05 0.01 (n) • 1 1 • 7 • 1 • J • 4 • • 1 I • • I 1 • 10,000 5,000 1,000 —' 500 100 - 50 10 5 AVERAGE GRASS COVER .4 T = C ( (L /-,n) 0.6 POOR GRASS COVER .3 Example VALUES OF . C. L 2 1,000 3 = 0.01 n 2 0.5 C 0.3 NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 0.0005 () TIME OF CONCENTRATION T = 49.7 minutes 0.0001 0.001 0.1 — (3.)/ / i i \ (1) \ 0.005 - \- 0.01 0.05 — (.5) 0.01 _ 0.05 - 0.5 — 1.0 (C (2) ;gam 1 TYPE OF AREA / 100 50 • ▪ • 0 2) 20 -- - - — FIGURE 3 s 33 - 1.0 -- --- 0.5 10 1- - 0.1 - 0.05 es- 0.01 (n) EC, 1 1 1 1 1 1 1 1 1 1 1 I t • � r T i I i I 'I I ■ ■■ m ■■ 1 . .7 1 dpi 1 1 1 I .•• 1 1 _ 1� I ! I 1 1 1 1 1 r yy 1 ?l� I -T —H I ■ ■■■ ■■Ht■■ 1 1 i l I I rr�l p■p■ I ` T I •— r' ■■ ■ 1 1 1 1 1 ■ ■■■■ ■pp 1 1 RR � �■ ■■ r ■■■■ X.111111111•11.•111 1 i 4 ■ 1 ■fllllUH mil 1 1 1 1 =NM I 1. a■a • I 1 � ■ ■ HHI +. • 1 ITiI 1 1 ■p ■ 1 __ ■■�■ �d 1 1 1 1 1 1 1 1 1 1 1 T" r 1 1 1 . �r 1 1 1 1 p H 1 ii I T 11 } I 1 i T ' 1 1 1 1 1 1 1 1 l i i i �i � d � i E 1 f 11 • . -1 � r ■p 1 1 u. Ha 1 1 1,, h 1 r ■■ j1 r r - 1 1 _ T I ■ ■ r Hr : 1 1 1 [ I - 1 1 1 1, iHO -• � I i 1 1 !. 1 L 1 1 • • d� 5 1 ; I ` X11■ 1 1 1 1 1 1 r l �� _ 1T I i 1 1 1 1 1 1 1 1 1 pp 1 �■i�i r r rT I i l i 1 1 1 1 1 1 I f 1 1 IH Hfi■ 1 ! • 1 r 11, I 1 1 1 1 • 1 1 -i- 1 1� - f ta t ! ` ¢ _ 1-1- I , _ r - 1 � H n 4 � l• i ' �t 1 1 1 1 � a ! ; rr ] p €E . a ■___ ■■aYi,■aa■aa j--. - L L �m ■ ari■r N■aaoa T f 1} 1■I I■■■■. l f1 1 1 I 1 r"r 1 1 `` I rat Ens •€ 1 1 `f 1 T 1 {{ T' 1■i np I a.■■ ■H . 1 1 1 1 1 - � �Y ■■■1111C 1 1 1 • ''• I . 1g -T � II + -1-T 1 J I 1 - I �. �1 'Emir � '1 •� 1 f� 1 4 T � � J--ry � � 1 1 - m��� r 1 • C 1 1 1 I 1 , 1 1 t: 1 I 1 1 1 1 1 V a ■■g la■ _ 1 . 1 F 1 1 I _ 1 1_ 1 1 ■gym ■ —a ap■■ 1 I ! ' �. 1 1 . 1 1 r - 1-:.. �■■i �i � nom `V � 1 c rt r • I_� 1 7"yJ�"L ■ ■► Iit ■ ■■ai■■■p 11 f r; 1y II I � rl ■ ! ■HN■■i■■i 1 I 17 1 i i 1 1 I I�1 r�T� r 1 �r. - L e 1 � �� � r• 1 I I T 1, 1 1 1 1 1 1 T 1 1, 1 dl - ; J r--_ J H � 1 r 1 1 1 7 CT i I 4 l lT r ': 1 1 : 1 1 1 • ' 1 1 I 1 I I I I I I 1 1 1 1W I • �p�� 1 1 1 I II 1 1 V L1 I r MEN 11 r ■�■� 1 1 1 1 1 I. 11 1 II II I 1 1 r i II 1 � �� 1 I 1111 t I ; 1 ' 114 1 1 E! E �_;_i 1 'Ts r - _ � 1 1 1 1 1 � L � 1 mil 1 1 f 1 1 1 � t , i .. T r 1 • ■ 1 1 1 �t 1 1 1 1 1 t: t 1 , 1 i rA I, I !2 I r: i1 11 : 1 1 .: r It `A 1 II II 1 1 1 1 1 1 1 1 [ f f - r - r , 1 r ` 1 1 1 • 1 01 1 1 rr 1 I • 1 1 1 1 i 1 1 1 1 1 1 1 L I I , 1 , 1 TT ..:,---• // r 1 • y ' /ll r • • I . • 1 _11 I 1 1 � _L._ 1 1 1 I 1 1 1 1T ��` 1 1 I � I 1 1 �� 1 • r • • 1 • 1 : 1 1 1 1 ' • 1 1 1 1 I • 1 r.1._ 1 r`1 T r I 1 1 , 1 1 1 1: 1 F1 II 1 Ll � - I .�_ 1 I I 1 I 1 1 . 1 1 1 1 1 1 1 1 / � _� 1 ■ 1 1 1 1 1 1 1 _ S S f • f}REA ' 9 • • • • • • • f. TMFEAV%003 ARE& • 11°0 lid 22 = /o - sQ• r, - . 1 170 1 = a 9 :2.0 :sQ , Fi. 7 - = )7-1 9 / 3 3 s 5 4 E .. B. R6G11, R b 208 Pc.)/Jortio, vocur26 A x y 12 = 208 POn Vo<v,^it S S 7 HOUSING • C. Yocum,: Or r j oick9scry ../JF= _7-7<HrronJ cAo55 - SL'GJ£GN/?L LrAityii • 5 c. 111E vs _ 202S U. FT, 4 1 • 208 POOL J S Vo<J,`i • 9%o /y = )3)60 5{, ri. L. k 2.2' = 9 j00 �, ,=r. • • • • • J• T / PERUi o0S ARREi; sn� 06r HouSLN6 54 0 6 = 5 6 y sa. • ro7 /4' a97oG 5x'. 0 3a B. REGWTZED 2 08 {cNOJN9 Vot Urfl x 4 12 GRO 5S - se T32;4 = Q a 7 ; GU, G. Vocur7l_ or i° 64.74 ���n_r :2 7o.� •AK ri! • L/•s 5i Fi, ;r L,;SO LF = z)60 cU 3 sq 920 L!= = 6, TOT/3c = y 4'2o cO.FT, AsSJ. _ 2000 , FT. OF P; r / 3 LOTS P_)c ca 00 V c4 19 • • • • • • 1O70 /70 70779- � • 14980 s4. FT, • 10 34o s:;,, , =T, • 2.5320 54. FT • 208 POA/DIA/ S Vo'.Uri fl. IMPER\/ 003 ARE& • • STQEtr HOUSiN& TOT = y33 :J 5Q. B. REQUIRED 20 8 PJNDr/J° VoLUr2L • A x z - )2. = Jgos cu. 1-r G Re 55 - SECrzo,JRL, /}vli 4 a.(' LL TN • 9 SQ. Fr *' 7S Fr = 6 795 cU, FT. FSsur1 A000 s'. FT. air rr,pra vrous N= r: L)r 9 L aTS i'ry C Tv TRL = / ^ See, C ,, C. VOLUi or /9 6K7455j3 Zi AJ/ QnJ r.'; ?_ - • . • 208 Poiiot 9 • 7 / 01 * /L'` = 99'10 £Q 30o 6 ' _ l B oo SQ.ri. J'- &: //7S -1O • • • G. y o u/1e • • F A. IP1 PER /T Oc/S MRE& s712Eer / w&. HoUSLO& TT = / 7y B. RECD UI iRED 208 AJDT ?J9 Vot urE5 • x /2 = / 3 cc/ Fr. °nor; p_12 cc 1: TOTAL = 2 000 CRO 55 - .56crro"JAL flvzi i7 « LE.JGril • 3 SQ.Fr. - s2 2 jr = /5 c , ,r, 9 5o, Fr, -, K 2 90 Fr. _ :26/3 60, r%• • Tort -/ )76, cc), Pr, 1 • • 208 PotJoiAi s Vo<Ury • • • • • • f, SMPCRV i 00S MAZE/; s7Ytter HOUSL»J '3 '' . 2 u = 9yoo 5.4 r•rr 600 = ? 60 U SQ ! % • Or/it = 2/ 46 _ C C. VOCUMpc Ot' 4 62/JS. zf cRO SS - SL`crro,JRL /}k2v4 « • sa sso F, = ysso 35 .t rT. s:oPT,, _ /b S T dtAL. = 6630 TOTi'! = y7 950 sq. Fr, B. REQUIRED 20 8 FbAJDT -J3 VOLUL X - /2 = /977 cu, Fr LE..)6r," cu. Fr. co, Fi, cu 5 5u , " - le 2- = - v. }% o, 7,- 1eL_w7=ou PLIL LoT 12. LoTS 2 ToT/ =L = ;1.; 00 22 • • • • • • • • • M. PFRV r oos ARE& • 380 1 /SG 4K vocumf stn eTAw441<w / =/ HouSLN& - 208 PONOL nl 9 VoLuty= /090 _y,, FT,, 64'0 0 __ po7 y goo 54 rT. B. REQUIRED 208 Rd/QOM° VOLUr7E A x 1 „_ ) 2 = 6 06 cu, t% o ia /9 6n19 G RO SS - SECrzo,JRL /9 �K Ls • 9 sci So C.F. _ /62o GU p7; 3 5c?, Y1 , l 6!j Ll= - 4 /53 LUG F%, r OT/'L = 2 / 00 GL). FT, 7 't - y_r `i %i , s 't n er °, 1 :: L O y tors 70,2 r5s r F ror,;‘_ _ sop �. A. T - 14'57 O/J F Z3 • • sn Eer / FCUS: N& • Lou' $ 22' _ 1039 suer- t17o t 6 _ 2 320 b•• Y- T �TA-L = ) 5 Y% • • • • • • • • 1 M PERVLOrJS AREA; TO 7 B. REQUIRED 208 FbAJQTAJ5 VOL Ur1L. x z„ 12 = sv8 co, FT, C. VOCUt7 of /9 6K65`;12 eft() 55 - SL`crzC,JaL newt. «K L6.J6Tht N. S S (). r) y 7p C - 208 P0tJOI Al 3 VoL .. v,c" 2//5 cu. pi, TrO Zd' • • SOd x “i _ ?coo SQ• %. • • • • • • /9, I M PERV i QOS Ag6r .Tee T 208 Po4OI JS I. 3o O S=;, =' torn, _ / 300 7, • 75T A t = 16- 5 B. REGUUI'RED 208 PONUT J3 VOW PE 4 x z/ - 12 OSlo C. /OLUM/; o /'j 6K/4536 'goss - S ccr.n,JRL s 071.! = 26 Zoo /142A aK L.CJo ri h 'ou SI N6 - 1 -;1 Vic ✓S 8 !0TS A / ..�.'J./-:_ 7");',977'..0 AJ T = - 3 0 )c S&P r /57I , 7'> j7 V d7I CO/ /-L 2.5 1 #1 TIME INC. (MIN.) #2 THE INC. (SEC.) ( #1 x 60) #3 INTENSITY (IN./HR.) #4 0 DEV. (C.F.S.) (AxCx #3) #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5 - #6) 5 300 3.18 1.02 409 300 109 10 600 2.24 0.72 576 600 -24 12.5 750 1.77 0.57 569 750 -181 15 900 1.45 0.46 536 900 -364 20 1200 1.21 039 563 1200 -637 25 1500 1.04 0.33 584 1500 -916 30 1800 0.91 0.29 598 1800 -1202 35 2100 0.82 0.26 618 2100 -1482 40 2400 0.74 0.24 629 2400 -1771 45 2700 0.68 0 22 643 2700 -2057 50 3000 0.64 0.20 667 3000 -2333 55 3300 0.61 0.20 694 3300 -2606 60 3600 0.60 0.19 740 3600 -2860 65 3900 0.58 0.19 771 3900 -3129 70 4200 0.56 0.18 798 4200 -3402 75 4500 0.53 0.17 806 4500 -3694 80 4800 0.52 0.17 841 4800 -3959 85 5100 0.50 0.16 857 5100 -4243 90 5400 0.49 0.16 887 5400 -4513 95 5700 0.48 0.15 915 5700 -4785 • • TIME INCREMENT (min)- - -: TIME OF CONCENTRATION (min) OUTFLOW (C.F.S.) • DESIGN YEAR FLOW (YR.)- : AREA (ACRES) AREA X °C' DEVELOPED "C' FACTOR- -: • • • • • • • BOWSTRING METHOD DETENTION BASION DESIGN 5 1 10 0.4 0.8 VIN = 1.34XQDEVXT °FORT < =Tc' VIN= (0 DEV XT) +(.34XQ DEV XTc) "FOR T>Tel V OUT =O DEV X T DDEV =CXIXA 12.5 to) AREA A RIVERWAY VILLA PROJECT #1 TIME INC. (MIN.) #2 THE INC. (SEC.) ( #1 x 60) #3 INTENSITY (IN./HR.) #4 0 DEV. (C.F.S.) (AxCx #3) #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5 - #6) 5 300 3.18 3.67 1477 300 1177 10 600 2.24 2.59 2080 600 1480 15 900 1.77 2.04 2465 900 1565 20 1200 1.45 1.67 2693 1200 1493 25 1500 1.21 1.40 2809 1500 1309 30 1800 1.04 1.20 2897 1800 1097 35 2100 0.91 1.05 2958 2100 858 38.9 2334 0.82 0.95 2962 2334 628 40 2400 0.74 0.85 2730 2400 330 45 2700 0.68 0.79 2744 2700 44 50 3000 0.64 0.74 2804 3000 -196 55 3300 0.61 0.70 2884 3300 -416 60 3600 0.60 0.69 3045 3600 -555 65 3900 0.58 0.67 3144 3900 -756 70 4200 0.56 0.65 3230 4200 -970 75 4500 0.53 0.61 3240 4500 -1260 80 4800 0.52 0.60 3359 4800 -1441 85 5100 0.50 0.58 3404 5100 -1696 90 5400 0.49 0.57 3505 5400 -1895 95 5700 0.48 0.55 3600 5700 -2100 • • TIME INCREMENT (min)- - -: 5 TIME OF CONCENTRATION (min) OUTFLOW (C.F.S.) 1 • DESIGN YEAR FLOW (YR.)- : 10 AREA (ACRES) AREA X "C' • • • • • • • • V OUT =O DEV X T DDEV =CXIXA DEVELOPED °C ° FACTOR- -: BOWSTRING METHOD DETENTION BASION DESIGN 3.3 55 :3 0.35 VIN= 1.34XQ DEV XT 'FOR T< =Tel VIN= (0 DEV XT) +(.34X0 DEV XTc) ° FORT>Tc ° 38.9 AREA C RIVERWAY VILLA PROJECT Vb #1 TIME INC. (MIN.) #2 THE INC. (SEC.) #1x60) #3 INTENSITY (IN./HR.) #4 O DEV. (AxCx#3) A #5 V IN SEE BELOW #6 V OUT (OF X #2) #7 STORAGE ( ) ( #5 - #6) - - �5 300 - 3.18 7.68 3087 600 2487 10 600 2.24 5.41 4349 1200 3149 15 900 1.77 4.27 5155 1800 3355 20 1200 1.45 3.50 5631 2400 3231 25 1500 1.21 2.92 5874 3000 2874 30 1800 1.04 2.51 6058 3600 2458 35 2100 0.91 2.20 6184 4200 1984 40 2400 0.82 1.98 6369 4800 1569 45 2700 0.74 1.79 6466 5400 1066 49.7 2982 0.68 1.64 6562 5964 5 50 3000 0.64 1.55 6204 6000 204 55 3300 0.61 1.47 6355 6600 -245 60 3600 0.60 1.45 6686 7200 -514 65 3900 0.58 1.40 6883 7800 -917 70 4200 0.56 1.35 7051 8400 -1349 75 4500 0.53 1.28 7057 9000 -1943 80 4800 0.52 1.26 7301 9600 -2299 85 5100 0.50 1.21 7383 10200 -2817 90 5400 0.49 1.18 7590 10800 -3210 95 5700 0.48 1.16 7783 11400 -3617 • • BOWSTRING METHOD DETENTION BASION DESIGN • • • • • • • • TIME INCREMENT (min)- - ; 5 TIME OF CONCENTRATION (min) OUTFLOW (C.F.S.) 2 DESIGN YEAR FLOW (YR.)- : 10 AREA (ACRES) AREA X"C' DEVELOPED "C" FACTOR- - : 0.35 6.9 2.415' VIN= 1.34XO DEV XT 'FOR T < =Tc" VIN= (O DEV XT)+(.34XC1 DEV XTc) 'FOR T>Te V OUT = O DEV XT DDEV =CXIXA 49.7 AREA D RIVERWAY VILLA PROJECT #1 TIME INC. (MIN.) #2 THE INC. (SEC.) ( #1 x 60) #3 INTENSITY (IN./HR.) #4 0 DEV. (C.F.S.) (AxCx #3) #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5 - #6) 5 300 3.18 4.01 1611 390 1221 10 600 2.24 2.82 2269 780 1489 15 900 1.77 2.23 2690 1170 1520 20 1200 1.45 1.83 2938 1560 1378 25 1500 1.21 1.52 3064 1950 1114 30 1800 1.04 1.31 3161 2340 821 35 2100 0.91 1.15 3227 2730 497 37.7 2262 0.82 1.03 3132 2940.6 191 40 2400 0.74 0.93 2955 3120 -165 45 2700 0.68 0.86 2972 3510 -538 50 3000 0.64 0.81 3039 3900 -861 55 3300 0.61 0.77 3127 4290 -1163 60 3600 0.60 0.76 3303 4680 -1377 65 3900 0.58 0.73 3412 5070 -1658 70 4200 0.56 0.71 3506 5460 -1954 75 4500 0.53 0.67 3519 5850 -2331 80 - 4800 0.52 0.66 3649 6240 -2591 85 5100 0.50 0.63 3698 6630 -2932 90 5400 0.49 0.62 3809 7020 -3211 95 5700 0.48 0.60 3912 7410 -3498 i 1 1 1 1 1 1 • • • • • • • • • • TIME INCREMENT (min) - - TIME OF CONCENTRATION (min OUTFLOW (C.F.S.) DESIGN YEAR FLOW (YR.)- : AREA (ACRES) AREA X "C" DEVELOPED "C FACTOR- - : BOWSTRING METHOD DETENTION BASION DESIGN 5 1.3 10 3.6 .26?i 0.35 VIN= 1.34XODEVXT "FOR T< = Tc" VIN= (0 DEV XT) +(.34XO DEV XTc) "FOR T >Tc" VOUT= O DEV XT DDEV =CXIXA 37.7 AREA E RIVERWAY VILLA PROJECT • • • BOWSTRING METHOD DETENTION BASION DESIGN • • • • • • • • • TIME INCREMENT (min)- - -: 5 TIME OF CONCENTRATION (min) OUTFLOW (C.F.S.) 1 DESIGN YEAR FLOW (YR.) -: 10 AREA (ACRES) AREA X'C' DEVELOPED 'C' FACTOR- - : 1.3 0.35 VIN= 1.34XODEVXT 'FOR T < =Tc' VIN= (ODEVXT)+(.34XODEVXTc) "FOR T >Tc' V OUT = ODEVXT DDEV =CXIXA 25.1 AREA F RIVERWAY VILLA PROJECT #1 TIME INC. (MIN.) #2 THE INC. (SEC.) S #1 x 60) #3 INTENSITY (IN./HR.) #4 Q DEV. (C.F.S.) (AxCx #3) #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5 - #6) 5 300 3.18 1.45 582 300 282 10 600 2.24 1.02 819 600 219 15 900 1.77 0.81 971 900 71 20 1200 1.45 0.66 1061 1200 -139 25 1500 1.21 0.55 1107 1500 -393 25.1 1506 1.04 0.47 955 1506 -551 30 1800 0.91 0.41 957 1800 -843 35 2100 0.82 0.37 975 2100 -1125 40 2400 0.74 0.34 980 2400 -1420 45 2700 0.68 0.31 994 2700 -1706 50 3000 0.64 0.29 1023 3000 -1977 55 3300 0.61 0.28 1058 3300 -2242 60 3600 0.60 0.27 1123 3600 -2477 65 3900 0.58 0.26 1164 3900 -2736 70 4200 0.56 0.25 1201 4200 -2999 75 4500 0.53 0.24 1209 4500 -3291 80 4800 0.52 0.24 1257 4800 -3543 85 5100 0.50 0.23 1277 5100 -3823 90 5400 0.49 0.22 1318 5400 -4082 95 5700 0.48 0.22 1357 5700 -4343 • • • BOWSTRING METHOD DETENTION BASION DESIGN • • • • • • • • • TIME INCREMENT (min)- - -: 5 TIME OF CONCENTRATION (min) OUTFLOW (C.F.S.) 1 DESIGN YEAR FLOW (YR.) -: 10 AREA (ACRES) AREA X'C' DEVELOPED 'C' FACTOR- - : 1.3 0.35 VIN= 1.34XODEVXT 'FOR T < =Tc' VIN= (ODEVXT)+(.34XODEVXTc) "FOR T >Tc' V OUT = ODEVXT DDEV =CXIXA 25.1 AREA F RIVERWAY VILLA PROJECT #1 TIME INC. (MIN.) #2 THE INC. (SEC.) ( #1 x 60) #3 INTENSITY (IN./HR.) #4 0 DEV. (C.F.S.) (AxCx #3) #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5- #6) 5 300 3.18 1.45 582 300 282 9.2 552 2.24 1.02 754 552 202 10 600 1.77 0.81 634 600 34 15 900 1.45 0.66 718 900 -182 20 1200 1.21 0.55 764 1200 -436 25 1500 1.04 0.47 799 1500 -701 30 1800 0.91 0.41 823 1800 -977 35 2100 0.82 0.37 854 2100 -1246 40 2400 0.74 0.34 871 2400 -1529 45 2700 0.68 0.31 893 2700 -1807 50 3000 0.64 0.29 928 3000 -2072 55 3300 0.61 0.28 968 3300 -2332 60 3600 0.60 0.27 1034 3600 -2566 65 3900 0.58 0.26 1079 3900 -2821 70 4200 0.56 0.25 1118 4200 -3082 75 4500 0.53 0.24 1130 4500 -3370 80 4800 0.52 0.24 1180 4800 -3620 85 5100 0.50 0.23 1203 5100 -3897 90 5400 0.49 0.22 1246 5400 4154 95 5700 0.48 0.22 1286 5700 -4414 • C� • • • • • • • • TIME INCREMENT (min)- - -: 5 TIME OF CONCENTRATION (min) 9.2 OUTFLOW (C.F.S.) 1 DESIGN YEAR FLOW (YR.)- : 10 AREA (ACRES) AREA X "C" DEVELOPED C FACTOR- -: VIN= 1.34XQDEV XT "FOR T< =Tc° VIN= (O DEV XT) +(.34XO DEV XTc) "FOR T>Tc' VOUT= ODEVXT DDEV =CXIXA BOWSTRING METHOD DETENTION BASION DESIGN 1.3 0.455 0.35 AREA G RIVERWAY VILLA PROJECT 3T- #1 TIME INC. (MIN.) #2 THE INC. (SEC.) (#1 x 60) - #3 INTENSITY (IN./HR.) #4 0 DEV. (C.F.S.) AxCx #3 #5 V IN (CU. FT.) SEE BELOW #6 V OUT (CU. FT.) (OF X #2) #7 STORAGE (CU. FT.) ( #5 - #6) 5 300 3.18 2.45 984 300 684 10 600 2.24 1.72 1387 600 787 15 900 1.77 1.36 1644 900 744 20 1200 1.45 1.12 1795 1200 595 25 1500 1.21 0.93 1873 1500 373 30 1800 1.04 0.80 1932 1800 132 33.5 2010 0.91 0.70 1887 2010 -123 35 2100 0.82 0.63 1757 2100 -343 40 2400 0.74 0.57 1757 2400 -643 45 2700 0.68 0.52 1772 2700 -928 50 3000 0.64 0.49 1815 ' 3000 -1185 55 3300 0.61 0.47 1871 3300 -1429 60 3600 0.60 0.46 1979 3600 -1621 65 3900 0.58 0.45 2047 3900 -1853 70 4200 0.56 0.43 2106 4200 -2094 75 4500 0.53 0.41 2115 4500 -2385 80 4800 0.52 0.40 2196 4800 -2604 85 5100 0.50 0.39 2227 5100 - 2873 90 5400 0.49 0.38 2295 5400 -3105 95 5700 0.48 0.37 2359 5700 -3341 • • • • • • • • • TIME INCREMENT (min)- - -: 5 TIME OF CONCENTRATION (min) 33.5 OUTFLOW (C.F.S.) 1 DESIGN YEAR FLOW (YR.)- : 10 AREA (ACRES) AREA X "C" D DEV =CX DEVELOPED "C " FACTOR- -: BOWSTRING METHOD DETENTION BASION DESIGN 2.2 0.35 VIN = 1.34XQ DEV XT TOR T < =T" VIN= (0 DEV XT)+(.34XO DEV XTc) TOR T >Tc" • V OUT = O DEV XT AREA H RIVERWAY VILLA PROJECT 1 [1 Rt5 $to St) T174/ 9 Sore �rcc,;ts AREA 13 , 1 (Acres) SLOPE C ER: PRESENT CONDITION 0 FUTURE CONDITION CN PRODUCT � g 664' CHART , "FLAT (0 -2 %). MODERATE (3 % -7 %) STEEP (>8 %) ADJ. PEAK DISCHARGE (cfs /in.) X Q (in.) - DESIGN DISCHARGE ft. EQUIV. AREA SLOPE = ADJ. EQUIV. PEAK FACTOR DISCHARGE ADJ. EQUIV. PEAK DISCHARGE X ACTUAL AREA = ADJ. PEAK DISCHARGE 1 1 1 11 LAND USE DESCRIPTION HYDROLOGIC SOIL GROUP A D C D Cultivated land) /: without conservation treatment 72 81 88 91 : with conservation treatment 62 71 78 81 Pasture or range land: poor condition 68 79 86 89 good condition 39 61 74 80 Meadow: good condition 30 5 71 78 Wood or Forest land: thin stand, poor cover, no mulch 45 66. 77 83 'good cover/ 25 55 TO 77 Open Spaces, lawns, parka, golf courses, cemeteries, etc. good condition: grass cover on 75% or more of the area 39 61 74 80 fair condition: grass cover on 50% to 75% of the area 49 69 79 84 Commercial and business areas (85% impervious) 89 92 9 95 Industrial districts (72% impervious). 81 88 91 93 Residential:i Average lot size Average % Impervious = 1 /8 acre or less 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 5 70 Bo 85 1 acre 20 51 68 T9 84 Paved parking lots, roofs, driveways. etc.2 98 98 98 98 Streets and roads: paved with curbs and storm sewers- 98 98 98 98 gravel 76 85 89 91 dirt 72. 82 97 89 1 • • • • • • • • • Table 5 -- Runoff curve numbers for selected agricultural, suburban, and urban land use. (Antecedent moisture condition II, and I = 0.23) - For a more detailed deDcrlptlon of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrolo 3, Chapter 9, Aug. 1972. 2/ Good cover is protected from grating and litter and brush cover soil. 1/ Curve numbers are computed assuming the runoff from the house and driveway is directed towards the street with a minimum of roof water di .._._d to lawns where additional infiltration could occur. =/ The remaining pervious areas (loon) are consi1ered to be in good restart condition for these curve numbers. 2 in some warmer climates or the country s curve nutbvr of 25 may be need. 6 -8 TABLE 5 1 1 1 1 1 SPOKANE COUNTY lsopluvials of 10 year 24 hour precipitation in tenths of an inch. FIGURE 4 Sheet I of 2 • • 20,000 1 2,000 1,000 go 50 0 • • • 10 20 • • . •-^" •.. mill1111111111111 -- .. : 1 1101 ____ -.- -::.: ;:i :, ===1:11=1:11=210: 0 111101=1:10===0 0101111011 P 001110111 =111 L • 20Wa" 1111=======atd1111111111111: =1=1 • Were L • Hydraulic length in feet II -.11.%==altde:111111111111 ril • 0 Drainage area in acres 1111=1:11=:12211111111111111 ===MMICIIMMiiiii= PliallE111111111111 M i P 1 ..:1.1.,.. ". ......:„ 7:":77: - . - 7 - .7 - - - • i- i - 1 - I - tr - . : li111111 .1 -1-±4 .... - -1-1! ._, AGRICULTURAL WATERSHEDS IN THE UNITED STATES L'.4 , , . FROM HYDROLOGIC DATA FOR a ; EXPERIMENTAL AGRICULTURAL RESEARCR SERVICE, USDA Mallea 11111111111100000:1100111111111===1:111=111112110011111 =00=1 ra0= 1=111=1:111:10121M111111111===0:111=1:111111121111MM InManniiiinniP111===== 111111110111211/ 111/U1111111=1:1111=1121111/1.11111/11 1 30 50 100 • 200 • 300 500 1000 2000 DRAINAGE AREA IN ACRES • • Figure E-1.--Hydraulic length and drainage area relationship. • • (n T co C 0 — CO (71 �:Y F'. ..V %•r:. 41 !irtrgrei-CCRW III n IVOIMRAS .♦;.lM ^n•L.Ire F 1 l.a73k N a .Ji ▪ 100 n 90 o BO • 70 • 60 n 50 x o 40 0 rn m 50 0 • I N � 20 0 O 1000 900 6 700 600 500 600 300 200 10 A t 6 0 6. - 5 • 3 2 1 TYPE II STORM = FLAT SLOPE 7 7 N Is • V 0 LO 6 0 0 0 O 0 0 0 DRAINAGE •REA (ACRES) 0 O 0 • 0 PEAK RATES OF DISCHARGE FOR SMALL WATERSHEDS (24 HOUR, TYPE II STORM DISTRIBUTION) O 0 0 0 O 1, 4 , Table 9. -- Slope Adjustment Factors by Drainage Areas FLAT SLOPES Slope 10 20 50 100 200 500 1,000 2,000 (percent) acres acres acres acres acres acres acres acres 0.1 0.49 0.47 0.44 0.43 0.42 0.41 0.41 0.40 0.2 .61 .59 .56 .55 .54 .53 .53 .52 0.3 .69 .67 .65 .64 .63 .62 .62 .61 0.4. .76 .74 .72 .71 .70 .69 .69 .69 0.5 .82 .80 .78 .77 .77 .76 .76 .76 0.7 .90 .89 .88 .87 .87 .87 .87 .87 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.5 1.13 1.14 1.14 1.15 1.16 1.17 1.17 1.17 2.0 1.21 1.24 1.26 1.28 1.29 1.30 1.31 1.31 MODERATE SLOPES 3 .93 .92 .91 .90 .90 . .90 .89 .89 4 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 5 1.04 1.05 1.07 1.08 1.08 1.08 1.09 1.09 6 1.07 1.10 1.12 1.14 1.15 1.16 1.17 1.17 7 1.09 1.13 1.18 1.21 1.22 1.23 1.23 1.24 STEEP SLOPES 8 .92 .88 .84 .81 .80 .78 .78 .77 9 .94 .90 .86 .84 .83 .82 .81 .81 10 .96 .92 .88 .87 .86 .85 .84 .84 11 .96 .94 .91 .90 .89 .88 .87 .87 12 .97 .95 .93 .92 .91 .90 .90 .90 -13 i .97 .97 .95 .94 .94 .93 .93 .92 14 .98 .98 .97 .96 .96 .96 .95 .95 15 .99 .99 .99 .98 .98 .98 .98 .98 16 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 25 1.06 1.08 1.12 1.14 1.15 1.16 1.17 1.19 30 1.09 1.11 1.14 1.17 1.20 1.22 1.23 1.24 40 1.12 1.16 1.20 1.24 1.29 1.31 1.33 1.35 50 1.17 1.21 1.25 1.29 1.34 1.37 1.40 1.43 TABLE 9 • CALc A Fro AIS • • • • • • 1'467o%t1._. G,toS$ - • I GFS , • THIS inc rz 0 3 PI 05' ///// /%/ 2" ASP Fort 05' CURB NOTCH DETAIL SS i95 > r.Jio_D TO p - G7 ‘A./.2 A igt-IEITfri l Frio l= r *N% et, 7.i? A'JG = 3,a87 t N • Q- 3,03 CO)( ,5) :1_1 A 7L/ 1 J.": rrc 4,9 L -- 5 , V LS 771 N ALT PLANTMIX , LO Lt) P 5 sslr J _S � G dZI72 - G /lc_ r7 h T AN O GuTG i 4-1 u 0 AREA BMSV (CU. FT.) 208 VOL. (CU. FT.) VGIA (CU. FT.) NO. DRYWELL REMARKS A 109 557 2025 1 DOUBLE DEPTH D.W. B 12.5 2279 4920 5 DOUBLE DEPTH D.W. C 1565 1805 6795 1 DOUBLE DEPTH D.W. D 3355 1739 4176 2 DOUBLE DEPTH D.W. E 1520 1977 6630 2 DOUBLE DEPTH D.W. F 282 600 2100 2 DOUBLE DEPTH D.W. G 282 548 2115 1 DOUBLE DEPTH D.W. H 787 1096 3075 2 DOUBLE DEPTH D.W. AREA Ct L (FT.) N S Tc. AREA (ACRE) IP (SQ. FT.) A 0.8 430 0.016 0.005 12.5 0.4 1338 B 0.45 1300 0.4 0.006 89.0 13.1 54700 C 0.35 600 0.4 0.0087 38.9 3.3 43320 D 0.35 880 0.4 0.0083 49.7 6.9 41740 E 0.35 500 0.4 0.0067 37.7 3.6 47450 F 0.35 260 0.4 0.0071 25.1 1.3 14400 G 0.8 260 0.016 0.005 9.2 0.4 13160 H 0.35 500 0.4 0.01 33.5 2.2 26300 • • • • • • • • • • • HYDROLOGY STUDY RIVERWAY VILLA SUBDIVISION TC = IS TIME OF CONCENTRATION IN MINUTES L = IS LENGTH OF THE PRINCIPAL CHANNEL IN FEET N = IS THE FRICTION FACTOR OF THE GROUND SERFAGE S = IS THE AVERAGE SLOPE OF THE PRINCIPAL CHANNEL IN FEET PER FOOT Ct = RUNOFF COEFFICIENT IP = INPERVIOUS AREA FOR AREA HYDROLOGY TABLE BMSV = BOWSTRING METHOD MAX STARAGE TOTAL VOLUME / REQUIRED VOLUM 208 VOL = REQUIRED 208 PONDING VOLUME / REQUIRED VOLUME VGIA = VOLUME GRASSED INFILTRATION AREA / PROVIDED VOLUME VOLUMES / # DRYWELL /REMARKS 4-Z • • • • • • • • • • • SUMMARY Included is a tale summing up the calculations from the privies sections. In the table are the quantity of drywells to be used at each of the areas A through G. Some of these areas have more drywells than what was calculated as needed. These were placed in areas thought to be a problem with ponding and did not fall in line with the critical path of flow. Each area showed adequate grassed infiltration area. The areas could accommodate both 208 ponding volume and volume of storage not handled by the drywells. Only on Villa Avenue will curb inlet capacity have to be considered. Modeling the curb as a weir capacity has been shown to be adequate. All other streets do not have curbs and runoff from them will flow directly into the grassed infiltration area. To determine number of drywells required, 1.0 cfs was used for double depth drywell and 0.3 cfs was used for single depth. 4-3 a 400 89 W 15,675 SF .0.1^1. DED I G * ON 13 380,687 SF 6;136 5F 1 6,736 SF I 6; t5b° 2 10,299 SF "STORAC AREA" 7,739 SF 6,521 SF 6,164 SF 10369 SF 6,737 SF 8,042 SF 6 0;1,000 SF o - woo sF 1364 5F 15,916 SF OMMON ? 8 14 ; 753 SF _ 1 9,161 F 11,213 9,701 SF 31 9,136 SF DA 30 9,064 5F 37 SF 6 85 SF 8,822 00 8,314 8 ,5 61 F 2c1 5,591 SF 27 8,809 SF 10,256 SF 3 9,779 SF 7 7,BO =F. 6 8,320 SF 25 10,079 10,140 SF 12 7,524 SF TS 10,199 SF " 9,1 10,555 SF IMO .11. g o 6,424 SF 6,114 5F 6 7,454 SF 9,6 SF 21 9;188 SF 7,819 5F 10,201 SF 1,250 SF 9,659 7 SF L n 7;163 SF 1,437 SF 0 6697 SF L :65' N 89°56'5 C r 0 6,134 SF 8;138 SF 6,168 SF 12 6,107 5 61' 14 6,266 SF 61' 8 6,500 SF 65' - 13 6,500 SF 65' 6,500 SF MOVIE '11 )4 ;1 i. -- (2025) 7 ( PERIMETER FE GE (2032) (2033) 66 SF 12 :? 6,741 SF 5 89'5652' E 1 1 1 0 ! b p • 7,000 -�0 50 ' ,100 2 SF 13 16,346 5F 164' L = 32, ( 1,236 SF ifi k. it 1. 6 2 9,198 SF 0 15 10,712 SF 1 I .N 90 ° 00'00' E 65' 65' 65' 65' 65' 9,100 SF 2.05 AG 66r1 SF o 6,505 SF 6,500 SF 21' 38' 65' "COMMON AREA" Phone: (208) 667-1171 Fax: (208) 664 -3507 10,630 SF 5,556 SF 61' 61' 743' 5 89'48'00 N 75' (2033)- (2034) - 6,500 SF 65' 00 11 000 6500 SF 65' 61' 61' 67' 65' 65' 65' 792' 5 90 °00'00° N 13' 6RASSY SWALE AREA TYP. 1' M T11'. 1' MIN. 25' BLDS. SETBACK 6RA55Y SHALE AREA i l' 2% MIN 8,206 5F v � -6, S42-1 r 793 SF 75' 109' 1 64O' VILLA AVENUE SECTION 2% MIDI 13' 6RA55Y SHALE AREA 12.5' 6RASSY SWALE AREA II 2% MIN _ __ �nn.u,. n., ... • • 'P•- ii'• -t -•- `•_ •_ m .mm�wu.......n uu � • �'/ � 2 �I'� / <� �' / /��� '� /' / /:�i'i�•�:�:�:�:' iii' i�i�:: S:!:: T:.:•:•:•:•:•!.!•! • K�` C••;.:• :•:•:•:•:::::::;•;. ;:;:: �'� `o \�� \ \• \ \t ._..•.••••••• •••.•I /Yj /j�i;.i "�i`i•�:7 /I / % \ / o aboo • o 2' A PLANTMIX • 0 0006 • • oa a aa 4'3 /4Y- )CRUSHED ° • • qb qqq • O ROC BASE o a a a aa .° O Oaeq t1 4Y) BALL- -DEPTH o : oo ° b& °O O • ° BY SO AST ILS TEST • • 00000 o . �... OO _ N. ° •• x&066 ,�'/ 0 . aaaaa • • babas •° °'• 0 x0&0 0•.. 00bba ° 0 x&00 : o O - 00000 ?'1M1ItF' • • • &boob • O aaaaa • 0 0000 O'• aaabb . n • • bbbgb FINAL DEVELOPMENT PLAN SOUTH OF VILLA AVENUE PRELIMINARY DEVELOPMENT PLAN NORTH OF VILLA AVENUE DRAWN BY: DATE: 04/15/94 J.N. 4004 \EENEHYD.D1"16 AUGUSTA S•W. 1/4 SECTION & 0 MISSION AVENUE • BENGH MARK -SOUTH EAST CORNER BiZID6E OVER SPOKANE RIVER. ELEV. 1x86.16 N 5 69 . 7 50' R.O.N. 2 •' /359 EXPIRES: 2615.15 O' R.O.H. DEDICATION EXISTING R.O.N. SOUTH I/4 SECTION S North Idaho Engineering � - 10' RESERVED ACQUISITION AREA D 0400 G/450 WATER 10 NORTW£&ST OP 5' HThUMk4 GOvER N.TS. 2' ASPHALT PLANTMIX 4 3/4Y GRUSf EP ROCK BASE 4Y -) BALLAST -DEPTH BY SOILS TEST P.VL 93•ER MAIN �� T OF INTERIOR STREET SECTION *5'/ STORY -- SIDE YARD <O EDGE OF f'AVEi"IENT - 6ARA6E N.TS. 6ARA6E 20' PARK AREA e • * MINIMUM SETBACK DISTANCE - TYP I GAL LOT 511 PLAN --'5' /STORY SIDE YARD 1.5, 1 15 , _ _ MAX 04/15M4 REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEW #: 1 REVIEWER: Ed Parry PROJECT #: P1414 DATE: 26 August 93 PROJECT NAME: Riverway Villa P.U.D. PLANS: 1. Each submittal must be stamped, signed and dated by a Washington State- licensed Professional Engineer 2. Developer's approval signature will be needed prior to plan approvals 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed 4. Title Block: a. Indicate County project # (P1414) b. Indicate street name (not "A", "B ", etc.) c. Indicate stationing limits of the road shown on the plan 5. Indicate CL bearings on all roads shown on the plan sheet 6. Indicate delta angle, radius, arc length, and tangent length (for centerline) on all horizontal curves 7. indicate delta angle, radius, arc length, and tangent length (back of curb) on all curb returns 8. Barker Road: a. Indicate existing R/W, new R /W, future setaside b. Provide plans for Barker Road improvements 9. Indicate topography within the R /W, and to a sufficient distance beyond the R/W to resolve questions of setback, slope . easements, drainage, road continuations, etc. 10. indicate existing and proposed utilities, or provide an information copy of the utility plans for this project 11. Indicate Block & Lot #'s north of Indiana REVIEW COMMENTS 26 August 93 PROJECT # P1414 REVIEW # 1 Page 2 of 3 12. Indicate Section, Range, Township on each plan sheet 13. Indicate BCR, MCR, ECR elevations in plan & profile 14. Indicate ECR stations on plan 15. Indicate BCR, ECR stations in profile 16 Label all PC's and PT's on horizontal curves (CL); curbline also if radius is different from CL curve 17. Provide profile elevation scale line at left & right sides of profiles; elevations should match vertical scale indicated on plans 18. Indicate datum 19. Indicate Benchmark 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property 21. Provide "R" -value test results to validate pavement section 22. Indicate curb cut CL station, length, invert elevation 23. Indicate Drywell CL station, offset, grate elevation, grate type 24. Provide 30' (min.) separation between drywells 25. Drywell should be offset from curb cut by 4' min. 26. Curb cut detail: a. Needs back apron b. 2" depression at flowline is required 27. Indiana Street detail: Indicate sidewalks 28. Drywell detail: Needs to comply with SCRS std det. B -1 29. Rural road approach detail: Not applicable since this is an Urban density development. Coordinate with the County Traffic Engineer for required pavement transition lengths in and out of the site ■ REVIEW COMMENTS 26 August 93 PROJECT # P1414 REVIEW # 1 Page 3 of 3 30. Type "13" curb: Coordinate with current SCRS 31. 300' minimum intersection separation is required on arterials (Barker Rd) 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review CALCULATIONS: 1. Each submittal must be stamped, signed and dated by a Washington State - licensed Professional Engineer 2. Basin Map: a. Show offsite topography b. Coordinate Basin Map with project phasing 3. Must use SCS TR -55 (June 86) for basins > 10 acres; must use Bowstring method for basins < 10 acres 4. Include slope calculations for T path 5. All nomographs should be readable; right -hand scale is cut off 6. Provide curb inlet capacity calculations 7. Provide Bowstring calculations: required volume, provided volume 8. Provide 208 calculations: a. Required, provided area b. Required, provided volume J Il Gentlemen: OFFICE OF THE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer Michael Hunt North Idaho Engineering 4200 Seltice Way, Suite 2 Coeur d'Alene, ID 83814 SUBJECT: P1414 - Riverway Villa P.U.D. Ist Review Due to the requirements for a completed Traffic Impact Analysis for this project, a cursory review of the road and drainage plans for this project has been accomplished. Areas of concern to us are noted on the attached review comments. Please make the corrections and 'resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. In addition, please provide an information copy of any utility plans for this project. If you have any questions about this review, please contact us at 456 -3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer encls: Plans (1 set) Calculations (1 copy) Comments (3 pages) cc: project file reviewer (comments only) W. 1026 Broadway Ave. Spokane, WA 99260 -0170 A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E:, Director August 26, 1993 Edward � may,' Jr. , P.E. Plans Review Engineer RECEIVED APR 1 91994 SPOMP — t;ii IaiGIPIEER (509) 456 -3600 FAX (509) 456 -4715 1 gre 4P-fed ,,,, pa___, (tad dkth ltt4 . `= GJS u s=-41.90 eozrtf cr &c G-fi/ ? Sett I p / 4e .✓J //ZGw. l rte, r• • Get ,,,, r�� ei g-1 : et . 66- MA 4i crtiv .c.' L 37 Coto ° 370 tpd »24,0 , -,o in dly,rta_, kti (14 Ak.4' 5t . Ira 4 Aid gif eit 7 9544 d1 • ! ✓ 8 6 e anti 07fM 5jA ot Z 5,i3O t( �)� /J /�, e a- 03 2 i .`17 '4G )0.) 4-,9 3 Ito /X ' avails -f 7 53 VZ th53 ',71 5k°5 Lao' 229 , -.. 4 -, t• S 7r-5 No I = i 4. 1 -. 6 -.8' lo7 /w . .- 2.02-9,4o [ i 1 I in - .d - .02 I 1, ` 4 PU 4th C.'f5oter. 4 . + ' ' Y I . ck 7G .f-�/.. c 01 wcr it. L I 1 12 1 1 1 • i e°( ibte:4o ..P � �„f �.. �G( 41Js I 1 61 7 NO 12 MJk f LI ac t L. I CG = de et 114 LL-66e- 1,;,& AC. > po . A &i/ 1 &f64t (Qy -1 42fl( e ( 4, 471-(* , 1 Cat* _du c g DO 1 ii t ? L -T ..,m /f (6 - _38 I 1 r II i �J` f . it i 9- n 11 1 Wae i 4uar,A9 etptCsit, w a , 66 ea./ 33,0S l d_ __55 $ - 1'1c 0E1a _ 3343 _ - as d uv 03 Q -44 - 6 7 uaZ4 613 e _ 4t67 2 7G bee-At? frt- AA- A v f _ g(90 11114/1 Q( -l( ze1.G7 a(4( - je ¥( 5(i' 4v e �_/ g -- /&&8.1 Lax _ - ' s a CU st - #1.5_ — 5 ita0 /O • 32 N� ?KI 32. ts / • K PVT'. (1-25-dit �YT eite . 32.4 3 .4 d a~ 4 /it M, PROJECT #: P1414 PROJECT NAME: Riverway Villa P.U.D. 5 Indicate Block & Lot #'s north of Indiana 4. Title Block: d€lndicate County project # (P1414) It ° Indicate street name (not "A ", "B ", etc.) 4C. Ind stationing limits of the road shown on the plan REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 REVIEW #: 1 REVIEWER: Ed Parry DATE: 26 August 93 PLANS: jEach submittal must be stamped, signed and dated by a Washington State- licensed Professional Engineer 2. 2. Developer's approval signature will be needed prior to plan approvals 3@ vidence that the layout has been coordinated with the electric utility serving the site will be needed .5. Indicate CL bearings on all roads shown on the plan sheet .6. Indicate delta angle, radius, arc length, and tangent length (for centerline) on all horizontal curves `9. Indicate delta angle, radius, arc length, and tangent length (back of curb) on all curb returns ;Barker Road: fafIndicate existing R/W, new R/W, future setaside .)Provide plans for Barker Road improvements ®9. Indicate topography within the R/W, and to a sufficient distance beyond the R/W to resolve questions of setback, slope easements, drainage, road continuations, etc. 41?Indicate existing and proposed utilities, or provide an information copy of the utility plans for this project Lan ?LAMS 1 REVIEW COMMENTS 26 August 93 PROJECT # P1414 REVIEW # 1 Indicate Section, Range, Township on each plan sheet n 13. Indicate BCR Indicate ECR stations on plan afIndicate BCR, ECR stations in profile Label 11 PC's and PT's on horizontal curves (CL); curbline also if radius is different from CL curve Jr/Provide profile elevation scale line at left & right sides of profiles; elevations should match vertical scale indicated on plans Indicate datum Indicate Benchmark Page 2 of 3 n ECR elevations in plan & profile 20 Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property rovide "R" -value test results toovggalliddate pavement section s2tIndicate curb cut COtation, lerigthyainvert elevation 23. Indicate Drywell CL station, offset, grate elevation, irate `type 44Provide 30' (min.) separation between drywells Drywell should be offset from curb cut by 4' min. Curb cut detail: a. Needs back apron b. 2" depression at flowline is required Indiana Street detail: Indicate sidewalks We° l y o 3 t M ,k I 81 Drywell detail: Needs to comply with SCRS std det. B -1 1604 oflb ural road approach detail: Not applicable since this is an Urban density development. Coordinate with the County Traffic Engineer for required pavement transition lengths in and out of the site REVIEW COMMENTS 26 August 93 PROJECT # P1414 REVIEW # 1 30. Type "B" curb: Coordinate with current SCRS 0 300' minimum intersection separation is required on arterials (Barker Rd) ,32. Traffic impact analysis submittal and app`rov )is required (per Findings and Conditions) prior to �a ny� further plan review 1 , C LCULATIONS: it Each submittal must be stamped, signed and dated by a Washington State- licensed Professional Engineer 2. Basin Map: a. Show offsite topography b. Coordinate Basin Map with project phasing Page 3 of 3 Must use SCS TR - (June :'6) or basins > 10 acres; must use Bowstring method for basins < 10 acres ` 4?Include slope calculations for T path ,5! All nomographs should be readable; right -hand scale is cut off 6 . /, curb inlet capacity calculations / '/),, eb i ��� ._ 1: Provide Bowstring calculations: required volume, provided volume .8. Provide 208 calculations: a. Required, provided area b. Required, provided volume It 4200 Seltice Way, Suite 2 • Coeur d'Alene,,Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 To: County of Spokane Engineering Dept. Attn: Bill Hemmings Ref: Riverwav Villa We are transmitting * Status * X Herewith Proposed For Information Separate Cover Preliminary As requested Via Mail In Progress Your Files Delivery X Revised Your Submittal Personal Pickup X Final Checking Fedex As -built X Approval UPS For Payment Your Use Other Partial Other The Following X Drawings Calculations X Report Letter Maps Check $ Plans X See at Right Please Message: Call immediately Call after review X Call, if questions Respond in writing Process your end Forward as Reqd. Review /Comment No action Reqd. North Idaho Engineering TRANSMITTAL Date: 4/18/94 Job no. 4004 From: James 0. Morris Specific Items: Redline Comments 2 - Hydrology Study 2 - Traffic Impact Report 2 - Street & Storm Drainage Improvement Plans RECEIVED 6 Q MN€ C Tl INE €n By: L i . • North Idaho Engineering, Inc. • • • • • • • • • • 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 HYDROLOGY STUDY FOR RIVSRWAY VILLA SOBDIVISION PREPARED FOR CONSIDERATION BY THE COUNTY OF SPOKANE ON BEHALF OF TRINITY ENTERPRISES, INC. APRIL 28,1993 P (' 'VED AM 1 91994 .i,ii u, , 2�GiMEER 41 RECEIVED MAY 1 119 ' SPOKANE Et ' 1 VA" 04 • • • • • • • • • • • 0 z • • • • • • INTRODUCTION This hydrology study includes all tributary areas which total 62.1 Acres and which include runoff from the immediate project as well as runoff from future project areas. The existing terrain drains from a high point at the Miselon Avenue approximately 1000± linear feet East of the intersection of Mission Avenue and Barker Road. From this area the runoff generally sheet flows in a northerly and westerly direction to the Spokane River, although there are several small natural channels, one in particular flows in a northwesterly direction to a low point just Easterly of Barker Road approximately 870 linear feet North of the intersection of Mission Avenue and Barker Road. The soil is described as sand and gravel, under approximately 18" of topsoil. The topsoil is planned to be cleared from the roadway section, and used elsewhere on the project, or removed from the site. Once this is accomplished the soil will be very porus. The existing soil classification for this area le type "B", per the Spokane County Guidelines for Stormwater Management Manual. The basic design criteria used in this study is the SPOKANE COUNTY GUIDELINES FOR STORMWATER MANAGEMENT, as well as generally accepted engineering principals. • • DsC DsD DvD EkB • EIC E1D Em Fa 6 FaB3 FaC3 • Fm GaC3 • GgA GgB • GsnB GnB • GpA GpB GpC GpD • • i111 np symbol Soil name I)r8goon stony silt loam, U to :i0 percent slopes. 1)r:agoon stony silt Iu:un, :)U to 55 per - cent slopes. Dragoon very rocky complex, 21) to 55 percept slopes. F 1oika sill loam, 0 to 21) pt•rcels t slopes. Eloiktt very stony silt loam, U to 30 per- cent slopes. Eloika very stony silt loath, 30 to 55 percent slopes. J':huleut silt lu:nn. Freeman silt loam, 5 to 21) iteretatt slopes. Freeman silt loam, 5 to 20 percent slopes, srverrly eructed. Freeman silt. luaus, 211 to ar) percent slopes, severely (•rudest. Fresh water marsh. Garfield silly clay loam, 0 10 :30 percent slopes, severely eroded. Garrison gravelly to :un, 0 to 5 percent slopes. -- Garrison gravelly loans, 5 to 20 percent slopes. Garrison vet y gravelly loam, U to 8 percent dopes. Garrison very stony loam, 0 to '20 percent slopes. Ctlenrose silt. loath, 0 to 5 peret•ut slopes. Glenrosc silt loam, 5 to 20 pereett t slopes. Cllrnrose silt loam, 20 to 31) percent slopes. Glenruwe sill. lu: :30 to ."s.'i prreral. slupN•�. Description of soil and site Similar to Dragoon silt loans, 0 to 30 percent slopes, except that the surface layer is stony. 1)ragnon part similar to Dragoon silt loam, l) to 311 percent slopes, except. that depth to bed- rock ranges from 111 to '3U inches. ltock out - crop iuet in this complex. Ietlittnt- tcxlured, well - drained soil formed front glacial Lill containing a large moonlit of vol- canic asps its the surface layer; underlain Its gravel at depth of 31) to Go inches; occupies utuhtl tnorainelikc Lupugraphy. Similar to Eluika silt loath, 4) to 20 percent slopes, cxc•rpt that they are very- stony throughout. Medium-Le: dttrecl, somewhat poorly drained, alkaline soil formed in alluvium from calcar- eous silt., vole :uric ash, and dialouitc; depth to water table fhtctu :dts from near the surface to about li feet. \'cr deep, moderately well drained upland soils wit It medium -text sired surface layer and uu• nru ur ruotlt•rnlely fine textured 5111 soil; formed fruit silt on rolling to hilly upl ands. 811 seamIty, i u l ernt il • l ent 1 1011418 and fritges :wound lakes tlt:tL have It llnctualiug u•aler table. Engineering data is not given, as land type is too variable. Very deep, well- drained soil developed in loess on ridgelops and knobs on the rolling to hilly 11plamIs in the Palouse soil area. (Iravelly, uteditun- textured, somewh :It c. er.•s -' sively drained soils formed its gravelly glacial ottLt'nsh material front st variety of acid, igneous parent rock; on nearly level to mod- erately sloping terraces; depth to mixture of sand, gravel, and cobblestones ranges from 2 ;1 to 3 f eet. 1 Similar to Garrison gravelly loam, except that the stuface layer is very gravelly. Similar to Garrison gravelly loam, except that the surface layer is very storey. Very deep, medium- lexlured, well-drained soils formed from acid igneous glacial till; surface layer influenced by loes.a and volcanic asps; ou gristly rolling Lo sleep uplands. 'I'AMA 6.— I3rieJ descriptions of soils and their 1)eptlt from surf ace l e. U to 24 24to44 44 to 53 53 to GO (1 to 26 2G to 41 41 to 6U U to 22 22 to 72 0toS 8 to 2:3 23 to GO If to 15- 15 to 44 44 toot) 0 to 15 15 to 44 44 to 60 0 to 72 Classification USDA texture Silt loam gravelly loam Very gravelly sandy loam. 1:ravel SiIL lu:un_ Very fine sandy Iu :ant. Sansly clay loam_ _- - Sit t loans Silty clay loam Silly clay loam Silty clay Silty clay loam (iravclly loam Very gravelly loam_ Sand, g�ntvel, and cobblestones. Very gravelly 1oan1 -- Very gravelly loam__ Sand, gravel, and cobblestones. Silt loans • • • • • • • DRAINAGE: HYDROLOGY STUDY The project is currently bounded to the South by Mission Road, to the West By Barker Road, to the North by future areas to be developed by this project which are currently being used as agricultural farmland, and to the East by agricultural farmland, and single family homes. No significant runoff is being contributed from areas South of the proposed project, since generally the area South of Mission Avenue drain to the South. There is some contribution of runoff from the West via Mission Avenue West of the project, however this runoff is diverted to the North by Barker Road, and therefore does not actually effect the project. All other area West of the protect drain Westerly, away from the project. Runoff to the East of this study, as well as some of the project area also drains away from the project. The Project historically drains in a Northwesterly direction to the Spokane River. According to Section 3 -1 of the above referenced manual, it was determined that a 10 year design storm is to be utilized for this project. This report is further divided into several sections for presentation, as follows: 40 HYDROLOGY MAP RUNOFF COEFFICIENT TIME OF CONCENTRATION CHARTS * RAINFALL INTENSITY /DURATION CHARTS • • • • • • • • • • • • C z 0 m m 0 0 rn rn m 0 ._.rr z 1 Date 4/4/84 TABLE 1 RUNOFF COEFFICIENTS FOR STORM SEWERS t ` ROLLING HILLY FLAT 2% - 10% OVER 10% Pavement and Roofs 0 90 0.90 0.90 Earth Shoulders 0 50 0.50 0.50 Drives and Walks 0 75 0.80 0.85 Gravel Pavement 0 50 0.55 0.60 City Business Areas 0 80 0.85 0.85 Lawns, Sandy Soil 0 10 0.15 0.20 Lawn, Heavy Soil 0 17 0.22 0.35 Grass Shoulders 0 25 0.25 0.25 Side Slopes, Earth 0 60 0.60 0.60 Side Slopes, Turf 0 30 0.30 0.30 Median Areas, Turf 0 25 0.30 0.30 Cultivated Land, Clay and Loam 0 50 0.55 0.60 Cultivated Land, Sand and Gravel 0 25 U.30 0.35 Industrial Areas, Light 0 50 0.70 0.80 Industrial Areas, Heavy U 60 0.80 0.90 Parks and Cemetaries U 10 0.15 0.25 j . Playgrounds 0 20 0.25 0.30 Woodland and Forests 0 10 0.15 0.20 Meadows and Pasture Land 0 25 0.30 0.35 * • A J� * * * *SINGLE FAMILY RESIDENTIAL (Dwelling Unit /Gross Acre) (Sandy and Gravelly Soil) 0 -1.0 DU /GA 0.15 1.0 -1.5 DU /GA 0.20 1.5 -3.0 DU /GA 0.25 3.0 -3.5 DU /GA 0.30 3.5 -4.0 DU /GA 0.35 4.0 -6.0 DU /GA 0.40 6.0 -9.0 DU /GA 0.60 9.0 -15.0 DU /GA 0.70 * Assumes flat lot plus one -half width of abutting street. Other configurations should be checked by combining individual runoff factors for each various surface. 6 -2 TABLE 1 • • • • • • • • • • • CD 1 Ili 4 d 10 ,00 0 5,000 1,000 500 100 - 50 10 4 TYPE OF A •..,- 11 11 TIME OF CONCENTRATION AVERAGE GRASS COVER .4 T = C (L /-Vs 0.6 POOR GRASS COVER .3 Example= VALUES OF . C L = 1,000' s = 0.01 n = 0.5 C = 0.3 NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 () (1) 1. -1 s (2) 1 - (.31 C 2 - T� T = 49.7 minutes 0.0001 — 0.05 — 0.1 — (L) (5) 0.0005 — \ 0.005 • 0 .0 \ •-• - 0.01 0.001 --- • —0.05 — 0.5 -- (C,) 6-5 (2) FIGURE 3 100 50 / 4 30 20 10 K �J 1.0 0.5 0.1 ' 0.0• 0.01 (n) 1 1 r 10,000 5,000 1,000 500 100 - 50 10 (L) TIME OF CONCENTRATION T = C (L /-0 0.6 Example: L = I,000' s= 0.01 n= 0.5 C = 0.3 T = 49.7 minutes 0.0001 — () (1) L- 1 (2) 1 -2 - (3) C 2 - T 0.0003 --- \\ 0.005 0.001 — - - O.1 0.05 — 0.1 — (5 ) — 0.01 — 0.05 0 -5 (2) TYPE OF AREA n " AVERAGE GRASS COVER .4 POOR GRASS COVER ' - .3 VALUES OF .Ct NATURAL DRAINAGE AREA' .4 OVERLAND FLOW .15 FIGURE 100 10 Ca. INA 0.5 anwo - 0.1 - 0.0 0.0 1 1 (n) • 10 --- 5 -- (L) 10,000 --- 5,000 — 100 50 TIME OF CONCENTRATION TYPE OF AREA "" AVERAGE GRASS COVER .4 T = C ( L / / ) as POOR GRASS COVER .3 Example: VALUES OF • C L = 1,000' s = 0.01 n= 0.5 C = 0.3 NATURAL DRAINAGE AREA 4 OVERLAND FLOW .15 T = 49.7 minutes (1 (1) L (21 1 - - n (3) CI. 2 •; 0.0001 — 0.05 0.1 0.01 — (2) (S) — 0.01 (C 6 -5 FIGURE_ 100 — 50 — 10 — 5 -- - 0.1 0.01 (n) I id 1 j TIME OF CONCENTRATION Example: L = I,000' s = 0.01 n = 0.5 C = 0.3 T = C t (L / -) 0.6 = 49.7 minutes l .1 M. n 4 w.i t.l..•..y 6 -5 - 1 ,- 2 ' . ::O • t. ....i ...� . J.: TYPE OF AREA AVERAGE GRASS COVER .4 POOR GRASS COVER .3 VALUES OF , C NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 FIGURE 3 E Cj i e: 7 5db 10,000 5,000 1,000 50 100 • 50 10 (L) () (/) L -1 S (2) 1 - 2 n (3) C 2-T TIME OF CONCENTRATION T = C t (L / -) 0.6 Example: L 1,000' s =0.01 n= 0.5 C T = 49.7 minutes 0.0001 -- 0 -0005 — 0.001 -- - --- -- ------ - 0.1 , 005 — 0.03 0.1 — (S) 0.01 • 0.5 —1.0 0 (C , 6 -5 — 0.05 (2) • - TYPE OF AREA AVERAGE GRASS COVER .4 POOR GRASS COVER .3 VALUES OF , C 0.3 NATURAL DRAINAGE AREA .4 OVERLAND FLOW .15 FIGURE 3 100 30 / 4 10 (T 35 1 0.t ra a pd — 0.01 (n ) c_ t� 4 11 TIME OF CONCENTRATION T = C t ( L /�) 0.6 Example L = I,00d s = 0.01 n= 0.5 C = 0.3 T = 49.7 minutes 6 -5 TYPE OF AREA " AVERAGE GRASS COVER .4 POOR GRASS COVER • .3 VALUES" OF Ct NATURAL DRAINAGE AREA ; OVERLAND FLOW .1sj FIGURE 3 74 4 10,000 5,000 1,000 300 100 • 50 10 5 • • A Example L = 1,000' s = 0.01 n= 0.5 C = 0.3 T = 49.7 minutes () (1) L- I S (2) 1 - 2- n (3) C 2 • T TIME OF CONCENTRATION T = C (L /v/) 0.6 0.0001 — 0.0005 — 0.05 --- • - 0.1 --- (L) (5) 0.001 -- • 0.01 0.05 0.1 \ --------- --- • \;)) \ .. • / 6-5 0.5 (2) TYPE OF AREA AVERAGE GRASS COVER .4 POOR GRASS COVER .3 VALUES OF . 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UNIMMIL 11 1M-MATEN7 , --..-7 11111 WEEMMINNOMEM IMMEN N■ ■ EMINM•Y■/■n ■ 11► a /�■■■ air„ - . ■■E _ ` ; T _ • ■N■Yn■E■■■ Mk u■ /■M N■i■11 ■o■ ■i■WNN■■ Ap C u►m ► : ■■:ni �adr�n- z ■ ■■•a •E••a■Y•••Y■■■:■t ■ ■•n■■■ � smu it nu „y / g■ r-i° u■■■■ .■■nNN■ ■•N■•■ ■■E■N■■■n ■ Y■n um:i.■ ■ ■Y■e '. L. In �U.■Y■i/�■■ ■: L -' 6■•■■ Izm ■ ■�■N• • gy .• w ■r.l im,. ■Y•• • • • d LthI . MI ME • �= ■ aligj ■ l�rn■ ■E • ■� ■■• ■ ■ ■-`-+ , + ■ ■ . •N••�• • ■l Y■.1. /■■��,aTha �_MiO- _ ••• - I N I-- - J_ !I! III!!II 1 qA ■N■ 1 �" r m om p. ■uem■■ li■. ■ ' :m:ii. u r C/ ■■■ pal:• �� =sxi�ra. /.a Plumings N■■l��en_ a =�. ■ ■■ mmuniege . � 4LP• :C■■ ■CAN _ ..1.1- ees:eeeQ c �G :E■ ■ I illailliggligis • 40 5 a . �a 7n A on nn rn `ar • L-_.; L. t --� ' I1 /0 _ 20 30 • 40 • L' L1111 .50 .5n G41 "MO 7n . • L• u ■■■ ■N ■■■■■■■■■■■■■ �■�■■■■ ■■N■n■ ■■■ mC uN ■■■ t T .E: C: ' �:: ° ..WC:CC� ■ :::C u\ • • .■■ muumuu "MAMA .. Mui • ::: :CU: N ■ • ■� ..C MUMENu �■ ■ ■....CC.... C.MI.■ ■■■.. ■. N ■■N ■■N■ ■ ■:u ■■ u•■•Cii V• ■■■ ■E■ ■■■■ � ■ v:r�El ■■ _ H■ ■N■'■■■ ■� ■ 11111411111116 ■n NH ■ ■■N ■■■ E • i■ I■•■l •J :H ri■W yT — I BM Millis AIL 11111... ■ ■■■ ■■■ /■6 WIRI EW..r. ° *- l ?r-�q X4 -- 4 ; : i ' ' _ : ; i ■ ■■■ ■■■■n C■ s A r ■ �. AE G% ■ ■ ITT ■ ■H - ■.:: ■ice ■■EMIR■■H■ ENUMMO MENEM:III= EN MENU MIEN ■H ■ ■■! n■ n ■■ ■■C ■n :N■ - • ...■■ ■■� ■■.■�:■ NA::WMN■■ ■N ■ ■.■n ■■■n■ ■■■n■ ■� NR E■■■■■■■■■■■■■■ . ■JIM N d EMMNWOZ . T.•y.II.E■■C ■ ■ ■ ■H■■■■■W ■� ■■ ■ ■■■■ El ■ ■■■■■■■■■ ■■ A u■■■■ ■ ■W■■■■■■■■■■■QM■■■■■uu.■■■■■ ■ N■■ ■H ■■W N ■N■■■■■ .. ■■■ �NEHE■■■■■■■Eu ■■■ pn ■■■■■■. ■■■n■■ n■ Nn■n■■ NN ■N■ ■■ ■■■■■■■ ■Co■ ■n ■r■■C= mourn q■■WY■ ■ ■ N m %.■. ■N ■. ■■■ ■n■■■■■■■ N■■ ■■■N■ ■■■■■■■ n. nN■■0 ■■R■ ■■■ R■■ ■■■■■■C E■ ■ N■■ ■■N■ ■Nn■ ■ ■ N■ ■mn ■•nomum•i ■N•uw■n iiiiiii■•i■iiu■iiiummums mourn N■ ■ ■n■ ■ ■C■R■■Q■■■■■■■■■■■■■NNn N ■■■■ H ■E•■•N■ VM• ■� %VMCCW ■ENUMMIM ■■■ ■■■■ ■N■N ■■■N■ ■■u■ ■ ■N ■R■■■■■■■■■■■■■■■ E•■ ■■■■n■■■■n■■HH■W ■■■■■■■■ ■■■mN■CC•■W ■mmummo ■■■N ■■ ■ ■ ■ ■ ■nmumm■■ A ■ ■■ ■m A ■■R■■■■n■■■■■■ N■ ■ ■■■■■■®■■Hn■■■■■■■■■■Hmmmmun■■ i■ •• ■■ERNE■� ■ ■H ■■■■■ ■ ■ ■ ■■ ■ E■■ ■ 1111111■■■■•••■■111C1■•■1 4111 • ■ ■■N ■■■ ■N■■■■■■■ n■ ■ ■■■m ■CR■HN ■ ■■■ ■ ■ ■■ ■■■■■■■■■■■■■■■■= C■N■ ■■••■■■ iuiiiC ■■CC■H••"•■■CiCuommumm•■•■■■i ■■m■■■ NEE■■■ ■n■■ ■� ■■H■ OTC N H■■ �C ' I`■' ■II■■■ •• ■pRC■MI■ r■■■■■ • H� ■ ■ MENU ii'�■IJ ■R■ N■■■n ■nal•■a ■�■ ■■ ■ & �R■■► � !■fi." ■■►� mm mu ■.u`J.NN■■••■mu ■a■i■ai■i■i■°■nmi °■H■ �°i I••• ■P8■■■ i ■ C ►�■■ `►VE ■,I� ■ r.■■■■ 1�■■■■/'..' r■GN.�IJ•?ri■■O ■N■■■■■WN/.N■ --- ■■■H■ ■■■■■u ■■ ■ .:.�i ' i micum■m& �■m mumw■ w: :'■'= =•■iTiCiCG� `■ Kamm . ...H ■■\ ■l '■■N.. j ■■j n ■ ■H E■ ■N ■ H ■■ i r N R■ ■■ _■ E■■R ■■�i. �..•a .∎RWO E W■■■■R CCC ■ ■ •• ■■ i _ i ■Cn■ C ■.. ■ ■. , R■ D. H lir R R� = ■ ■■ ■ min 1 i r ■� •� ■O In 1111111f11111441111:941111141011411111:1 Q■ n C'i�■■ ��■ 1 ;; ■■C -+-' 'C■ :. a. ��' �'i• ! r i C ■ s � ._ . Ec■: . ■. a .�■■■ i .. :�, n .�■■■■1.17 __ e a .i e ■■ ■ m ■■nLia_��..�.ermn-----_.-amemQ ■• .-=Q -- ■.■.. •`fie ■� see� -- -- s ■ ■.. ■ms R■■n MIR■■R■ ■ ■n ■■■■ -- ■ ■`�is.��ii�le!� Meek..- c�.s■■� n■■ =■■■■CU.. aueemeeecanda■ 1 C — I mo.. ■ ;.■...... 11111 . I a4 i • r r l • i R /) an rn v /0_ 20 _■ -- lipasum minmmalk •.■ a & ; u■■■E■ 7- -*-- ins ,k ailI■ no • ‘17 .1 ■■■■��■ H I■■Illi MP= : r�; ► - - ' ■ 111 11::1= ■■.N =:=CC �'■' ....�...... MEM I// �i'/y AIL •• 1► 'rQ pi= " ■G I % lP Iw d. / � ■ ■ MUMMER ■■■■ /n ■ ■■ . �� /.■■■ ■ ■ ■■■■ M■ ■W■ Y Wn■ mama MR NU C■n■■■ ■�/■■■■�■ ■/■ /■■ C /■■n ENE ■■■■/■■■■■■W■EE■■■■■■■/■ ■ ■N ■ �■ ■■■■■■■ H ■■■/■ C ■■ ■/■■■ ■■ ■■ u ■ • nuns V ilimi H m/■ ■ / ■ ■ ■ ■ ■ n■■■ • ■■ ■ ■ ■ /■■N min ■■ ■ , ■ ■/■ ■ m, r� ii- m■7umni 3 !f ausss ... 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L_ � . ■N m /■n■■■ ■■mm■ii .0M■■■ u ' ■nM / MEii Nunn ■■EMMUNI IllilleillE6m■ ■ B ■/■■■■■Ma M■ /N■■■■■■: ■ MR= ■■■N.■/■■ ■H /■■ ■ d �, ' -r-7 N■ ' ' ■n■='■■■aa■ ■1 ■ ■■ n/ nH ■■ ■ i' . ■n ■■■ ■■//■■//■ n E! ■E■■■/ ■� NH■ ■N " ■n ■�u ■■M■I■N■� " ■t ■■■■■■■■ ■/■ ■■/■■■ ■/■H ■Nn , ■O■■■■m■/N■ W■ � ■■■■uu■■■� =MEM ■■■nu H■u■■ m■■■■■■■u n■■■■■■■■n■■ u'N" � ■u n i■■■ ■■■■n■ ■■ Lin/■■■■■u■■■■/■■■■■■ ■■ ■■/■/■ au■■■■■■ dap■■ m■■■■■■■■■ ■■■■■■n■■■ /n■■/■■■■■u■■■■■■/■■■ ■W /■■ ■ _ -a - 4 =MUM n ■ Y■ n ■■ ■u ■ EMMON:� / ■■ �■■■n■/n.�a■�■ ■ ■■■■■ n■ ■■ �■un■■■■N■■N■N■■■E�■■■■■■■■�//n Mi ■■H■ WHa ■■■■■ ■■.i ■■■ ■N//uu ■■ ■� I • ■EMU ■ ■ ■ ■N■ ■■■u■ A ■■ • H ■■ ■H■■ ■■■O■■■EC■�■■■ ongemonnom nnunmommonnimminnomnomnnommEnninnunonnon n i.nommin monnu■ nun■■■■ an ■ /v Hn u ■■■■■■■ I ! �■ H■■■■■■■■■■■ ■ ■■ �HG �� .1 • . , p ■/ ■n■■■■■■■■ MUM MMEMEmEMMEMEMEMIE `O :.. men . n■op■ ■■/■■ I N ■u/■ ■ /■■■ W■■ ■N ■■/■■■ mom H ■E ► ■■ E ■ _ - �r/�J■.■■ ■■■■/■W■ ■■■�_/ ■ // MM ■ %■ M. ■ ■r.■nv,■ ■.. - r■Ws - . u■M■■■a ■■u■■■ ■■ ■o maiQ ■ C li62 ,e n iiii/■Yiii■■.i1i■ =■�iu: ■■° �� ° • EMER "i.i■■ M■■r..g'■r, ■n■/u■ :Mii ■ � ' � ■■■■�/�i= � V ■ \�.�A■ ■ / _ A ■■ • ■ T-� " ■ . 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North Idaho Engineering 4200 Seltice Way, Suite 2 Coeur d'Alene, ID 83814 SUBJECT: P1414 - Riverway Villa P.U.D. 3rd Review - ADDENDUM Gentlemen: A review of Page 7 (Barker Road north of Indiana to the Spokane River) for this project has been accomplished. Areas of concern to us are indicated in red on the attached prints. Please make the corrections and resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. If you have any questions about this review, please contact us at 456 -3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer g fit44 / PE Edward J. Party, Jr., P.E. Plans Review Engineer encls: Plans (sheet 7 of 10) Comments (2 pages) cc: project file reviewer (comments only) A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 REVIEW #: 3 (ADDENDUM) REVIEWER: Ed Parry PROJECT #: P1414 DATE: 9 November 94 PROJECT NAME: Riverway Villa P.U.D. Please add the following to the review comments for the 2nd submittal: PLANS: Note sod for swale sides and floor CALCULATIONS: Need to evaluate Q from road surfaces only for each basin (as opposed to Q peak for all the surfaces in the entire basin Page 7 (Barker Road north of Indiana to the Spokane River) 1. Address how runoff in the swale will pass through or over the driveways 2. Label contours - should match the road profile 3. Culvert calculations needed for pipe passing under the sidewalk at 26 +40; 12" minimum diameter in public facilities 4. Indicate station, offset, and invert elevation for ends of culvert at 26 +40 5. Provide swale profile, with existing contours REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 PHONE (509)456 -3600 FAX (509)324 -3478 6. Swale will need check dams, since either the uninterrupted length exceeds 100', or the slope exceeds 1% (anticipated slope, based on T/C slope). See GSM pg 5 -4. 7. Note top of berm elevation at drywell location 8. Top of swale elevation at the lots should be at least T/C + 0.2' 9. Provide a maintenance access route to the drywell 10. Sidewalks at the Centennial Trail parking lot entrance should come in to the driveway at an angle as close to 90° as possible REVIEW COMMENTS November 9, 1994 PROJECT P1414 REVIEW 3 - ADDENDUM 11. "End taper" station should occur at 31+00; this will allow the traffic to complete the merging maneuver before reaching the bridge. Taper length = WS, where S = 45 mph for a Principal Arterial 12. Provide roadside safety elements at the bridge per WSDOT Design Manual. Coordinate with the County Traffic Engineer 13. Provide Erosion Prevention /Sediment Control measures to prevent sediment -laden runoff from flowing over the bank and in the river; coordinate with WSDOE as needed 14. Profile: a. Indicating the inlet stations would be helpful b. T/C elevations should be noted at 25' stations, especially on flatter grades (<1%). Curb grade worksheets are needed c. Clearly indicate grade break stations - 2. N N O N O N 0 +00 9- d3 N O N LOIN, POINT ELEV = 2026.88 L0^1 POINT STA = O +cf 8.51 0 O0 O N O > di CQ } 1ST 0 O Q 0 PIi En - 2.00 m y - 0.50% N O N 0 N O 0 O O N O N 100.00' VG P.I.V.G. STA = 1 +00 P.I.V.G. ELEV = 2026.16 N o• 1.4 is (Ni ts • N 0 0 N P.I.V.G. STA = 1 +00 -- 100.0x' vG - 0 1 - ± O � W W} m 0'J 0 • N • 0 N N 100.09' VG dJ `'N r- l ° N N 0 N N I +00 z 1 N N N OQ • N N 0 O N Q 0 O 0 N N Q 0'J O N • Q OD + N »» UJ Lu • 44 W 0 0'J N 0 N 2 +00 N u/ NB9 °23'4WE N99 °23'4VE O 0 u) ` r N N O N N • In (0 N O 0 CV 0 + INSTALL 4 DOUBLE DEPTH DRThELLS AT 10' O.G. AND AS SHOWN IN DETAILS (SEE SHEET #5) n) 599 °2 4B'1 ▪ 35 .04' N _ 0'J 00 N N 0 N 0. 53% 0. 53% 0'J r N 0 N _ 0'J 0 N 0.53% 355.03' 355.05' O 0 N 0'J N N 0 0 O Om 0� mN 0 0 N N o. 0 O u� N 0 N k 0 o. 0 O 0 O 0 9 4.9 i S x 0 0 R =� R =335 00' 0 100.00' VG P.I.V.G. STA = 5 -25 P.I.V.G. ELEV = 2402(1.01 P.I.V.G. STA = 5 +25 P.I.V.G. ELEV = 20261.00 HI C H POINT ELEV = 2028.85 HI'SH POINT STA = 5 +11.81 100.00' VG r � '0 } W En >. CQ 100.00' VG L =1 L // V P.I.V.G. STA = 5 +25 P.I.V.G. ELEV = 20261.00 N O 0 O N N O - 0.71% -0.71% - 0.71% O c cj O 0 O N CN N N O dj O N N N O N O N p N P.I.V.G. STA = 7 +50 1 ± p PJ.V.G. ELEV = 2027.42 N 6 t 0 1U v m m LORI FONT ELEV. = 2021.60 LOW JOINT STA = 1 +41.02 P I.V.G. STA = 1 +50 ELEv = 2U2 1.41 Or O r N 1 CN 0 Il i } m 0 p • m N O 0 N N *v0 5 +6752. F :R R = L 3 1 . 42' 0 r N N 0 O 0 N N (00.00' VG 100.09' VG t NN 0 N N 100.09' VG P.I.V.G. STA = 1 +50 P.I.V.G. ELEV = 2027.41 0 N tq N • N p • N N O 0 CV N 0 � N4- O�c �\ N N N N • N O 0 N N d; N ts0'j N N 0 0 N N N Q N N O 0 N 0 .8 0 ,; 4 '0 1 +41.02 INSTALL DOUBLE DEPTH DRYWELL 0.80% N N O N N (1\p dQ, N N O 0 N N N N • O N 3 +00 4 +00 +o0 6 +00 1 +00 8 +00 61 +00 IMPR OVEMENTS F UTURE 6 -S 2• //y �T Jr 7:5 In (0 N N N O 0 0 lT 0 CN '3 N N O0 N N 1Q N N N O 0 100.00' VG P.I.V.G. STA = 10 +00 P.I.V.G. ELEV = 202cf.40 H I S H POINT ELEV = 202'' .20 HIGH POINT STA = cf +cIcf.63 P.I.V.G. STA = 10 +0 P I .G. _ • 2G 0 100.00' VG -- 0 P.I.V.G. STA, = 10 +00 O P.I.V.G. ELEV = 202q.41 111 10 +00 (00.09' VG U 0 N o (\/ C. V. N 0 N / 4° 0 N O N 0 N O 0 00 O N O >0 0 N O w 00 +� O CN 0111 W } W 00 O -O N >0 uJ **>. UJ 0 0 N N 0 N - 0.51% - 0,6190 _'3- ln of N Q 11+11.02 E1ND G01\15 0 PROF I LE SCALE: 0 4.1 0 z co co rn 0 C\1 0 0 co co co REG ( ED SPOICNE COUNTY/ENGINEER 60.00' 0 60.00' o• O BLOCK 1 0 60.00' 0 60.00' • ® Pc" �I f _ E Qi A ri o o Z ' • 4 2035 J • dJ Q 0 O to CO 0 0 N Ui Q O 0 0 m 0 0 ` N N N cc) N co 0 0 N ' N O cY N w � N x 0 o 14 al Z O rii Q A �j 0 t 2030 LEFT EXISTING GROUND FINISHED GROUND -0,6 j d � N --— _ _ _ d A rn 67: \2 0 ��'� <Z- 2035 Q — O 0 0 . O p O 0 0 IT) Q o O O O N N il (N1 0 c i / I / / . EX STING GROUND V/ 0, �� (,) \�0\ �` 2055 dJ Q 0 m m 0 0 N u Q p O m m O 0 N Q p O to m 0 0 t . c e c m . 2030 EXISTING GROUND / /— FINISHED GROUND '40.6025 m O v N =---` J J 60.00' 0 60.00' o• O BLOCK 1 0 60.00' 0 60.00' • ® Pc" �I PROJECT BOUNDARY 10 +00 0 69.81' BLOCK 2 PROJECT BOUNDARY 1 1 +00 42.11' • , '79 o 0 = 1 rn rn W CJ 12 +00 6521' 13 +00 PROJECT BOUNDARY BLOCK 3 6521' 14 +00 0 STREET "A" m 15 +00 16 +00 F5 2031.45 R= - 0.00 2/,5 16.6 0 11 +00 PROJECT BOUNDARY <c\ FUTURE IMPROVEMENTS 17 +0 S 2 l'00 N E SCALE 1 INCH = 50 FEET \BARKIMP3.DWG 0 cci 0 = J 2 0 w rd REC` EIVED MAY I 7993 Engineering 0 0 0 0 0+00.00 STREET 'B" =14 +60.80 STREET "A" BLOCK 4 0 +00 lx 25',,y. 25 STREET • 1iA1l (SEE SHEET 2) CD S o ° sil 7- rWF� '-Ts' c: �/ S Nfi s c o - 7 . tiff -< c \< Z ' c < \, , (i\ - ts_ , F BLOCK 3 s ST God °N . 405 q 2 `, ET "B" L -2p. - 29.6 4 +48.11 E.G.R �/ . ' ,\\-\ . 0 0 )8 4, 2) ,\, \ ( . xo 0 SCALE : 1 I NCH _ 50 FEET 0 +00.00 STREET "D' = 11+56.01 STREET "A" 0 BLOCK 4 ST 0 +00 N 25' 25 BLOCK 3 0 o � - 1 g.G R • v-` 3\ 0 +3-1 q GX3 6.1 i' 36. ti 1+00 0 T � BLOCK 2 PROJECT BOUNDARY z \A-2.5.00 .\\\V CO\-15112-0C1.101-1 VAPOI"P SHED - 6) \BARKIMP3.D1^10 RECEIVED MAY 1 1993 skwIrcTrENG*Ela OF ECOLOGY 5/6/c13 MORRIS EXISTING EXISTINS EXISTINS (Q�H51 N 1 �) (2031.60) (2031 AO) (2031.60) TIA/ G /RoUiv O p 2032.6 2032.6 2032.5 (2032.35) (2032.65) (2032.35) D �iiv / �N /3 GROUND % � G� pUMD i / pc\ — ts; dJ o NNQ .� 100.00' r- tr... VG ?1'9 L +O _ ru> m� ON _ .' � ' — — 2 040 oo h _ , ,7 t ' B Om ts�- N m Q m � O NNW N W e tsm NN z o z = 1=T �Z 1 2035 Li) Q `� om �� — s � m Q 0 O N N - O� O N N- m� mm U OQ OO N m" N N `- `- Or N b — EXISTING GROUND �x , - � — EXISTING 2030 ■ , m o` . 0- p p — — _ - LEFT 2030 _ . FINISHED GROUND 4 •. --1.57% O'ZGOZ „ ,c„ azeoz O 5 . 0 Cz 0 ' ( U 2 e'OeOZ e � , iv . I 0Z 0 co a - (202 (1.16) (-D 393 (2030.06) ,D • 2031.8 2032.0 (2030.50) (2030.80) i 2032.0 2032.0 ( 2031.23) (2031.53 ) \\\ BUGS: 2 +00 SVCS: 2 +00 _ 2032.0 2032.0 HI SH PO HIGH POINT NT ELEV = STA = 2032.62 2+48.21 ,p (202(1.55) (202'1.85) 4 ` 4 •// CS 202 9,8 C \ ( 2031.(1 - 1) (2032.21) BVGE: 2031. (1 BVGE: 2C 32.27 • 2032.0 o i . 2032.0 p (2032.32) • I (2032.62) EVGS: 3+ 0 EVGS: 3 +00 2032.0 2032.0 I ( 2031. '11) z ( 2032.21) EVGE: 2031.11 rn EVGE: 2032.21 C3 7 Q 2032.0 0 2032.0 'D ( 2031.13) x o (2031.43) 7< d r e n t. 1 ua n { rn J , - N Cc. IQ Cu i i N 2032.1 .° 2032.0 �. . ,, � � 2 C Op p �a txx 1 ), / -R 2030 It z "2 (2030 .34) rn 7 I �° 1 (F I N I SHED) EXISTINS • 2 GONE AND i 2 . 2035 0G A�r _ - I 2030 EX 2030 . — - - PROFILE SCALE: ` HORIZONTAL: 1 " =50' VERTICAL: 1"=5' 0 0 0 0 0+00.00 STREET 'B" =14 +60.80 STREET "A" BLOCK 4 0 +00 lx 25',,y. 25 STREET • 1iA1l (SEE SHEET 2) CD S o ° sil 7- rWF� '-Ts' c: �/ S Nfi s c o - 7 . tiff -< c \< Z ' c < \, , (i\ - ts_ , F BLOCK 3 s ST God °N . 405 q 2 `, ET "B" L -2p. - 29.6 4 +48.11 E.G.R �/ . ' ,\\-\ . 0 0 )8 4, 2) ,\, \ ( . xo 0 SCALE : 1 I NCH _ 50 FEET 0 +00.00 STREET "D' = 11+56.01 STREET "A" 0 BLOCK 4 ST 0 +00 N 25' 25 BLOCK 3 0 o � - 1 g.G R • v-` 3\ 0 +3-1 q GX3 6.1 i' 36. ti 1+00 0 T � BLOCK 2 PROJECT BOUNDARY z \A-2.5.00 .\\\V CO\-15112-0C1.101-1 VAPOI"P SHED - 6) \BARKIMP3.D1^10 RECEIVED MAY 1 1993 skwIrcTrENG*Ela OF ECOLOGY 5/6/c13 MORRIS PROJECT BOUNDARY PO PROJECT BOUNDARY +00 UGv\ GIN s p,RR;GP\ PO�`R :r 6) 0 /` 16 +00 /7 +; I7 +00 18 +00 STREET "G" 1 R = 20.00' . L = 31.42' 1.73 E.G.R. 20 +00 PROJECT BOUNDARY FUTURE IMPROVEMENTS PROJECT BOUNDARY SCALE 1 I NGH = 50 FEET \BARKIMP5DW6 RECEIVED MAY 1 1 1993 SPOKANE COUNTY ENGINEER' t, - tfr- 0) 0 rri 0 N di 0 0 U 0 CV z m X W = m z 2035 Q � d m Op N � c0 p m0 m m 00 N� • m t m m 0p N � �^ N0 ( . 0 m Op N � mco Nz m m 00 N • --- -O.�Ory �A N m 0p N N � 7+0e mm tr N m 00 N .41 E.G.R. �- IT 0 N m 0 N N .. I7 +86.42 d 0 N m O N B.G.R. �� � � N 00 NO N� >nm tr N N O N p - �dJ N �N N O r w E. -t4 .--1 0 el 2030 LEFT -- - -�-- -- EXISTING SROUND F I NI SHED SRC ND ��. ^ , 0' , , . • i U 0 (202c.82) (202 ----- -_____ A Cj A rxi m o • 2025 17 +52.21 STREE _ "G" A E• =4 - 81.71 STREE` !Y 13 " 2035 � � � \ • - �� s" ILI ti A W GNTRL 2030 I N p.0 /29\ ? — V �a '�� l2 EXIS`IN6 GRO UND FINISHE O GROUND N O v p N 0' .. "� \\--, � gyp, \ a 0 x o - O.�O /o k �G 2025 Z Q 0-- O 4 p? r m fi N t 0 dJ fi = N m- N -•C- 0 N 't -' tz N r. O N ij n fi p d; N N O 0 `l N 0^ d) 0 N fi N - S' m c0 d: N N O U E U' a C:4 W o A 2035 • C Z 1 Z • 2030 RI ITT EX1 SROUND FIN SHED GROUND '� Q 4) � x� ? � i"'"4 F � >. �p Ix E t1. w C / W W U' L-3, U Z o . w a W rn Q A re Z Z _ o O.�O / 2025 _ • z X W Q z O 1: O N � m� p O N N m� O O N N m r— m� p O N m mN p O N ry m I-^ CON mN m N p O O O p p N N N N N N me O O N N r NN N O N ry m N� �� O O (-NI N N N N N p PROFIL S C A LE: HORIZONTAL: I " =50' VERTIGAL: I " =5' PROJECT BOUNDARY PO PROJECT BOUNDARY +00 UGv\ GIN s p,RR;GP\ PO�`R :r 6) 0 /` 16 +00 /7 +; I7 +00 18 +00 STREET "G" 1 R = 20.00' . L = 31.42' 1.73 E.G.R. 20 +00 PROJECT BOUNDARY FUTURE IMPROVEMENTS PROJECT BOUNDARY SCALE 1 I NGH = 50 FEET \BARKIMP5DW6 RECEIVED MAY 1 1 1993 SPOKANE COUNTY ENGINEER' t, - tfr- 0) 0 rri 0 N di 0 0 U 0 CV NOM 1. CONSTRUCT AT LOCATION SHOWN ON THE PLANS OR AS STAKE5 BY THE ENGINEER OR SEA APPROACH NOTES SHEET. 2. ALL APPROACHES ARE SYMMETRICAL ABOITT CENTERLINE UNLESS OTHER -14I5E NOTED. THE DISTANCE °X` SHALL BE 40' FOR A CONNECTION ROAD OF 6i AVEL SURFACE HI-ERE THE GONNECTIN6 ROAD IS ALREADY PAVED, THE TWH7 PAVEMENTS SHALL BE JOINED 4. WHERE TRUCK TURNING MOVEMENTS ARE ENCOUNTERED, RADIUS SHALL BE AS DETERMINED BY THE COUNTY ENGINEER 12 MIN. DIA. C.MP. OR GONG. PIPE WITH 1.0' MIN. COVER L ROADS DRIVE Y APPROAGHES 0 0 0 0 mu 0 O 00000 q aOOaoO 0 ,:. q0 0 oaoso 0 0 o00o0 • 000aa 0 0 0 ®0000 0 0 O mem 0 0 O 0 0 ®0; 0 ® 0 0 ® O Damao 0 O 0 . .. memnm. °oaaa 0 O;; aoono . O 00 0 aoaao 0 Or.o 00 O ammo •- ° O . amnia 0 0 000°13 . ;0 0 O 0 °0 ° 0 ° 0 °0° 0 4/0° . o0 , •ooaoo• O O 0 0000 • p 0 - ooaoo •_ ;O •ooaoo• p O . ammo . ; • ® mom • p .,. 0 • a0000 • 0 •0 0000a 00 : ooaoo I. PORTLAND GEMENT CONCRETE SHALL BE GLASS 'B' CONFORMATION TO HASH DEPT. OF TRANFORMATION STANDARD 5PCGIFIGATIONS. 2. WEAKNENED PLANE JOINTS FOR PORTAAND CEMENT CONCRETE SHALL BE PLACED AT 15' INTERVALS. 3. I/2' EXPANTION JOINTS IN PORTLAND GEMENT CONCRETE SHALL BE PLACED AT 45' INTERVALS AND AT CURB RETURNS. 4. TYPE 'M' CURB SHALL BE CONSTRUCTED OF WHITE PORTLAND CEMENT CONCRETE, GLASS B. THE FINISH SHALL BE STE15_ TROWELED TO PROVIDE A DENSE, SMOOTH REFLECTIVE FINISH. 14�a RECEIVED MAY tte9+ SPOIONECOIRIYENGINOS 15tE11U' SPOKANE RIVER INDIANA AVE. BALDHIN AVE.. AUGUSTA AVE. MISSION AVE. BALDH I N AVENUE PROJECT AREA N'Sq ° 23'48 E (MEA 310.03' (MEAS.) 5 Sq °5q'11" E (REG.) 310.00' (REG.) P.U.D. BOUNDARY 15' R.O.W. DEDICATION MISSION AVENUE 25' BLDG. SETBACK 6,136 SF STREET TITLE SHEET VILLA AVENUE CLARK FORK STREET KLAMATH RIVER STREET ALLESHENY AVENUE COLORADO RIVER STREET DETAIL SHEET 1,900 SF 3 6521 SF TRACT "A" COMMON AREA" 62,032 SF GENERAL NOTES - STREET SPOKANE COUNTY ENGINEER SPECIFICATIONS AND GENERAL PROVISIONS THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FOLLOWING FINAL APPROVAL BY THE ENGINEER IT WILL BE THE RESPONSIBILITY OF THE 'CONTRACTOR TO CONTACT ALL APPLICABLE UTILITY COMPANIES AND HAVE THEM' FIELD LOCATE THEIR UNDERGROUND LINES. ANY DAMAGE CAUSED BY THE CONTRACTOR SHALL BE IMMEDIATELY REPAIRED BY HIM AT HIS EXPENSE. THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION 15 HEREBY ADOPTED FOR THIS PROJECT. FINAL 6UARANTEE: ALL WORK SHALL BE AND 15 HEREAFTER GUARANTEED BY THE CONTRACTOR FOR A ; PERIOD OF ONE YEAR FROM AND Al- I tK THE DATE OF FINAL ACCEPTANCE OF ALL THE WORK BY THE OWNER 'IF, WITHIN SAID GUARANTEE PERIOD, REPAIRS OR CHANGES ARE REQUIRED` IN CONNECTION WITH THE GUARANTEED WORK, WHICH IN THE OPINION OF THE ENGINEER, IS RENDERED NECESSARY AS THE RESULT OF THE USE OF MA I tRIALS, EQUIPMENT, OR WORKMANSHIP WHICH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THE CONTRACT, THE CONTRACTOR' SHALL, PROMPTLY UPON RECEIPT OF NOTICE FROM THE OWNER, AND WITHOUT EXPENSE TO THE OWNER, (,4) PLACE IN SATISFACTORY CONDITION IN EVERY PARTICULAR ALL OF SUCH GUARANTEED WORK, CORRECT ALL DflTCTS THEREIN; (B) MAKE GOOD ALL DAMAGE TO THE SITE, OR EQUIPMENT THEREON, WHICH` IN THE OPINION OF THE ENGINEER, 15 THE RESULT OF THE USE OF MATERIALS, EQUIPMENT OR WORKMANSHIP WHICH ARE INFERIOR, DEFECTIVE,' OR NOT IN ACCORDANCE WITH THE TERMS OF THIS CONTRACT; AND (G) MAKE GOOD ANY WORK OR MATERIAL ON THE SITE DISTURBED IN FULFILLING ANY SUCH GUARANTEE. IF THE CONTRACTOR, AF i tK NOTICE, FAILS WITHIN TEN (10) DAYS TO PROCEED TO COMPLY WITH THE TERMS OF THIS GUARANTEE, THE OWNER MAY HAVE THE DLIZGTS 'CORRECTED, AND THE CONTRACTOR AND HIS SURETY SHALL BE LIABLE FOR ALL EXPENSE INCURRED; PROVIDED, HOWEVER` THAT IN CASE OF ANY EMERGENCY REPAIRS MAY BE MADE WITHOUT NOTICE BEING GIVEN TO THE CONTRACTOR AND THE CONTRACTOR SHALL PAY THE COST THEREOF. SUCH EMERGENCY REPAIRS SHALL BE MADE BY OTHERS ONLY IN THE EVENT THAT THE CONTRACTOR CANNOT BE LOCATED. RECEIVED OCT 17 1994 SPOKANE COUNTY ENGINEER OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE ORINAL PROJECT # i 14 SUBMITTAL # PE DESTRIANN MP STOP AND STREET SIGN LOH POINT LOH POINT P.I.V.G. STA P.I.V.G. EL O , 100.0 100.0 LEV = 2026 TA. =' +485 +00 = 2026:15 'VG 355.03' P.I P.I.V. 100.00' VC .V.G. STA = '5 . ELEV = 2 POINT ELEV POINT STA. . STA. = 5+ . ELEV. = -2 100.00' VG 0.715 0.715 100.0 P.I.V.G. ST P.I.V.G. EL LOH POINT LOH POINT P.I V.G. STA. P.I.V.G. EL 100.0 100.0 P.1 V.G.'ST P.LV.G. ELEV LEV. = 2021. TA. = 7 +47.0 =;1 +5• . 20 1.600 � ' VC = 7 +50 = 2077.41 0 N 100.0 P.I.V.G. 5 P.I.V.G. EL HIGH POINT HIGH POINT P.I.V.G. STA. ELEV 100.0 P.I.V.G. ST P.I.V.G. EL 'VG A = 10 +00 = 2024.40 LEV = ;2021 TA. =` 1 +q1b 10 +00 = 2021.40 0.815 0.819 B.C.R. 42.01' NORTH 2021 M.G.R. 2026.81 E.G.R./ 2026b2 0 +I8.00 JOIN EXISTING IMPROVEMENTS 0 +45.04 PROJE• T BOUNDARY 1 B.G.R. 42.01' NORTH G 2027.21 M.G.R. 2026.15 E.C.R./ 2026.62 N89•23'49 N89•23'45"E 0 +1857 PROVIDE l' CURB NOTCH DEP. ELEV= 2026.44 - -A 355.05' 1+41.02 INSTALL DOUBLE DEPTH DRYWELL 26' OFFSET PROVIDE CURB NOTCH FL. ELEV.= 202696 TOP OF D.W. ELEV 2026.86 STORAGE AREA TRACT " ' 11+6252 INSTALL DOUBLE DEPTH DRYWELL PROVIDE '1' CURB NOT OFFSET 26.00' LEFT F.L. ELEV. =2021.45 TOP OF D.W. 202153 SGALE: 2+00 3 +0 6 +00 g +00 OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEERS OFFICE ? 1 PROJECT # (4 SUBMITTAL # RETURN TO COUNTY ENGINEER LESEND STOP AND STREET SIGN GEN (T.F.G.) (T.F.G) 2025 UJ 2030 2025 0 • 0E1Mionto__„,,,, ® O 0 tr N O v HIGH HIGH P.I.V. P.I.V. 2028.85 5 +11.81 '5 P21.00 to 1- — " .: 0.81 vi cP�9' 2030 PROFILE SCALE: HORIZONTAL: I " =50' VERTICAL: r=5 H S ET PROJECT 'BOUNDARY 65.00' q - 1.q4' .• 65.00' 6' SIDEIAALK (SEE DETAIL) 6521' 50D6' FUTURE IMPROVEMENTS PROJECT BOUNDARY EXPIRES: O3 /OQ /qt4 RECEIVED APR 2 n i SPOKANE COuNTv ?iCai + „' r STOP AND STREET SIGN DRYWELL OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT # SUBMITTAL # v RETURN TO COUNTY ENGINEER LEGEND 9 +00 I U +UU 2 +UU I +00 14 +00 5 +00 I6 +00 11+00 2035 r EXISTING TI GROUND ED[-6E NG AT O F PAVEMENT 203 2035 A CO E A 0 O N E. N 6 LEFT 203 O .. Fl ISRED GRADE A T O _.0.P. • J n � t , 2030 x O a CZ1 W E <4 A v W A al tn s (EDP) F-. Q O tt _ - _ 0.6 O� S''' • 0 W aa to lv zw I- ct1 _ X 20 35 111 Q 0 . N m _ Z O _ N 1L ., m �0 0 N N m _ m o O N N t ` n m o N N m m o N m o O N N m mm O: 00 N N .. tY� r O ._ r , N o � v m m O O m 0 N o O O N �D • N -- m _ m `m O Om N N �- m m O O � n O O O 0 m m m O 0 O 0 N N N N �. �N N -� N O t m N O O N ._ _ O -� u m � � v 0 -m N N O o o U tV N N O �. N -. m � 0 m N O 0 N N �._. -. m O 0 N cn O 0 N N �.. N - . r O • d > 0 N -m O o N N �. (y : -. O 0 N_ m O O N N r � Q d F-- N _ O X N m N 4 v d3 o _N m 0 N r- .. m N N � _ N O N • v -� t r LT 0 N . cn z . . 2 d o G� R � I N� -- 2 030 � . \�" P b 0 GROUND AT G'. ;- INE v �� 0 _ , � _ _ � • LL EXISTING �:yx � _ � � P .r ,. . : (f , v � • • '1 • p, _� 0 � .. .: '�— : 3 03 4 I 0 o p A H 0. � a k Q l of q 8 G .R O 4 7 036 0 o , a , c. Z i 2035 D m Ia_I 0 m _ z O _ N � N — m 0 O N `, �0 m m O O N _N O .6 o m m _ m O O N N O o m m O 0 N N 0 . m �. O N 4 U • o _ m m m O` `O O _ O O N O N N N N N O 0 l� m O O N N O N m m O N N �. O N m O �- O N N O d1 T m N O O N N �. O ,� (N m N O O _N N .1 __ - -- -- O ,_ • m N O O N N O 0 • N m O O N _N ., , Ln I- N N O X N W Q _ z _ l.t- : 2 03� EXISTING 6ROU AT 6E O ED F PAV'MENT u r 0 Q N O N _ O u Q �C v C1 _ W 0 t t 2030 -. m N _ � .p 0 O ` O --,4. • f �' GRADE FI NI D AT EDP. d O d O v O � O O 1 �� 5 •i N c c N m 2030 \ r � ,. i...1 1�"^7 W uJ W Q �..,� � L o o . N ., N O N �T 0 036 _ -0.6o% 0 0 W �--i or Z i- N _ X < ll.J p N UJ .� N N _ z O _ - N 1L. C(� N m m 0 .. O N N �. m -. m N N m m O O N N . ., m O O N N m m O o N N � m m O 0 .� _ N _ - m m m 0 0 o N N N p r. m 1'n m O 0 N u2 _ O O O m m m m 0 0 0 0 N - O N �.,. N �. N N N O O m m O 0 - N N � N N �- a Cs O N m O 0 N N N -. N tz- _ m N O O N N N . O . tT m N O 0 N N N � O rr O N m O o N �. N m r O N m O 0 N N N 0 . � O N m O '0 N N 1— � d z N N O N li Q fi'RO � (LE 5G 1� O / , _ OR(ZO NTA L - 0 5 _ 5 PROJECT 'BOUNDARY 65.00' q - 1.q4' .• 65.00' 6' SIDEIAALK (SEE DETAIL) 6521' 50D6' FUTURE IMPROVEMENTS PROJECT BOUNDARY EXPIRES: O3 /OQ /qt4 RECEIVED APR 2 n i SPOKANE COuNTv ?iCai + „' r STOP AND STREET SIGN DRYWELL OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT # SUBMITTAL # v RETURN TO COUNTY ENGINEER LEGEND 9 +00 I U +UU 2 +UU I +00 14 +00 5 +00 I6 +00 11+00 14 +65.5q BEGIN CONSTRUCTION ERECT TEMPORARY BARRICADE (SEE DETAILS) F5 2j FS * o Q 3 DOE OF PAVEMENT PROJECT BOUNDARY SGALE: 1 I NGH 50 FEET 05/0q/q4 °PAC* Rate C 6OCumENT sf OKANE COUNTY ENGINEER'S OFFICI l 1 L FROJECT # , .VAT - SUBMITTAL # RETURN TO COUNTY ENGINEER LESEND DRYWE.L I"1 +0 i8 +oo CURB GU1 11=R Ic 20+00 7~ E 0 r) 0 0 2 v35 -C9 1-- al a �r dJ 61 li in m m Ire t� -� n N r� 1 n t v m o N m 0 m t �! N _ --- -. m 0 0 m 0 t r �1 i � ., �( t ``V m �r tsCS N i re N t N 0 - t V N �. >n _ N 0 0 t N o P m o z 2055 2 ti L 1=T — � — _.� FINIW�IED SURFACE F5r.," F5 029.8 85.43 B G EXI5TIN6 GROUND ..._. -L_ 2030 4) 4Yi k AD //y 1 ,1)4 . N �/I a al IA E-4 C� A .. , ---.__ r ,� 2029 1 zee ra � W P1 � S 2030 . O 50% �` (E.o.PJ _ c r —0.50% — — -- 2025 z iii 5 A8 w x 0� S Li 18 O 35 x GE I T�R1.- N� � -- INIS -IED SURFACE o N _ -- ----__ � ry er ■ ti `ip EX STN66 _ ---__ I ROUN D n h ry s k 0 p�b k , \a �2 0 o I 2030 -_ O N I, n� >� 0 a n �i x 0 � 2 2025 41111 11111.r. E.P. 2028 . 4. #9 6 'fi=G 2023.94 F.L. 2028.44 2025 0 D Z a W IU E-- _ x_ W Q E— cr . � <f' N m m m _ z o0 O W N N N m pQ m oo N fE� m m 0 0 o N o N N N m m p 0 0 N N -.� tr r L'f" O _m N m O N o 0 N O N N N. 0 N m 0 00 N NN .- � o is N N 0 NN cr. dJ CT (N N N 0 0 ( N .1 cS J N N O 0o NN N �. N to _ X W l] t7 _ z _ W RI 2035 x=s 2035 W �h V 17f1 — -- - . f 0 .5n I S IN6 6R D T OUN -_. ._.. +e n 2030 _ _ Z W r, W E Cn - Q C/) L`- R l SIT 030 _ PI I AGE N STIED SURF (E.o.P.) 2025 `" _-• ._ . r ,4' 2025 0 w �^� 0 H H Q 't ,. `. Q In 9,4 e I O O O m O O O O N N N -. m - � tr - � N O O O N N N N ....N -ma r Nm m es O� - N N ti) O_ O O OO N N ... N � m N O N m O N N -. -m E-.� cA N N O O N N �.. li N c q N N O O N ( N -�� c SJ cp N N O OO N N m h E - N cE� _ N X W _ N _ z _ iJ_ PRO FILE SCALE: — z O O O N N HORIZONTAL. 1"=50' VERTICAL: - 5 14 +65.5q BEGIN CONSTRUCTION ERECT TEMPORARY BARRICADE (SEE DETAILS) F5 2j FS * o Q 3 DOE OF PAVEMENT PROJECT BOUNDARY SGALE: 1 I NGH 50 FEET 05/0q/q4 °PAC* Rate C 6OCumENT sf OKANE COUNTY ENGINEER'S OFFICI l 1 L FROJECT # , .VAT - SUBMITTAL # RETURN TO COUNTY ENGINEER LESEND DRYWE.L I"1 +0 i8 +oo CURB GU1 11=R Ic 20+00 7~ E 0 r) 0 0 GRASSY SWALE 24" G.I. RING' AND &RATE - (1 I/2" MAX. GRATE OPENING) RIGHT OF WAY CONTROL JOINT '-4' x 48" DIA.' CONCRETE DRYWELL BARREL SECTION (OPEN BARREL SECTION) EDGE OF PAVEMENT STANDARD DETAIL 5 -1 NOTE: CROSS SLOPE OF DRIVEWAY TO MATCH CENTERLI NE/EDGE OF PAVEMENT GRADE. - CONCRETE GRADE RIN65 AS NEEDED GROUND LINE- TIMBER BLOCK SHALL BE TOE NAILED TO POST WITH A NAIL TO RESTRICT BLOCK ROTATION. an 09OO GUS() HATER MAIR/ 10' NORTH/EAST OF ¢. 5' MINIMUM COVER TYPE I AND 2 RAIL- 5/8" x W BUTTON HEAD BOLT WITH "1/32 OVAL GRIP, AND RECESSED HEX NUT TYPE 3' AND 4 RAIL- 5/8" x 25" BUTTON HEAD BOLT WITH 1/32" OVAL GRIP WITH`RICESSED HEX NUT OR 5/8" ROD THREADED BOTH ENDS WITH HEX NUTS POST AND BLOCKS' MAY BE 6" x 8" OR 8" x 8" TRENCH TIMBER OR 1^16 x 9 OR "C" SHAPE 5.815" x 4340" GALVANIZED STEEL UNLESS OTHERWISE NOTED. , FOR STEEL POST DETAILS SEE STANDARD PLAN "STEEL POST AND BLOCK FOR SEAMS GUARDRAIL." TREATED TIMBER POST AND BLOCKS MAY BE S-46 OR ROUGH SAWN. TYPE I ALTERNATE SHOULD. ONLY SE USED WHEN ANTICIPATED OVERLAYS' WILL REDUCE THE GUARDRAIL' HEIGHT TO LESS THAN 2' -O" DURING THE LIFE OF THE GUARDRAIL INSTALLATION, WHICH IS NORMALLY CONSIDERED 15 YEARS. N WASHINGTON STATE DEPARTMENT OF TRANSPORATION JAN. b, 1989 STANDARD PLAN G-21 VILLA I NTERIOR HEAP 5/8" x I l /4 "` BUTTON HEA SPICE BOLT- WITH 1/32" OVAL GRIP AND RECESSED HEX NUT. (8 REQUIRED PER SPLICE.) SCREW SLOT OR MILLED WRENCH SHOULDERS IN BOLT HEAD OPTIONAL. (N-5EAM) MAINTAIN 10' SEPERATION AVENUE MAINTAIN 10' �CPERATION AROUND ROAD BENDS SECTION SECTION 13/4 "4' POST BOLT WASHER FOR TYPE I AND 2 RAIL ONLY 6, �-- 2" ASPHALT PLANTMIX L--4" 3/4 "( -) CRUSHED ROCK BASE - 4 "() BALLAST -DEPTH BY SOILS TEST WOOD POST ASSEMBLY DETAILS TABLE A WOOD POST STEEL POSTS TYPE AUGER AND BAGKFILL AUGER AND DRIVEN BAG ! 6" 1 " 2, 3, AND 4 6" 1" " �.� 2� �: � .. ----- 2S5 MIN. _ ..:. - - - ��.�OS■�S I � 2SK MIP! '. *�'�� y. :gi p•vi�����j,.�. �. . r•i i i i i . i •s i i•i•i i •i •i•i •i •i • i•i i •S'n Ri • L i•� •i i i i•• • •�i s i i i i i i i i• ► 'a ` `� ` e`%�= Ooaoaoo• O • 000000•• — 2" ASPHALT PLANTMIX • O 000 o a 00000• a a a o•• 0 d -4" 3/4 "( -) CRUSHE o • 0 • D 0000 oo • d ri 000000• ROCK BASE 0 ' "/ �� OOooa000• . Goo o BY SOILS TEST rp� • • 0 0 _000000.0_ ' V' �`0) *Z. '. ��741:1, 00:0:74:44.24•241•00040.0.•!.. • i• • % iii! i! i!i!i °i!K�1[i�i���i i i i i �/ 1 AD �� dir 4 , 6 1 Oaaa00 D0 a0o a0o D aaaooa 0 000000 0000000 0000000 _ 0 0 a • 0 00noa • , 0 • 00 • 0 0000000 0 • • 00 00000 GRASSY SWALE AREA 1I' CURB CURB NOTCH DETA I L 2" ASPHALT PLANTMIX 0 0 0 00 0ODD000D 0 0 oODDDODOOo 0 00000000,,, 0D00000 0 0000DDOb"0 I 0 000000 0 ODDDDDDp a _ 00000000 0 00 00000u0 0 DDDDD000 0 0000C1000 0 000�0�0 0 - 0_0_0_0_' GRASSY SWALE DETAIL PLAN VIEW WITH CURB AND GUTTER NOTE: DOUBLE DEPTH DRYWELL DEPTH MAY VARIE TO ALLOW FOR DRAINAGE. PORTLAND CEMENT CONCRETE CEMENT CONCRETE GUANITY = 0.041651 C.Y./LP. WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD PLANS F -5 CONCRETE 0 00DDa000 0000000 O 00000 CIO 00000000 00000000 . 0 0 00000000 0 0 O DDDODOa0 0c- 000001:100<-) 00000000 0 0ODD0000O 0 0 oD❑Opon 0000000000 -Si ttL TROWEL FINISH DETAIL SECTION A -A WITH CURB AND GUTTER THICKEN EDGE TO FULL DEPTH TO ADJA9 SI DEY� LK _.....__.. SECTION A- I. PORTLAND CEMENT CONCRETE SHALL BE GLASS' "B" CONFORMATION TO WASH DEPT. OF TRANFORMATION STANDARD' SPECIFICATIONS. 2. WEAKNENED PLANE JOINTS FOR PORTAAND CEMENT CONCRETE' SHALL BE PLACED AT 15' INTERVALS. 3. 1/2" EXPANTION JOINTS IN PORTLAND CEMENT CONCRETE SHALL BE PLACED AT 45' INTERVALS AND AT CURB RETURNS. 4. TYPE "M" CURB SHALL BE CONSTRUCTED OF 14-UTE PORTLAND CEMENT CONCRETE, GLASS "B ". THE FINISH SHALL BE STEEL. TROWLLED TO PROVIDE A DENSE, SMOOTH REFLECTIVE FINISH. j C/ TYPIG ,1 1' IN. %\ \j / %1 / DOUBLE DEPTH DRYWELL - 24" OF 2 "( -) WASHED GRAVEL ALL SIDES NOTE: DEPTH MAY VARIE TO ALLOW FOR DRAINAGE. RECEIVED APR 2 0 1994 SPOKANE COUNTY ENGINEER OFFICIAL PUBLIC' DOCUMENT SPOKANE COUNTY ENGINEER'S OFF SUBMITTAL 4 EXPIRES: 3/14/94 BENCH MARK—SOUTH EAST CORNER BRIDGE OVER SPOKANE RIVER AT SULLIVAN ROAD. ELEV. Ic186.16 INDIANA AVE SAL DWIN AVE. AUSUSTA :AVE. MISSION AVE. CLEAR VIEW TRIANGLE \-- PROJECT AREA (SW 1/4 SECTION 5,.T 25 N., R 45 E 1/(.M.)_ Sq SF 100' 6,136 SF 6;136 SF 9 100. SF 21 SF 6,521 SF \SG G IS 8,6c10 SF g7 8,815 Tiv 1,q25 SF tip N 8q °56'51° N TO BRIDGE TBM: SPIKE IN POWER POLE ELEV. 2033.51 3'06" E PPROX. LOC TO BE SET AS OMMERGIAL 682131 5F • 8:71 AG PERIMETER FE GE (SEE DETAIL) 10 6,136 5F 104' 3382 SF COMMON AREA 28 183 SF 25 SF 1 TITLE SHEET 2 INDIANA AVENUE 2A RI VERHALK: ENTRANCE HARMONY 'LANE 4 BALDHIN LANE AUSUSTA LANE 5 " MGM I LLAN LANE 6 BARKER ROAD STA. 10 +00.00 BARKER' ROAD LTA. 23 +00.00 P>. MISSION AVENUE LTA. 10 +00.00 DETAIL SHEET 10 DETAIL SHEET 24,820 SF 051 AG 10' FUTURE ACcUISITION (20, _ MISSION AVENUE (EXIST-INS 50 R.o W. 201/30 43 1 SF / CLEAR VIEH XRIANGLE - APPROX. LOCATION 3/8" REBAR TO BE SET AS TBM PRIOR TO CONSTRUCTION. q,335 SF b\ � 1 " / CLEAR VIEW TRIANGLE APPi3OX. LOCATION 3/8" REBAR ,tx TO-BE; SET AS TBM PRIOR TO / - CONSTRUG ION. TEMPO APPROX. LOCATION 3/8" REBAR TO BE SET AS -TBM PRIOR TO ONSTRUCTION. RY CUL -DE -SAC GENERAL_ NOTES - STREET SPECIFICATIONS AND GENERAL PROVISIONS THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FOLLOWING FINAL APPROVAL BY THE ENGINEER. IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL APPLICABLE UTILITY COMPANIES AND HAVE THEM FIELD LOCATE THEIR UNDERGROUND LINES. ANY DAMAGE CAUSED BY THE CONTRACTOR SHALL SE IMMEDIATELY REPAIRED BY HIM AT HIS EXPENSE. THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION 15 HEREBY ADOF ' 1 tD FOR THIS PROJECT. A ANY CONFLICTING UTILITIES SHALL BE RELOCATED PRIOR TO INSTALLATION OF ROAD OR DRAINAGE FACILITIES. B FOR CURB GRADES LESS THAN O.S% (0.008 FT/FT), A WASHINGTON STATE - LICENSED PROFESSIONAL SURVEYOR SHALL VERIFY THAT THE CURB FORMS ARE AT THE CORRECT DESIGN GRADE AND ELEVATION PRIOR TO PLACEMENT OF CURBING MATERIAL. FINAL GUARANTEE: ALL WORK SHALL BE AND 15 HEREAFTER GUARANTEED BY THE CONTRACTOR FOR A PERIOD OF ONE YEAR FROM AND AFTER THE DATE OF FINAL ACCEPTANCE OF ALL THE WORK BY THE OWNER. IF, WITHIN SAID GUARANTEE PERIOD, REPAIRS OR CHANGES ARE REQUIRED IN, CONNECTION WITH' THE SUARAN I ttD WORK, WHICH IN THE OPINION OF THE ENGINEER, 15 RENDERED NECESSARY AS THE RESULT OF THE USE OF MATERIALS, EQUIPMENT, OR WORKMANSHIP' WHICH ARE INFERIOR, DEFECTIVE,` OR NOT IN ACCORDANCE WITH THE TERMS OF THE CONTRACT, THE CONTRACTOR SHALL, PROMPTLY UPON RECEIPT OF NOTICE FROM THE OWNER, AND WITHOUT EXPENSE TO THE OWNER, (A) PLACE IN SATISFACTORY CONDITION IN EVERY PARTICULAR ALL OF SUCH GUARANIttD WORK, CORRECT ALL DtI- tCTS`THEREIN; (B) MAKE GOOD ALL DAMAGE TO THE SITE, OR EQUIPMENT THEREON, WHICH IN THE OPINION' OF THE ENGINEER, 15 THE RESULT OF THE USE OF MATERIALS, EQUIPMENT OR WORKMANSHIP' WHICH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THIS CONTRACT; AND (G) MAKE GOOD ANY 1NORK OR' MATERIAL - THE SITE DISTURBED IN FULFILLING ANY SUCH GUARANTEE. IF THE CONTRACTOR, AFTER NOTICE, FAILS WITHIN, TEN (10) DAYS TO PROCEED TO COMPLY WITH THE TERMS OF THIS GUARANTEE, THE OWNER MAY HAVE THE DEFECTS CORRECTED, AND THE CONTRACTOR AND HIS SURETY SHALL BE LIABLE FOR ALL EXPENSE INCURRED; PROVIDED, HOWEVER THAT IN EASE OF ANY EMERGENCY REPAIRS MAY BE MADE WITHOUT NOTICE BEING GIVEN TO THE CONTRACTOR AND THE CONTRACTOR SHALL PAY THE COST THEREOF. SUCH EMERGENCY REPAIRS SHALL BE MADE BY OTHERS ONLY IN THE EVENT THAT THE CONTRACTOR CANNOT BE LOCATED. DATUM: BRASS GAP AT SOUTH EAST GORNER OF BRIDLE OVER SPOKANE RIVER ON SULLIVAN ROAD. ELEV. = Ig8.6.16 THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTING ALL UTILITY COMPANIES BEFORE ANY CONSTRUCTION.' ANY DAMAGE TO UTILITIES CAUSED BY THE CONTRACTOR SHALL BE REPAIRED AT HIS EXPENSE. ONE -GALL (504)456 -8000 GRAPHIC SCALE 50 100 200 (SH 1/4 SECTION 8, T 25 N., R 45 3,:29 I ZONAL EXPIRES: 9/23/95 R CEI -D E W.M) DEC SPOKANE COUNTY ENGINEER - PERIMETER FENCE idklakftlIOMENT ' ENGINEER'S OFFIC PROJECT f . L E,T u SUBMITTAL L # ---- DAM STA. - TOP BERM ELEV. UPSTREAM TOE OF BERM DOWNSTREAM TOE OF BERM 2A. 1+46.01 2025.44 2025.46 2025.43 25 2 +21.01 202654 2026D6 2026.02 2G 3+00.00 2021.17 20266q 2026.65 217 6 +15.00 2030.12 2021b3 202gb1 2E 1+1510 - 202q.TT 202121 202125 2F 8+15.00 202817 2028.49 2028.45 26: 1 +15.00 " 202817 202761. 2021.65 2H 10+15.00 202731 2026.81 2026.85 2J 1 +15.00 2026.17 2025.61 2025.65 ' 2K 2 +15.00: 2026.41 2026.41 2026.45 2L 3 +15.00, 202777 202721 207125 2M 6 +65.00 ' 2030.01 202151 2024.56 2N 7 +15.00 > 2021.77 202421 202125 2P 15+15.00 2028P1 2028.44 2028.45 20 114.6120 202108 202622 2026.15 2R 11-36120 2027.08 2026.22 2026.15 CURVE - RADIUS LENGTH TANGENT DELTA RI 20.00' 31.43' 2001' , 90 °0152° R2 20.00' 31.41' 1111' 89 °58'08° R3 30.00' 40.10' 23.61' 16 °35'13" R4 22.00' 3158' 2525' 11 °52'01" R5 25.00' 5853' 24.23 88 °18'00" 126 20.00' 33.48' 22:14' 47 °20'24° Rl 22.00' 3456' 22.00' 10 °00'00° R8 ' 22.00' 3456' 22.00' 90 °00'00" T.F. , . 202720 0 +00:0. Ic +23.4 F.S. 20 B.G.R. 0+5652 TFG.;2026.84 18+84.10:5 STA. 0 +7500 F.S. 202654 2021.46 E.C.R. 0+56.48 T.F.G. 2026.84 OH POINT EL LOW POINT P.I .V.c.. _S P.I.V.G. E • 0.0 2026.2 TA = I +21.43 A =: ` +00 2025.15 1 +21.43 GEN INV. ELEV. 20 TYPE 2'GURB INV. ELEV. 20 TYPE 2'GURB POINT .15 INLET EXISTING GROUND FINISHED GRADE AD CENTER POINT 202621 INV. ELEV. 2026. 2 GURB`;INLET TYPE 2 CURB 1 FINISHED GRADE EXISTING GROUND EXISTING GROUND FINIGIII P GRADE 0 CENTER POINT . 2026.47 2 CURB +INLET TER POINT 4+35.00 INV. ELEV. '028.15 TYPE 2 ' a INLET POINT !: E.G.R. 4+11.21 T.F.G. 2024.00 T.F.C. 2028.86 B.G.R- 20+40.61 TF.G. 202871 5 +21.55 INDI I9 +14.01 H E.S. 2021.38 . 202727 2`GURB INLET E.G.R'I i+ T.F.G. 20 ARMONY LANE NA AVENUE 1 5 +64.47 CENTER INV. ELEV. 2024.1 TYPE 2 CURB: IN RMONY LANE 5+6851 CENTER P B.G.R. 4+40. f8 T.F.C. 2024.04 2.65! HARMONY INV. ELEV. 2021. TYPE 2 CURB IN 6 +25.00 CENTER INV. ELEV. 2021.6 TYPE. 2' CURB INL OINT T.F.G. 20 M.C.R. T.F.C. 202422 E.G.R' r 202q.21 B.C.R. 19+41.11 14 OINT STA. 6+15.00 F.S. 203050 6 +25.00 CENTER OINT INV. :ELEV. 2021.1 TYPE 2 CURB I R 5+66.56 Pt) 1 +25.00 GEN 0 INV. ELEV. 2 ( N TYPE `2 CURB LU 100.0 ' VC P.I.V.C. 5 A = 1 +00 P.I.V.G. EL = 2030:74 IGH POINT E = 2030.5 HIGH POINT TA = 1 +00 P.I.V.C. 5 A = 7 +00 P.I.V.G. ELE = 203035 100.0.' VG \STA.1 +25. F.S. 205050 P.I .V.C.' STA = +00 P.I.V.C. ELEV = 2030.14 10 iv ' VG 7 +25.0 CENTER POINT .2030.02 CURB' INLET 8 +25.00 LEN It . POINT q +25.00 GEN 7 8+25.00 GEN 1 tK INV. ELEV. 2029 TYPE 2 CURB. IN B.G.R. 1+63.10 T.F.C. 2026.66 M.G.R. T.F.C. 202828 E.C.R. 22 +3856 M T.F.G. 2021.10 OINT INV. ELEV. 20 TYPE 2'GURB IN MILLAN LANE 9 +25.00 CENTER OINT INV. ELEV. 2028.4 TYPE 2 CURB IN 10+50.00 GEN INV. ELEV.20 TYPE 2 CURB I 10 +01.20 IND =22 +8036 F.5. 2028.3 E.G.R 10+38.70 T.F.G. 2028.06 G T.F.G. 2027.g8 22+3836 McMI POINT IANA AVENUE cMILLAN LA N LANE 11 +50.00 CENTER INV. ELEV. 2026 1 TYPE 2 CURB 1 11+50.00 GE 11 +66.21 END F.5. 20210 ERECT TEMP (SEE DETAIL 2030 GRADE' OUT (T.F.G.) CONSTRUCTI I CADE GENTS' INE RARY BAR HORIZONTAL: I "=50 VERTIGAL= I " =5' PROFILE SCALE: EXISTING EDGE OF PAVEMENT ACCELERATION/ CORNER OF SEC. 8, T25N, R4514, W.M. AT STATION 10+00.00) 0 +30.00 JOIN EXISTING u✓ IMP ROVEMENTS / DECELERATION RAM' cam sHEET #6) \ 1 B.G.R. 18+84 BAR.CER ROAD 2027.15 T.F.C. 2027.46 T.F.C. 2026. 25' SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) STATIONS AND ELEVATIONS' FOR'GHEGK DAMS ACCELERATION/ DECELERATION RAMP (SLC sHEET '- PEP. RAMP STA. 0 +68.41 -STA. 0+6811 OFFSET 2650 ELEV. 2026.76 I+00 NEW RIGHT OF WAY LINE / FOR BARKER ROAD � - 5' FUTURE AC ION AREA T.F.G. `2027.02 L= 31.43' STREET AND B.G.R. 0+5652 T.F.C. ' 2026.84 PFD. RAMP STA. 0 +64.01 SPOKANE COUNTY STANDARD TYPE "B" DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE STA. 0+61.18 GRATE ELEV. 202636 OFFSET 28' RIGHT E.G.R'I1+64.10'BARKER ROAD 33 c. SPOKANE COUNTY STANDARD TYPE "A' DRYWELL WITH TYPE 4 METAL FRAME AND GRA 5 16:00 GRATE ELEV. 2025.86 OA; SET 28' LEFT -2A INV. ELEV. 2025:75 2 CURB INLET SPOKANE COUNTY STANDARD TYPE 13 DRYWEIL WITH 4 METAL FRAME AND GRA STA. / GRATE ELE / 2025.86 28' RIGHT 2 +00.00 CENTER POINT INV. ELEV. 202621 TYPE 2 CURB INLET 25 �M i5(TY JE PR T "BOUNDARY PG =2 +41.41 INV. 19 INV. TYPE 2 CURB INLET 2L +25.00 CENTER POINT I NV. ELEV. 2021.71 TYPE 2 GURB INLET 2 +25.00 CENTER POINT 4+50. GENItK POI INV. ELEV. 202827 TYPE 2 CURB INLET T.F.G. 2028.17 SPOKANE CdUNTY STAND TYPE "A" DRYWELL WITH TYPE 4 METAL FRA AND STA. 4+29.0 GRATE • . 2028 28 D OFFSET LEFT 1 4+35.00 GE, INT INV. 026 TYPE 2 M.G.R. T.F.G. 2028.86 E.C.R. 4+1421 T.F.G. 2021.00 L =2336' B.G.R. 4+40.18 T.F.G. 2024.04 L= 24.02' I L= 2.13' E.G.R. Iq +52b5 HARMONY LANE SPOKANE COUNTY STANDARD TYPE "A° DRYWELL WITH TYPE 4 METAL FRAME AND GRATE HARMONY LANE SPOKANE COUNTY' STANDARD TYPE °B DRYWELL WITH TYPE 4 METAL 192AME AND GRATE HARMONY LANE SEE `DETAIL A FOR RETAINING' WALL (SEE RIGHT) ELEV.= B.0 R. 20+40.61 HARMONY LANE T.F.G. 2028.71 5 +24.55., INDIANA AVENUE =11 ±14.01 HARMONY LANE F.5. 202138 ', E.G.R. 20+31.06 HARMONY LANE \T.F.G. 2028.16 j T.F.G. 2024.22 B.G.R. 5+62 42 /TF.G. 2029.61 L =2451' L =24.02' STOP 510N B.G.R. 11+41.97 HARMONY LANE T.F.G. 2028.1! A �-_ - 2030 -- INV. ELEV. :202 /.18 E 2 CURB INLET B.G.R 1 +63.10 T.F.G. 2028.66 - TYPE "B" CURB. SIDEWALK SPOKANE COUNTY STANDARD, TYPE "8' DRYWELL WITH TYPE. 4 METAL FRAME AND STA. 5+51.16 INV. ELEV. 2024 .61 TYPE 2 CURB INLET 6 +58.16 ELEV. 202922 E.G.R. 5+6656• T.F.G. 2024.10 SPOKANE COUNTY STANDARD 6+ . CENTER POINT INV ELEV. 2021.61 E 2 CURB' INLET / 414 $1, 1 W- 6202 MNIage. � , , k - - 2M I I\ \ \b +25.00 CENTER POINT TYPE "A" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE 1 +25.00! GEN 1 tt POINT INV. ELEV. 2030.02 t TYPE 2 CURB INLET i ' 2E STORAGE AREA 15" GLR INV. ELEV. 202127 TYPE 2 CURB` INLET � 7 +25 CENTER POINT INV. ELEV. 2030.02 TYPE ,2 CURB' INLET .G.M. DETAIL A (NOT TO SCALE) 1 8 +25.00 CENTER POINT INV. ELEV. 202127 TYPE 2 CURB INLETI 2. # CO SPOKANE 0•M • RD TYPE "5" • - YWF11 WITH TYPE 4 AL FRAME AND 6RA STA. '+6521 L =2426' TE ELEV 13' SIDEWALK, DRAINAGE, SLOPE, UTILITY, EASEMENT, AND LANDSCAPED TRACT. (SEE LANDSCAPED PLAN BY THE BERSER PARTNERSHIP, P.S.) 5555 i 1 +25.00 CENTER POINT{ 'INV. ELEV. 2028.41 TYPE 2 CURB INLET 26 L =1.15' 1 t k SPOKANE COUNTY STANDARD a TYPE "B' DRYWF 1 WITH M M 4 LANE AND GRATE E.G.R. 22 +38.36 McM!LLAN LANE + < INV. ELEV. 20 .61 10 +01.20 INDIANA : AVENUE =22 +80.36 McMILLAN LANE F.S. 2028.3 • PFD. RAP '( .0 00 C ST T P01 STA. 10 +21.06 �. EV. 20 T E L. ^6URB -!Nt 7" 10 +50.00 CENTER POINT INV ELEV. 027.41 TYPE 2 Gli 2H -, I 1 ; L, tG.R 10+38:10 . \� \ T.F:L�2028.06 L =24 - � -- M.GR. T.F.G. 2027.18 L =7.15' 103 B.G.R. 22+3836 McMILLAN LANE T.F.G. 2027.10 STREET AND STOP 51614 SPOKANE COUNTY STANDARD 11+00 EXTEND TEMPORARY EARTH BURM I' MIN. ABOVE EXISTING GROUND' AT PLAT BOUNDARY TO MANAGE STORM RUNOFF. TYPE °B° DRYWELL WITH SUBMITTAL # TYPE 4 METAL FRAME AND GRATE CURVE DATA FOR TOP FACE OF CURB GRATE'.ELEV 2026.14 OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT BOUNDARY 11 +66.21 END CONSTRUCTION /F.S. 2021.02 20 / ERECT I i=MPORARY BARRICADE (SEE DETAILS) (PLAGE CHEEK DAMS R ± 100' 014 CENTER AS SHOWN ON PLAN, TYP) SPOKANE GOUNTY STANDARD' TYPE "B" DRYWFI L WITH TYPE 4 METAL FRAME AND GRATE 1+54:O GRATE ELEV 2026.14 28' EXPIRES: 50 FEET RECEIVED '` 4 DEC i ` S RS comp El<r1 "�;:: R 0 +00.00 INDIANA AVENUE 1 BARKER ROAD F.S. 2021. (STATIONING ON 13ARKER ROAD BEGINS' AT THE 50UTHWEST 1/4 0+00 2+00 5+00 8+00 1+oo 11/23/14 .N A ■ I S -L DAM STA. TOP BERM ELEV. UPSTREAM TOE OF BERM DOWNSTREAM TOE OF BERM 2A 1+46.01 2025.94 2025.46 2025.43 2B 2+21.01 202654 2026.06 2026.02 2c 3+00.00 2021.11 2026.69 2026.65 2J 1+15.00 2026.11 202561 2025.65 2K 2+15.00 2026.91 2026.4q 2026.45 2L 3+75.00 2021.T1 21 20.29 202125 CURVE . RADIUS . LENGTH TANGENT DELTA CI 20 .00 31.43' 20.01' 6 10°0152" C2 20 .00' • 31.41 I'L' bq°58 1 BARKER ROAD FS 2021.c15 (STATIONING ON BARKER ROAD BEGIN5 AT The SOUTHWEST V4 CORNER OF SEG. 8, T25N, R45H, W.M. AT STATION 10+00.00) 1 IMPROVEMENTS EXISTING RIGHT 0 5' FUTURE ACQUISITION AREA - NEW RIGHT OF WA( LINE FOR BARKER ROAD ACCELERATION RAMP- EXISTING EDGE OF PAVEMENT 8 R = 115.0o, L 3bb IA 5 M.C.R. T.F.G. 2021.02 B.C.R. 0+56.52 T.F.C. 2026.84 / -0+61.01 E.C.R. 0+56.45 T.F.G. 2026.54 - L=31.411_ T.F.G. 2021.18 B.C.R. 18+64.01 BARKER ROAD EN1 E4Z-POINT , SPOKANE COUNTY STANDARD TYPE 13 DRYNELL 1-11114 TYPE 4 METAL FRAME AND 6 STA. 0+56.4?' GRATE ELEV. 2026. OFFSET f3' R.I6HT SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH 6 1 'TYPE 4 METAL FRAME AND CRATE 514,-+1 1-- TE ELEV. 202521 PROJECT 130UNDAIZY- ePA 5=14 ° T 26 0F 4 17/ 1/4:EIF 25 SIDEWALK, PRNNAGE, SLOPE, AND UTILITY EASEMENT (TYP) 2+00.00 CENTER POINT )INV. ELEV. 202621 TYPE 2 CURB INLET' VARIANCE APPROVED CONCERNIN6 IRRBSULAfZ RleHT OF HAY 2+88.00 CENTER POINT TYPE 2 CURB INLET INV. ELEV. 2026.41 ELEV. 2025.15 'Es2-00R54N661 1 - 2K T \2+25.00 CENTER. POINT INV. ELEV. 2026.47 TYPE 2 CURB INLET SPOKANE COUNTY STANDARD TYPE "5° DRYI^F11 H1114 TYPE 4 METAL FRAME AND GRATE GRATE ELEV. 2025.86 3+00.00 END GRASSY 51^1ALE, !NORTH SIDE OF INDIANA ONLY PROJECT BOUNDARY \ - 6' SIDEWALK \ 13' SIDEWALK, DRAINAGE, SLOPE, UTILITY, EASEMENT, AND LANDSCAPED TRACT. (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, RS) VARIABLE-- (2.5 MAX.) EXISTING CENTERLINE PROJECT BOUNDARY ENTRANCE SIGN • - .'",- 5' ACQUISITION AREA NEW RIGHT OF 1^LAY LINE FOR BARKER ROAD \ . ' EXISTING RIGHT OF ___ \. EXISTING CENTERLINE OF BARKER ROAD , ‘ EXISTING RIGHT OF HAY .. DETAIL A CURVE DATA FOR TOP FACE OF CURB SECTION A-A - ELEV.= T.F.C.-0138 VARIABLE (25' MAX.) \--SEE DETAIL B FOR RETAINING WALL (SEE RIGHT) STATIONS AND ELEVATIONS FOR CHECK DAMS SECTION BLS TYPE "B" CURB SIDEWALK SIDEWALK - RIGHT OF WAY - 13' SIDF_WALK, DRAINAGE, SLOPE UTILITY, EASElvfENT, AND LANDSCAPED TRACT. -\ RECEIVED FEB 23 1995 SPOKANE COUNTY ENGINEER _ DEC I,iS - SPOKANE COUNTY ENGINEER I OFFICIAL PUBLIC DOCUMENT "SpOKANE COUNTY ENGINEER'S 0 OR1\JAL pa,[4, 0JErT # SUBMITTAL it LESEND STOP AND STREET SIGN ' 0+00.0 Ic1+23.ci: F.S. 20: EC.R. 19+64.10 B T.F.C. 202120 S.GR. 18+64.01 5 T.F.C. 2027.52 T.E.G. 2021.18 B.G.R. 0+5652 / • T.F.C. 2026.84 E.G.R. 0+56.48 T.F.G. 2026.84 P.I.V.G. P 1 \/ Fl 100.0 DW POINT EL LOVI POINT P.I.V.G. s P.I.V.G. ELE = 2026.24 TA 1+21.43 A = 1+00 = 2025.5 IN\/. ELEV. 2 TYPE 2 INV. F1 F\ TYPE 2 POINT 25.15 INLET ENTER POINT 202627 R13 INLET EXISTING GROUND FINICAILD GRADE INV. ELEV. 2026. TYPE 2 CURB INL 2+88.00 CEN EXISTING GROUND FINISHED GRADE ■3+25.00 CENTER EXISTING GROUND FINISHED GRADE 2+25.00 CENTER fl 10+ =16 F.S. E.G.R. 15 +90.08 MI T.Y.G. 2034,85 0:00 HARM 13.GR. :16+65.08 i MI TF.G. 2034.77 M.C.R. T.F.G. 2034.41 B:C.R 1045153 : T.F.G. 2034.05 NY LANE AVENUE' M.G.R. T.F.G. 2034.44 E.CR 10 +51.46 T.F.G. 2034.10 = 10 +50 ' =2033b7 I' VG }-- B.GR 11+53.57/ F.S. 2032.63 0 FCTORC $ 3z 65 EXISTING FINISHED F5.2031 B.C.R. 10 +35. E.C.R. 12 +25.57 'F.S. 2031.91 14-35.00 HA =10 +00.00 , F.S. 2030.k RIVER LANE E.G.R. la F.S. 202 RMONY LANE USUSTA LAN B.C.R 13+58.57/ F.S. 2030.18 , M.G.R. F.S. _2029. 7 .03' AUGUSTA LA FINISHED GRADE EXISTING GROUND FINISHED &RADE B:G.R? 10+35.97 STA. 15 +15.00, FS. 202816 , E.G.R 14+70.57 F.S. 2029.46 M.G.R. F.S. 2029.41 _OW POINT LOW' POINT S P.I.V.G. ST PI.V.G. Fl --- - 100.0 P.I.V;G. ST, P:I.V.G. BLE` iz 100.0 11-1-38.18 q +94.13 F.S. 202 E.C.R. 10+30.11 F.5. 2028.T1 ARMONY LAi STA. 16 +25.00 F.5. 2028.11 W B.G.R 11 +04.11 L F.S. 2029.00 0.80% M.G.R. F.S. 2028.89 ALDWIN LANE.. STA. 17 +15.00, F.S. 2021.18 -116-1 POINT `E HIGH POINT 5 P.I.V.G. ST P.I.V.G. �FI`F' -100.0 BV = 202(4.7( FA = 17 +85.38 = 18 +00 = 2030.05 V EG.R`11 +7455 F.S. 202950 M.C.R. FS.s2029.13 B.G.R;10+318a BALDWIN LANE F.S. 202816 STA. 18 +25.00 P.I. 2025.6L. INT ELEV = INT STA = I Y.G. STA = i(4 ELEV = 20: 50.00' VG tr (.G. STA = a ;. ; ELEV = 20 50.00' VG m - 1.q4 $.GR. 4+9 TB 1 T.F.G. :2024.09 .M.G.R. T.F.G.' 2028.53 ,M.G.R. T.F.C. 2029.21 M.G.R. TF.G. 2028.86 B.G.R. 20+40.61 TF.G. 2028: II 1 HA ANA AVENUE B.G.R. 5 +62.42'. IN M.G.R. T.F.G. 2029.22 ,E.G.R` 20 +37.08 T.F.G. 2028.16 ANA AVENUE •27.62 MISSIO 2034.10 2035 FUTURE `SANDUSKY EXISTING GROUND E.G.R. 5 +66.56 IND F.S. 2028.46 DATA FOR !10 'd) G M.P., 15' LS. CULVERT STA. IN STA. OFFSET IN OFFSET OUT ELEV. IN ELEV. OUT GI 11 +62.62 11 +77.62 1950' Lb - i 1950' LEFT 2031.32 - 2031.02 C2 14+0762 14+22.62 19.50' Ltr I 1950' LEFT 2028.87 202857 G3 17 +2634 11+10.60 15.43' LEFT 19.43' LEFT 2027 .96 2027b9 EXISTING EDGE OF PAVEMENT EXISTING RIGHT OF WAY -\ 10 +00.00 HARMONY LANE =16+2162 MISSION AVENUE F.S. 2034.80 SAWCUT I' OF EXISTING PAVEMENT TO FACILITATE PAVEMENT INSTALLATION B.G.R 16 +65.08 MISSION AVENUE T.F.G. 2034.17 E.G.R;10 +63.03 F.S. 203177 11+00 11-1-c10.00 HARMONY LANE =10 +00.00 FUTURE SANDUSKY RIVER LANE F.S. 2032.55 FUTURE ACQUISITION 13 E.R. C 15+40.08 MI55 ON AVENUE /T.F.G. 2034.851 M.G.R. ( 12 STREET AND 1 /STOP SIGN } E.G.R. 10+51.46 F.G. 2034.10 G.R. T .G. 2034.44 L= 31.40' 8.GR 11+33.97; F.5. 203263 M.G.R. 'SPOKANE COUNT:( STANDARD L h. TYPE "B" DRYWEL TYPE 4 METAL FRAME AND ' 2 AVENUE SPOKANE COUNTY STANDARD TYPE "B" DRYWELL WITH TYPE 4 M FRAM AND FRA AND GRATE STA. 10 +40.00 &RATE ELEV. 203123 ' OFFSET 195' 12.161-1T E.G.R. 10 +36.03 FUTURE SANDUSKY`RIVER LANE F.5. 2031.77 12+00 STATIONS AND ELEVATIONS FOR CHECK' DAMS DAM STA. TOP BERM ELEV. UPSTREAM TOE OF BERM DOWNSTREAM TOE OF BERM 3A 18+2858 2028.80 202832 202827 3B 18 +70.14 202825 2021.78 2027.71 3G 19+02.13 202778 2021.32 2027.25 3D • 15+61.13 202838 2027.91 2027.54 TO DRAIN \E.GR."12 +25.57 F.S. 2031.91 L =31.40' \M.G.R F.S. 2031.84 10' SIDEWALK, DRA NAGE, SLOP AND UTILITY EASEMENT (TYP) GRADE TO DRA \14+15.I2 G2-1 W 500 °00'02 "W c 656.86' F 7755' 1i.GR .13+gB.911.43' -/ / F.S. 2030.18 L =3 SPOKANE COUNTY STANDARD TYPE '8" DRYWEL.L WITH TYPE 4 METAL FRAME AND 6' STA; 13+57.98 24 SKATE ELEV. 2025.69 OFFSET t7' RIGHT ' \SPOKANE COUNTY STANDARD TYPE 'A' DRYWELL WITH TYPE 4 METAL FRAME AND SKATE STA. 10+40.00 .GRATE ELEV. 203123' T OFFSET I95'sLE M.G.R F5.202977 SPOKANE COUNTY STANDARD TYPE "A" DRYWFI I WITH TYPE 4 METAL FRAME AND GRATE AUGUSTA LANE ` T 901 D�1RY E.GR. 0+36.03 AUGUSTA LANE, F.S. 202935 CURVE RADIUS LENGTH TANGENT DELTA Ht 22.00' 3458' 22.02 90 °03'08° 1-12 22.00' 34.54' 21.98'; , Bq °5652" Ff3 22.00' 3458' 22.02' 90 °03'08° 22.00' 3454' 21.98 89 °56 H4 52° H5 : 26.00' 37.04' 22.45' 81 °3105" Hb 23.00' 35.56' 22.44' 88 °35'01° M2 - 22.00' 3458' 22.02' S0 °03'05' M3 22.00' 3454' 21.98` 85°56'52" R3' 30.00' 40.10' 23.69' , 76 °35'l3° R4 22.00' 3758' 25.75' 97°52'01° R5 25.00' 3853' 24.2T 88 °18'00° R6 20.00' 33.98' 2274' 97 °20'24" "EDGE OF PAVEMENT •* TOP FACE OF CURB CURB DATA FOR EDGE OF PAVEMENT AND TOP FACE OF CURB: I4 +35.00 HARMONY LANE 1=10+00.0 AUGUSTA LANtt F.S. 2030. o 1 2031' SPOKANE GOUN STANDARD TYPE "B" DRY L WITH TYPE 4 METAL FRAME AND GRATE STA. 16 +26.00 GRATE ELEV. 20 .93 OFFSET IT LEFT 1 /SPOKANE COUNTY STANDARD TYPE "B" DRYWELL` WITH TYPE 4 METAL FRAME AND GRATE AUGUSTA LANE FS. 20 46 \ 6 L =3140' M.G.R. F.S. 2024.41 . STREET f SIGN ' B. GR 10+35 A f r F.S. 202935 STA LANE 37 SPOKANE COUNTY STANDARD I SPOKANE COUNTY. STANDARD TYPE 'B" DR WITH TYPE "B" DRYWFI 1. WITH TYPE 4 METAL FRAME AND GRATE TYPE 4 METAL FRAME AND &RATE STA. 15 +75.00 E1 AUGUSTA LANE GRATE EV. 2021.98 I 01T:T 15.5' RIGHT SPOKANE COUNTY STANDARD I TYPE "B" DRYWE.L WITH TYPE 4 METAL FRAME AND SKATE STA. 16+05.00 GRATE ELEV. 2027.84 OFFSET 155' :RIGHT 17 1-38.77 HARMOr LANE LANE 20201 ' 5 1202c4 4 EDGE OF PAVEMEI4 6521' E.G.R. 10 +3 F.S. 2028J. L= 46.00' L =1.35' B.G.R. I1+, F.S. 20 1 SPOKANE COUNTY STANDARD TYPE "B" DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE STA. 16+10.00 GRATE ELEV. 202823. OFFSET I95'RISHT SPADE TO DRAIN SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH: /// TYPE 4 METAL FRAME AND,GR STA. 14 +40.00 / &RATE ELEV. 20277G1� OFFSET 155' LEFT / P T= I8 +71.5 El 99 .1 v28�JG.IR. /5. . 0 11 BALDWIN LANE, SPOKANE COUNTY STANDARD TYPE ' DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE BALDWIN LANE • RIGHT' 18+00 I H.C.R. 4+9018 INDIANA AVENUE T.F.G. 20 \9.09 23 V-- B.G.R. 15 +47.97 S TYP. } T.F.G.20287I L= 24.02 .G.R.` 11 +7455 /SPOKANE COUNTY STANDARD F.S. 20,2950 TYPE "B" DRYWFI 1 WITH L=30.65. --- .._ TYPE 4 METAL FRAME AND &RATE TA. 15 +25.00 , M.G.R .Ta= ELEV. 2021.63 49,5` RIGHT M.C.R. T.F.G. 2028 L= 24.02' - L=2.13' - E.G.R. 15 +52.65 ‹T.F.G. 20287T 'STREET AND STOP SIGN L =968'- F.5. 2024.13 OF STREET SIGN ■B.G.R 10 +31.80 BALDWIN 1\(kNE F5. 2028.16 5 41 SPOKANE COUNTY STANDARD TYPE "B" DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE BALDWIN LANE f'- .RIGHT OF HAY SPOKANE COUNTY STANDARD /TYPE "A" DRYWFI 1 WITH TYPE 4 METAL' FRAME AND GRATE INDIANA AVENUE -- PROJECT BOt1NDARY E.G.R. 4+1929 INDIANA AVENUE T.F.C. 2025.00 M.G.R T.F.G. 2028.86 B.G.R. 20+40.61 /T.F.G. 2028 I I E.G.R. 5+6656 INDIANA AVENUE T.F.G. 2025:70 SPOKANE COUNTY STANDARD TYPE "A" DIRY14ELL WITH TYPE 4 METAL FRAME AND -RATE INDIANA AVENUE M.G.R - P.G. I1 +14.01 1c1+14.01 HARMONY LANE =5 +2(4.55 INDIANA AVENUE F.S. 202(4.38 E.G.R. 20+37.08 T.F.G. 2028.16 M.G.R. T.F.G. 202522 SPOKANE COUNTY STANDARD TYPE "B" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE INDIANA AVENUE 5 +62.42 INDIANA AVENUE T.F,G. 2029.61 ?.?R E.E 13' SIDEWALK, DRAINAGE, SLOPE, UTILITY, EASEMENT, AND LANDSCAPED TRACT. (SEE LANDSCAPE PLAN By THE BERGER PARTNERSHIP, P5.) SEG. 8, T251\1, R45E, H.M. 1/21/44 OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT # SUBMITTAL # RETURN TO COUNTY ENGINEER RECEIVED RECEIVED DEC 12199 FEB 2 SPOKANE COUNTY ENGINEER STOP AND STREET SIGN CHECK' DAM CURB INLET g +g4.I3 B 17 +38.7, F.S. 202 E.C.R. i1 +1455 F.S. 202450 NLDWIN LANE 10+50 = 2028.55 T EXISTING GROUND FINIGIICD GRADE M.G.R. F5.2024.13 B.G.R. 10 +31 b0 LOH POINT LOW POINT 5 P.I.V.G. S P.I V G: 50.0 P.117 G. 5 = 10+50 P.I V.G.' = 202855 N 0 � O �� G.B.'10+03.15 N F.S. 2029.28 i 2028.95 A =10+5358 = 10+50 = 2028.83 VG EXISTING "GROUND FINISHED GRADE EXISTING GROUND FIN151 ED GRADE -I% GRADE'- HIGH POINT HIGH POINT 5 5T P.I.V.G. 100 5 ME 100.( STA. 13+25.00 F.S. 2 030.48 I.V.G. `STA = 14+2: P.I V,C. ELEV = 2030 = 13+50 = .030.45 = 2031.01 A = 13+4444 ='13+50 = 2031.23 YG -- POINT ELEV = 2 'H POINT STA 14+. V.G. °STA = 14+ V.G. ELEV = 2030. °+-- 50.00' VG 0 STA. 13 +75.00 F.S. x2030.43 .i V.G. STA = 14+ V.G. ELEV = 2030 50.00' VG - B.G.R 14+91.14 VcMILLAN LANE F5. 203068 2030 E.G.R. 14+49:44 F5.2030.45 \M.G.R. F.S. 2030.82 \B.GR.. l4+31b1 F5. 2030.37 F.S. 203051 E.G.R. 14 +17.18 Mc F.S. 203121 c.MILLAN LAN 11LLAN LANE 10 +00.00' 14+35.00 F.S. 2030. E.C..R' 14+10.41 F.S. 2029.46 'cUGUSTA LA M.G.R. F.S. 2024.41 B.C.R. 10+35.41/ F5.202435 m N N m N 0 N N G.B. l0 +14. O N FS. 2024.821 B.G.R. 13+98.97 FS.t2030.18 HARMONY LANE M.C.R. FS. 2024.21 E.C.R. +10 +36.03, F.S. ; 2024.35 LOW POINT El LOW POINT P.I V.G. `5T P.1 V.G. EL£ k. 50.0 t r + V �. v' = 2024.6I TA = 10+45 t = 10+50 = 2024.46 ' VG - - EXISTING'GRO - EXISTING' GROU EXISTING GROU FINISHED GRAD 11 +25.00`E D GONSTRUG 2030 I " =50' HORIZONTAL: B.G.R. 11+04.11 f F5. 2024.00 CURVE RADIUS L}316TH TANGENT DELTA BI 22.00' 3228' 19.84' 84 °04'44" $2 22.00' 31.4.8' 25.12' 97 °34'03 H5 26.00' 31.04' 22.45' 81 °31'05" H6 • 23.00' _ 3556' 22.44' 88 °35'01 CURVE DATA FOR EDGE OF PAVEMENT 17 +18.41 HARMONY LANE 3` g +x4.13` BALDNIN LANE =11+3£3. HARMONY LANE F.5. 2024.56 F.S. 2028.84 E.G.R. 10+30.11, F5. 2028:T1 E.C.R. ' 11 +1455 X$ARMONY LANE F5. 202450/ 41 M.G.R F.5. 2 24.13 7/L =30.85' r B.CR. 10+31.80 I FS. 2028.16 r- STREET SIGN, F.S. 2024 \ E.G.R. 10 +30.11 F.S. . 028.77 M.G.R. F.S. 2025.84 3a =28.2.8' 5.6:R,..• 11+04.11 HARMONY LANE F.S. 2028.00 „SPOKANE GOt l4TY STANDARD TYPE 'B'= DRYWELL: WITH TYPE 4 METAL FRAME AND GRATE HARMONY LANE SPOKANE COUNTY STANDARD TYPE "A DRYWELL WITH TYPE 4 -METAL FRAME AND GRATE STA. 14+25.00 GRATE ELEV. 2024.83 OFFSET 145' LEFT 10' SIDEWALK, DRAINAGE, SLOPE, k AND UTILITY EASEMENT (TYP) SPOKANE COUNTY STANDARD TYPE °A° DRYWL W ELITH TYPE 4 METAL FRAME AND GRATE STA. 10+53581 GRATE ELEV. 2028.17 OFFSET 145' LEFT _ - 1 �: h3 - - - A SPOKANE CO STANDARD TYP EL. TYPE 13" DRYWL TYPE 4 METAL FRAME: A G)\i STA. 10+53.58 GRATE EfV. 202847 QSET tT',RIGHT B.GR 14+91.14 McMILLAN LANE F.S. 2030.63 6' `SIDEWALK (SEE DETAILS) EDGE OF PAVEMENT COMMON AREA F.S. 2030 L= 24.61' €.G.R 14+44.44 �F.5. 2030.45 GB. 141164.11 / f„.5:'2025.88 / SIGN / B.G.R 14+34.67 F.S. 2030.31 L =33.66' M.C.R. F.S. 2030.82 • SPOKANE COUNTY STANDARD TYPE 'B" 1,RYW1a.1_ N1714 TYPE 4 METAL FRAME AND GRATE STA. 14+25.00 GRATE 'ELEV. 2024.83 OFFSET 14.5' RIGHT \SPOKANE COUNTY STANDARD TYPE "B DRYWELL WITH TYPE 4 METAL FRAME AND GRATE McMILLAN LANE PT = 14 +81 :71 qq 14 +81 :71 BALDWIN LANE =14+58.83 MGMILLAN LANE F.S. 2031.22 -- E.G.R 14 +11.18 McMILLAN LANE F5.203121 14 +33.93 McMILLAN LANE (°o°FJ X10' 'SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) 10 +00.00 AUGUSTA LANE =14+35.00 FIARMONY LANE F.S. 2030.10 14+15.12 HARMONY LANE ; ITY EASEMENT (TYP) b' SIDEWALK D (�1= ETAILS) S.B. 10 +14.00 F.S. 2024.82 EDGE OF PAVEMENT E.C.R. 14+10.47' HARMONY; 1 M.G.R F.S. 2024.41 L= 31.40' STREET SIGN F.S. 2024 B.G.R. 10+35.97 TYPE °A" DRYfFI t WITH TYPE 4 METAL FRAME AND GRATE STA. 10+36.03 GRATE ELEV. 2028.85 OFFSET I7 RIGHT F.S. 2024.11 L= 31.43' 25 SPOKANE GO STANDARD TYPE 'B" DR 1 WITH TYPE 4 METAL FRAME AND GRATE HARMONY LA r EC 202 3s .03 ----. b' SIDEWALK (or" DETAILS) OKANE COUNTY STANDARD CURVE RADIUS LENGTH TANGENT DELTA 1.13 22.00' 3458' 22.02' 90 °03'08" H4 22.00' ' 3454' 21.48' 8q °5.8'52" PRO.C-GT BOUNDARY SPOKANE COUNTY STANDARD TYPE °B' DRYWELL WITH TYPE 4 METAL FRAME AND GRATE STA. 10+45 .00 GRATE ELEV. 2028.83 OFFSET 195' LEFT 10 SIDEWALK DRAINAGE SLOPE AND UTILITY EASEMENT TYP 11 +25.00 END CONSTRUCTION EREGT TEMPORARY BARRIER F.S. 2030.5q (SEE DETAILS) CURVE DATA FOR EDGE OF PAVEMENT n �. :_ ;T: ,R.: IMPROVEMENTS SPOKANE COUNTY STANDARD TYPE °B" DRThILL WITH TYPE 4 METAL FRAME AND GRATE STA. 10+66.00 GRATE ELEV. 2028.44 OFFSET 145' RIGHT RECEIVED FEB 2 3 1995 SPOKANE COUNTY ENGINEER EXPIRES: 9/23/95 OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER SOFFICE LESEN1 STREET SIGN STOP AND STREET SIGN CURVE RADIUS LENGTH TANGENT DELTA BI 22.00' 37 . 2A' 1 84 °04'44 B2 22.00' 81.46' 25.12' 17 °34'03° R7 22.00' 34.56' 22.00' 0 10 °00'00 RB 22.00' • 3456' 22.00' qO °00'00" DAM STA. TOP BERM ELEV. UPSTREAM TOE OF BERM DOWNSTREAM TOE OF BERM 5A _- 18+25.00 - 2031. 2031.43: 2031341 513 21+50.00 _ ,2024156 2028.27 2028.16 50 21+50.00 202456 202527 2028.16 J= 15+6422 F5.2033.91 CENT INE 8 =16+50.61 F.S. 2033.14 OFFSET 27.14" " 16HT , OFFSET 20' LEFT D =15 +T1.g8 F5.2033.10 OFFSET 28.16' RI +60.11 MGR 203323 18.60' R16+1 A =16 +12.21 :PROJECT BOUND F.S. 2033.23 OFFSET 14.34' RI 1 =15 +18.85 F.5.2033.11 OFFSET 2126' 4.22 BE IN CONSTRUCTION F.S. 203431 OFFSET 2025' RIGHT 221 MGR 33.81 H =16+1431 F.5. 2033.01 OFFSET 44. b MGR .88 23' RIGHT' OFFSET 11 F =16+12.21 PROJECT BOUND F.S. 2033.23 16 +12.21 PROJECT BOUND F5. 203351 M.C.R. F.5. <2030.52 B.G.R 14+39 .61 F5. +1718 F.5.20 127. a ALDWIN LANE E.C.R. 1 B.C.R. 141+411.14'' 0', .5. 2030.68' -: 1 Mc =14+8131 IND E.S. 2031.22 P.LV.G. • 5 •' = 21+00 P.t V.G. = 2030.041 100...•VC 2. c I LLAN LANE IANA AVENUE P.I V. . = 21+00 P.I V.G. = 202q.81 100.0.' VG 1.0 POINT ELEV = 20 .15 LO POINT STA = 22 .33 .I V.G. STA = 2.2+ P..V.G. ELEV = 2027 • q E.G. T.F. 13.0.8 4 1+6 ;.10 .1.V.0. STA = 22+ I.V.G. e..e/ = 2027' 1 INDIANA AVEN 22 +80.36 MGMILLAN- LAN =10 +01.20 I DIANA AVEN E P.S. 20283 6.B.22 +6036 F.S. 2021. 00 0 m m m oa cV " .t V.G. STA = 22+ P I.V.G. ELEV = 202731 "V n O 50.00' VG EC.R`10 S10 !NDIANA AVE UE 5.0 " 22 +3836 'MGM! N LANE T.F.. 2021. • STATIONS AND ELEVATIONS FOR CHECK' DAMS EDGE OF PAVEMENT ** TOP FACE OF CURB 16 +13.410 RADIUS POINT OF TEMPORARY CUL-DE-SAC F.S. 2033.48 CURVE DATA FOR TOP FACE OF CURB AND EDGE OF PAVEMENT 10' SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP STA 6RA OKANE COUNTY STANDARD SPOKANE COUNTY STANDARD' TYPE "A" DRYWELL WITH TYRE 4 METAL' FRAME AND GRATE BALDWIN LANE S.G.R. 14+31 .61 BALDWIN LANE F5. 203031 $" DRYY LL WITH "4" METAL FRAME AND G1+11.62 FLEV 2030.11 LEFT F5. 203032 ALL STREET SIGN L =33.66'- E.C.R. 1 F.S. 203121 SPOKANE COUNTY STANDARD TYPE "5" DRYWELL WITH. TYPE 4 METAL FRAME 6RA BALDWIN LANE • PROJECT BOUNDARY 20+00 SPOKANE COUNTY STANDARD TYPE "B" DRYWELL N111-1 TYPE 4 METAL FRAME AND 6RATE STA. 22 +34.00 47 GRATE ELEV. 2026. OFFSET 1T LEFT 21 +13.15 SPOKA COUNTY STANDA TYPE 4 METAL FRAME AND ORATE PRC = i q +40.16 STA. 22+3 L . GRATE ELEV. 2026. OFFSET 11' RIGHT GK ►AM 55 14+49. BALDWIN LANE L= 29.6"1' GRADE TO DRAIN -- /LL Lt 178 (Ng) Qa 10 ING 4' G.M.P., 15' LONG STA IN INV IN STA OUT INV OUT 46 TYPE "A" DRYWELL WITH F.S. 203051 +26.141, OFFSET 1 RT 202 4 1+415 4 1, OFFSET 1 RT 202 SIGHT DISTA)GE EASEMENT 101 I iQ +58.83'Mc1-1ILLAN LANE 14+81.71 BALDWIN LANE P.5. 203122 100 13 :R 4 1+63.10 INDIANA AVENUE T.F.G. 2028 .66 \� SPOKANE COUNTY STANDARD TYPE "B" DRYWELL WITH TYPE 4 METAL FRAME AND CRATE INDIANA AVENUE M.C.R. T.F.G. 20282E' 4$ L =2426' E.G.R. 22+3836 .F.G. 2027. L =7.15' 102 L =1.15' .G.R. 22+3836 T.F.G. 2027.410 L =24.26' STOP SIGN E.G.R 10 +38.10 INDIANA T.F.G. 2028.66 EDGE OF PAVEMENT F.S. 20 M.G.R. T.F.G. 2021. 6' SIDEWALK (ML DETAILS) / / 6.3. 22.036 X22 +8036 MGM I LLAN LANE =10 +01.20 INDIANA AVENUE F.S. 202834 10 +21.06 INDIANA AVENUE RIGHT OF WAY .,. , T ' S 1 3' SIDEWALK, DRAINAGE, SLOPE, UTILITY' EASEMENT AND LANDSCAPED TRACT (SEE LANDSCAPE PLAN BY THE BERSER`PARTNERSHIP, P.S. EXPIRES: ; 9 /23/95 1 INGH 50 FEET T25N, R45E, N.M. OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICI ORI '} PROJECT. ' (`rl SUBMITTAL RECEIVED DEC 1Z,I994 SPOKANE COUNTY ENGINEER ESEN1 STOP AND STREET 5I6N DRYWELL PEDESTRIAN RAMP 15+6422 BEGIN CONSTRUCTION F5. 203431 RETURN TO COUNTY ENGINEE• 1 1/28/ HORIZONTAL: I " =50' VERTICAL: E =T ( . RADIUS 1 LENGTH 1 TANSENT DELTA MI 22.00 3431' 2124' 8c1•3056 11 20.00 51.45 20.01 q0*0152" i:2 20.00 51.41 Icl.c14' 8c1°59'0,5" ot5o.qo 0111 INLET — 22+ pRADE BREA CENTERLINE 10+5052 START TAPER 10+3c1.10 OFFSET 223' 121614T AT4T UNDERGROUND CABLE MANHOLE AND FIBER OPTIC. SISN SIDEWALK, DRA1NA6E, SLO SlPEi 15+88.02 END TAPER — EXISTIr D GROUN 14 .0 4500 CU INLET 15+25.00 "VRADE BREAK SECTION AND CENTER LINE 16+10.00 GRADE : L eilr.;1?.771v414 trf-AN r7 :0146.1 EXISTING EDGE OF PAVEMENT *-• ' ' '"' - • . • 44 + )- •••. • • • .• • • •• * NOTE/ • 1 SHADED AREA FROM MISSION AVENUE TO INDIANA AVENUE DENOTES IMPROVEMENTS TO BE CONSTRUCTED WITH RIVERNALK PHASE II OR PHASE VI, NHICI-IEVER OCCURS FIRST. 16+50.00 CU LIT( AND PHONE PEDESTALS L 11+34bI START/TAPER. / 18+84.61 END TAPER * NOTE GRADE ROADSIDE DITCH IN PHASE 1 TO DRAIN TO Df2TWELL AT STA 18+q0.00 STA. 0+61.18 INDIANA AVENUE VARIANCE APPROVED FOR. NON-CONFORMING I NTERSEGTI ON EPARATION DISTANCE 1c1+23.c12 BARKER ROAD = 0+00.00 INDIANA AVENUE 11 q+63.63 START TAPER 21+88.63 END TAPER EXISTING 21* AC. WATER MAIN 22+6850 MIDPOINT OF 12 PRIVATE DIRT DRIVE SHADED AREA FROM INDIANA AVENUE TO STATION 23+00.00 DENOTES IMPROVEMENTS TO BE CONSTRUCTED WITH RIVERIAIALK, PHASE II OR VI, WHICHEVER OCCURS FIRST. K) + OFFIC PIALIC DOCUMENT SPOKANE couNre ENGINEERS OFFIC ENGINEER 23 +00 24 +00 26 +00 27 +00 2q +00 30 +00 31+00 STA. 23+3250 OFFSET 15' RIGHT TO 16' DIRT DRIVE MAIN 0 NANCE ,4GGESS TO DRYWELL 2352.00 NOTE ALL SWALE CHECK DAMS ARE TO BE 1/2 FOOT ABOVE THE BOTTOM OF THE SWALE UNLESS OTHERWISE NOTED. 23 +35.63 ANGLE POINT FOR CURB, &UTTER AND SIDEWALK BI=G(N TAPER EXISTING EDGE OF PAVING CURB AND GUTTER INSTALL LANE REDUCTION TRANSITION SIGNS Pig —2 AND 1A14 -2 EXISTING RIGHT -OF -WAY b' SIDEWALK *1401 .SUADE'D AREA fRDM 3TA. 23 *OO.oO 1)c BJ D o-m5 cMPRDVENeNT3 TO 'SSE Cbt-tiTRucitO WI-Ctf. - T{.0 ' II OF, VI W+\lCtkEVET EXISTING PRIVATE DRIVE 25+69.00\ 5' ACOUISMON AREA RIGHT -OF -WAY 69.00 SECTION LINE 9500 EXISTING CENTER LINE 29+15.00 COMMON AREA SIDEWALK, DRAINAGE, SLOPE AND UTILITY EASEMENT P.U.A BOUNDARY '15.00 TEMPORARY SILTATION FENCE. TO BE MAINTAINED UNTIL GROUND COVER 15 REESTABLISHED. STA 31+00.00 ANGLE POINT FOR CURB, GUTTER AND SIDEWALK END TAPER CENTENNIAL TRAIL 3B SPOKANE COUNTY STANDARD TYPE "B' DRYWELL WITH TYPE 4 METAL FRAME AND GRATE GRATE ELEVATION = T. F.C. -(.80' OFFSET FROM S1.CT10N LINE 56' R BOA C�CHECK DAM TOP BERM ELEV. = T. FC. - 1.80. k ELEV.= TF:C.-230 510E SLOPES 3 :1. M, (. 0 cME..K DAM TOP BERM ELEV. = T.C. - 1.63 t ELEV = TfC. - 2.50 SIDE -OFES ' 3:1 MAX. SPOKANE RIVER NEST QUAR I tIt CORNER OF SECTION 8 LESEND STOP AND STREET SIGN EXPIRES: 9 -23 -95 ; O N ov 9 I SCALE I I � =50' OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFFICE PROJECT . Svi3MUTTAL #. PEDESTRIAN RAMP DRYNELL II/2q /q4 HORIZONTAL: 1 " =50' VERTICAL: I " =5' 2020 2025 2020 m N O ■ TINS SUR.F. A 1 11 11 , O N 0 N d N O 25 +25.00 N O O N O N 0 N P.I.V.G. 5T P.I.V.G. EL m N O AT m 0 N m N 0 N CENTERLINE 0 (V N cd N 0 N N N N 0 N c N O m 0 N 0 N N 0 N 0 N 0 0 '3 N cn 0 v- 0 0 N I '3 0 • • • t 0 N m 0 N N 0 N m 0 N D SURFACE •Ill• • N 0 N GROUND • SOUTH END I STA. 3 EDGE OF 8RI PROVEMENTS P +08.75 • 111 GE TERLINE 2020 2025 2020 RI &t-1T (T.F.G) DAM - STATION TOP BERM ELEV. UPSTREAM TOE ELEV DOWNSTREAM TOE ELEV 8A 11+45.00 2032.83 2032.33 203233 8B 12 +45.00 2032.83 2032.33 203233 8G 13+45.00 - 2032.83 203233 203233 8D 14+40.00 2032.83 2032.33. 203233 8E 15+40.00 20322i3 203233 203233 8F 11+60.00 • 2033.Iq 2032bq 2032bq 8G 18 +60.00 203331 20322'1 2032.81 CURVE 1 8iU 1 1 ENsh 1 TANGENT 1 DELTA MI 22.00' • 3431' • 2LSI' Sq °3056 ° 1-12 22.00 3458' 22.02' q0 °0308" M3 22.00' 3454' 21.88' Bq °5652° FENERAL NOTES GRAVEL BACKFILL 'QUANTITY FOR DRYWELLS TYPE "A" - 30 CUBIC YARDS MINIMUM / 42 TONS. TYPE "B" 40 CUBIC YARDS MINIMUM / 5b TONS. SPECIAL BACKFILL MATERIAL FOR. DRYWELLS SHALL CONSIST OF WASHED GRAVEL FROM r TO 3" WITH A MAXIMUM OF 5% PASSES THE U.S. NO. 200 SCREEN, AS MEASURED BY WEIGHT, MAY BE CRUSHED OR FRACTURED ROCK. THE REMAINING 1o% SHALL BE A MAXIMUM OF (O% NATURALLY OCCURRING UNFRACTURED MATERIAL 3. CONCRETE SLAB SHALL BE GLASS 3000 CONCRETE. 4. al STANDARD PLANS FOR PRECAST CONCRETE DETAILS. 5. ADJUSTMENT BLOCKS SHALL BE CEMENT CONCRETE. 6. • PRECAST RISER MAY BE USED IN COMBINATION WITH OR IN LIEU OF ADJUSTING BLOCKS. 7. SEE "TYPICAL GRASSY SWALE DESIGN" 8. "_ SC "TEMPORARY EROSIOWSEDIMENT CONROL" SECTION NOTE: CONSTRUCTION BASED ALONG SECTIONLINE 0+00 TO 25+3563, PTR.0M EXISTING . 23 +35b3 TO 35+63 LANE WIDTH TRANSITION TO EXISTING Ff Ol STA. 23+3513 TO 31+00.00 TYPE 4 GRATE COVER EXISTING PAVEMENT ±20' 10:1 MIN. TO .. FUTURE AGO ,, BOUNDARY TYPE "B" ; ' 'T/C - 130' MIN. SHALE DEPTH = T/C - 230 ASPHALT CONCRETE PAVEMENT GL °A" 4" '(MIN.) - 8-1/2" CRUSHED SURFACING TOP COURSE 30' X12' TRAFFIC 10' EASEMENT FOR SIDEWALK, UTILITIES, AND SLOPE 10' DRYWEL - TYPE 'A' STANDARD PREGAST 1 2' TRAFFIC 2% MIN. BARKER ROAD MISSION AVENUE TO SPOKANE RIVER T'PIGAL. ROAPHAY SECTION 11' GRASSY SWALE AREA 3.6' 4.4' MORTARED � ADJUSTMENT '' I ; RIN65 4 leP `r �� ISTURBED SOIL MORTOR 1N PLAGE FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS. 51 IOET 5-1 4' BIKE 4NE FROM THE OFFICE OF SPOKANE COUNTY ENGINEER ' MIN. ABRIG LINER SIDEWALK ELEVATION = E1P+02' 208 TREATMENT AND SNOW STORAGE lb' 2% MIN. FUTURE ACQUISITION 25' OR SLOPE CATCH POINT WHICHEVER 15 GREATER DRYV4ELL T/C + 0.2' LOCATE DRYHELLS AS SHOWN ON PLAN SEE GEN. NOTE I $ 2 GRAVEL BACKFILL. GRATE COVER GRATE ELEVATION = + 0.5' UNDISTURBED SOIL DRYYdELL h(PE 'B' - 6" CRUSHED SURFACING BASE COURSE STREET SECTION SEE NOTE 2 MORTOR IN ABRIG LINER METAL FENCE POST (TYP) - TRENCH L NE 11' GRASSY SHALE AREA - •- -4' -8" DIA. DRYWELL B AR PLAN I .•.■ "'..• "1..■ "1•■■ 1 ,••• uu• 1 S••■ 11••■ 1.••• 11 11••• 2 INCH X 2 INCH -14 GA. WELDED "HOG WIRE" FENCING T,3EI IIND FABRIC `' (TYP) 48 INCH . HIDE FILTER FABRIC MIFAFI 100 X TM OR EQUAL (FULL LENGTH) FASTEN TO H06 WIRE WMOS RINGS OR STAPLES. LAY FILTER FABRIC IN TRENGH, BAGKFILL HITH EXISTING SOIL (TYP) TEMPORARY EROSION / SEDIMENT CONTROL WHERE POSSIBLE, MAINTAIN NATURAL VEGETATION FOR SILT CONTROL. 2. TEMPORARY SILTATION FENCE TO BE CONSTRUCTED AROUND DRYkELL INLETS AND AT MAJOR INLETS TO SHALES 3. ALL SILTATION FENCES SHALE BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEANING AND/OR CONSTRUCTION 15 COMPLETED AND THE PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL. 4. PLACE ADDITIONAL HYDROSEI-PINS AS REQUIRED. 10' EASEMENT FOR SIDEWALK, UTILITIES, AND SLOPE 1 • 000000 . 0 • 0000000 • • 0 • 000000 0000000 0 0 0000000 • O 000000 0' 000000 ••• ° 0000000• -0 0000000• O 000000 0 0 0 °0 ° °0 WALL BANK ELEVATION =' E/P+02' b 1 /2 "-o- 3.114 DITCH SLOES AND SIDE SLOPES SHALL BE NO STEEPER THAN RATIOS SHOWN UNLESS RECOMMENDED BY A SOILS REPORT AND APPROVED BY THE COUNTY ENGINEER LIMITS OF EXCAVATION SLOPES HIGHER THAN 5' SHALL BE DETERMINED BY SOILS TESTING. 2. DRAINAGE SHALES SHALL BE HYDROSEEDED PER TYPICAL GRASSY SWALE DETAIL. " FC " C 3" (T(I'M.) fi r: 4 -f c; Dom► - } 5" (TYP) JP= P I -V 17=c1 ▪ -I ' 3" (TYP) ,. t CLEARANCE � .- DRAINAGE PORT I/2 " 1S4 BARS @ 10" EACH WAY SECTION D -D SECTION C -C 2.5' SECTION` "B-B" 4' 8" DIA. 2RAINAOE ORT FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-2 13' LANDSCAPE TRACT tsli 13' DRAINAGE SLOPE w AND UTILITIES EASEMENT TYP I GAL 55' NOTE 2 BASE DRAIN HOLE' DETAIL PLAN GENERAL NOTE: GONGRETE DRYWELL ITEMS SHALL BE CO■STRUCTED WITH THE BARRELS AND CONES REINFORCED WITH 0.12 SQ. IN. STEEL GRADE 40, PER LINEAL FOOT WALL, 2. TOLERANCE OF DIMENSIONS FOR DRAINAGE PORTS SHALL SE ±1/2" 3. EACH BARREL SECTION SHALL A MINIMUM OF 6 ROHS OF DRAINAGE PORTS VERTICAL AND MINIMUM OF 10 DRAINAGE; PORTS AROUND THE CIRCUMFERENCE OF THE BARREL. SECTION A -A 2.75' TOP OF RETENSION DAM TOP OF GRASSY SWALE C RASSY SHALE DES I S N SWALE BANK ELEVATION = T /G+02 BASE AREA NOTE: THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTAINING THE EROSION PREVENTION/SEDIMENT CONTROL MEASURES IN 6OOD WORKING CONDITION UNTIL THE VEGETATION <I5 ESTABLISHED AND DRAINAGE FACILITIES ADJACENT TO THE PUBLIC R/W ARE ACCEPTED BY THE COUNTY; AND THAT THE DEVELOPER SHALL THOROUGHLY GLEAN THE DRYWELLS PRIOR TO THE COUNTY'S ACCEPTANCE OF THE DRAINAGE' FACILITIES ADJACENT TO THE PUBLIC R/W. DRAIN HOLES = SHALE WATER RETENSION DAM DRYHELL PLACEMENT PER PLJ tJ-S SWALE BANK ELEVATION = E/P + 0.2' OR T/C + 02' CEMENT CONCRETE CURB, TYPE "B" GONG. SIDEWALK (TYPICAL) RETENTION DAM SECTION 5 -5 YDRO MULCH WITH HYDROSEED MIXTURE 60% BLUEGRASS 20% PERENNIAL RYE 20% ` FESCUE SEE NOTE. 26 3/16" 8' 5/4" 3/4" H H l f -- - I ri 1 x -1/2" 3/8 SECTION 20' i 6' I 3.5' 3 ' 3:J I' MIN. - 3" ASPHALT CONCRETE PAVEMENT - b" GRU.5I IEP SURFACING BASE COURSE D, ` 0 0 • 0 • aaaa0a • 0•• aaa000 0000000 0 0000000'' • O • 000000 ,„0 ° • 000000 °'' O • aaaaa00 0• 00000000 • : BBBBBB 0 • 00000D 0 0 ° 00°0000 0 0 2% MIN. FROM SPOKANE COUNTY DEPARTMENT OF AS SHORN ON PLANS PUBLIC WORKS SHEET A -I -•-2 7/32 SECTION LINE EXISTING PAVEMENT ±I2' EXISTING 20' 12'-• TRAFFIC STANDARD 2.75' GENERAL NOTES MIN. 'WEIGHT 116 LBS. CRATE - TYPE 4 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC I^IORKS SHEET B-15 • FUTURE ACQUISITION 10 :1 MIN 2% MIN. COPE TO 2% AGO. 13 0 - 61 7, 1D - OUNDARY TYPE "B" GURB TC - 1.00' ASPHALT CONCRETE PAVEMENT GL "A" 4" (MIN) 5 1/2" CRUSHED SURFACING TOP COURSE METAL FRAME 13' LANDSCAPE TRACT. ?. 13' DRAINAGE SLOPE, N ;A NDUTILITIE5 EASEMENT ;� 55' 325' SEE NOTE 2 GENERAL NOTES FRAME SHALL SE GRAY' IRON CONFORMING TO A.S.T.M. A48 -1O, GRADE 30. THE ORATE SHALL BE DUCTILE IRON CONFORMING TO A.S.T.M. A536 -64. GLASS SO -55 -06. 2. METAL FRAME AND GRATE TYPE 4 SHALL ONLY BE USED WHERE SHOWN ON THE CONSTRUCTION PLANS. IT SHALL NOT BE USED AT A CURB LINE. 3. DRAINAGE SLOTS SHALL' BE PLACED PARALLEL TO THE DIRECTION OF FLOW. 4. FIT TOLERANCE SHALL BE I /6" t 5 . YIELDING 15 NOT PERMITTED. 25' SIDEWALK, SLOPE, 10' { 25' OR SLOPE CATCH DRAINAGE, AND UTILITY POINT WHICHEVER 15 EASEMENT. GREATER 208 TREATMENT AND SNOW STORAGE 15' DITCH' SLOPES AND SIDE SLOPES SHALL BE NO STEEPER THAN RATIOS SHOWN UNLESS RECOMMENDED BY A SOILS REPORT AND APPROVED BY THE COUNTY ENGINEER _ LIMITS OF EXCAVATION SLOPES HIGHER THAN 5' SHALL 13E DETERMINED BY SOILS TESTING. 2. DRAINAGE SHALES SHALL BE HYDROSEEDED PER 'TYPICAL GRASSY SHALE DETAIL. 6' _, SIDEWALK 2% MIN. 5,1 TO SWALE DEPTH = - 2.00' GRATE ELEVATION = ; + 0.5' LOCATE DRYWELLS AS SHOWN ' ON. ` PLANS EXISTING GROUND )F1=ICIAL PUBLIC DOCUMENT S :ll <.ANE COUNTY ENGINEER'S OFFICE ORIQJ L PROJFCI rt S BMlErAL # 4 pr-1 t!RN TO COUNTY ENGINEER RECEIVED DEC 1V994 REC E LV E I YOKANE COUNTY ENGINEER FEB '231995 11/2c1/a4 CURB FACE CURB FACE GENERAL NOTES TEMPORARY CUL-DE-SAC WILL BE MARKED BY INSTALLATION OF GUARD RAIL OR. OTHER PHYSICAL BARRIER AS APPROVED BY THE COUNTY ENGINEER WITH "END OF ROADWAY ". SIGN WI6 -I. L- A DESIGN "A" 12:1 SLOPE 12:1 SLOPE SECTION 13-$ SECTION D -D STANDARD FROM SPOKANE COUNT( DEPARTMENT OF PUBLIC WORKS SHEET A -I0 DESIGN "C" PROJECTED BACK TO BACK 2' . ------ 6" (TYP.) -12:1 SLOPE *' CHORD LEGTHS AT BACK OF CURB. LANDING- FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -5 R =25� 12:1 SLOPE SECTION A -A SECTION G -G R =15' CHORD LESTHS AT BACK OF CURB. FLUSH I /2 "- (TROWEL FINISH SECTION A -A NOTES: DRAINAGE INLETS SHAI 1 1=3E OUTSIDE THE Wl IEELGHAIR RAMP. 2. TEXTURE FOR THE RAMP AND ADVANCE WARNING PANELS SHALL BE GREATER BY INSERTING A METAL GRID INTO THE NET CONCRETE. THE GRID SHALL NOT EXCEED A WIDTH OF I/2 ". CURB RAMP DESIGN SHALL BE SPECIFIED IN THE CONTRACT PLANS OR SPECIAL PROVISIONS. CURB RAMPS SHALL BE POURED INTEGRALLY WITH SIDEWALK AND SHALL BE ISOLATED BY EXPANSION JOINT MATERIAL ON ALL SIDES, EXCEPT AT THE SIDE ADJACENT TO THE ROADWAY. WHERE CONSTRUCTED ON STRAIGHT CURB, DESIGN "A DIMENSION REMAIN THE SAME AS SHOWN. TOP OF CURB ELEVATIONS SHOWN ON PLANS ARE PROJECTED TOP OF CURB ELEVATIONS THROUGH WHEELCHAIR RAMP AREA. DRYWFI 1 Z OR CULVERTS TO BE PLACED AS NEEDED TO PREVENT RUNOFF FROM OVERFLOWING PEDESTRIAN RAMP NEEDED. SIDEWALK CURB LINE GUTTER FLOW LINE RADIUS SPECIAL CURB INLET 4 REBAR' ® 10 "0/0 E.W. TYPICAL -TOP +!: BOTTOM SEE SECTION B -B TYPICAL BOTH SIDES -� 4 \ • m I/2" GUI I ttt FLOW LINE P-6" -TYPE B CURB STANDARD GUS INLET FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-9 12 PORTLAND- GEMENT CONCRETE FINISH GRADE SIDEWALK PAY LIMITS 17 " I" RADIUS • 4' 6" — 3' -10" 3' -10" 13/8" TIMBER BLOCK SHALL BE TOE NAILED TO POST WITH A !6D GALVANIZED NAIL TO. RESTRICT BLOCK ROTATION. 6. - POST AND BLOCKS MAY BE 6" x 8 OR b" x 8" TRENCH TIMBER OR W6 x q OR "G" SHAPE 5.875" x 4.340" GALVANIZED STEEL UNLESS OTHERWISE NOTED. FOR STEEL POST DETAILS SEE STANDARD PLAN S I ttL POST AND BLOCK FOR BEAMS GUARDRAIL." TREATED TIMBER POST AND BLOCKS MAY BE 545 OR ROUGH SAWN. TYPE I ALTERNATE SHOULD ONLY SE USED WHEN ANTICIPATED OVERLAYS WILL REDUCE THE GUARDRAIL HEIGHT TO LESS THAN 2' -O" DURING THE LIFE OF THE GUARDRAIL INSTAI L ATION, WHICH 15 NORMALLY CONSIDERED' 15 YEARS. UILET SWA GRADING ■DET,htL GENERAL' NOTES STANDARD CURBS WASHINGTON STATE DEPARTMENT OF TRANSPORATION JAN. 6, 1989 - STANDARD PLAN G -21 CONCRETE CURB INLET SIDEWALK PAY LIMITS _ PAY LIMITS 3" 8 " -- . CURB INLET SHALL SE CONSTRUCTED IN ACCORDANCE WITH ASTM G 478 (ASSHTO M 199) ASTM G ,AO UNLESS OTHERWISE SHOWN ON PLANS OR NOTED ON THE PROJECT SPECIAL PROVISIONS. 2. TOP SURFACE TO BE BROOM FINI51ICD. 3. ALL EXTERNAL EDGES NOT LABFI FD SHALL BE TROWELLED WITH 1/4" RADIUS EDGER. 4. SEE "TEMPORARY EROSION/SEDIMENT CONTROL" SHEET 9 OF 10 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SI IEET A -3 TYPE 1 AND 2 RAIL 5/8" x 18" SUTTON HEAD BOLT WITH 7/32" OVAL GRIP, AND RECESSED HEX NUT "TYPE 3 AND 4 RAIL- 5/8" x 25" BUTTON HEAD BOLT WITH 7/32" OVAL GRIP WITH RIGESSED HEX NUT OR 5/8" ROD THREADED BOTH ENDS WITH HEX NUTS GENERAL NOTES PORTLAND CEMENT CONCRETE SHALL BE CLASS 3000 CONFORMING' TO THE STANDARD SPECIFICATIONS. 2. WEAKENED PLANE JOINTS FOR PORTLAND CEMENT CONCRETE SHALL BE PLACED AT 15' INTERVALS. 3. 3/8 ". EXPANSION JOINTS IN PORTLAND GEMENT GONGRETE SHALL BE PLACED AT CURB RETURNS. 4. TO BE USED IN SPECIAL CASES WITH APPROVED OF THE COUNTY ENGINEER. CURBS SHALL. HAVE A LIGHT BROOMED FINISH. GUTTERS SHALL BE FINISHED WITH A STEEL TROWEL 5 /8" x 1 1/4" BUTTON HEAD SPLICE BOLT— WITH 7/32" OVAL GRIP AND RECESSED HEX NUT. (8 REQUIRED PER SPLICE.) SCREW SLOT OR MILLED WRENCH SHOULDERS IN BOLT HEAD OPTIONAL. 2, 3, AND 4 BEAM GU,4RDRA I LAWB - E,4M) SEE NOTES: 5, 6, AND 8 WOOD POST ASSEMBLY DETAILS EASEMENTf 10' R.O.W. 2" DEPRESSION AT FLOWLINE 1/4" PER FOOT 4" PORTLAND GEMENT- CONCRETE SECTION B-B 3/8" EXPANSION • JOINT DISTANCES TYPE MIN. MAX. RES. 16' 30' SECTION 5-13 EASEMENT L .EDGE OF PAVEMENT 6' - I 1/4" FOOT PER t _ 4" PORTLAND- , jv'i�' - • CEMENT CONCRETE \" J� SECTION A -A (DRAINAGE SHALE) (L DRAINAGE I _SHALE E Hf AL NOTES I. EXPANSION JOINT MATERIAL SHALL BE PLACED IN THE CENTER OF ALL COMMERCIAL DRIVEWAYS OVER 20' IN WIDTH. 2. EXPANSION JOINT REQUIRED IF POUR INCLUDES ADDITIONAL DRIVEWAY AREA. 3. CONCRETE FOR DRIVEWAYS SHALL BE GLASS 300 AIR ENTRAINED. 4. AI 1 EXTERNAL EDGES TO BE TROWELLED WITH 1/4" RADIUS EDGER SIDEWALK TO BE SCORED EVERY 5'. 3/8 EXPANSION JOINT TO BE INSTAI 1 ED EACH SIDE OF A CURB RETURN AND AT LOCATIONS WHERE SIDEWALK INTERSECTS 011 ER SIDEWALKS, DRIVEWAYS, AND CURBS. 6. THE WIDTH OF COMMERCIAL DRIVEWAYS MAY BE WIDER THAN SHOWN, IF APPROVED BY THE COUNTY ENGINEER FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEt 1 13-8 GENERAL' NOTES CURB INLET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 199) CURB AND # ASTM G 890 UNLESS OTHERWISE SHOWN ON A A GUTTER PLANS OR NOTED IN THE PROJECT SPECIAL w' ill PROVISIONS. , ............ —........ 2. TOP SURFACE TO BE BROOM FINISHED. 11111 ®111. lilt S TROWELLED WITH 1 4" RADIUS EDGER SHALL BE 4. DIMENSION "L" SHALL BE 3 SEE "TEMPORARY EROSION/SEDIMENT CONTROL" .I IEET 9 OF 10 .OFFICIAL PUBLIC DOCUMENT 'G ANc: COUNTY ENGINEER'S OFFICE PAM r: I # SUBMITTAL # RETURN TO COUNTY ENGINEER SPOKANE COUNTY ENGINEER EXPIRES: ` 9/23/95 3,0 No 1 I I/2vg4 BENCH MARK - SOUTH EAST CORNER BRIDGE OVER SPOKANE RIVER AT SULLIVAN ROAD. ELEV. 1 NP I ANA : AVE. MISSION AVE. EXISTING `ROW W PROJECT AREA (S1/4 1/4 SECTION 8, T 25 N., R 45 E W.M.) cf) ,382 5F 62,032 5F 1.42 AG 1,335 SF L- o COMMOt AREA (2026) 5' FUTURE GoUI SI TION AREA OMMERGI AL 682,131 5F B• q AG (2032) 41 5F 6 ,683 5F Ie ' 6;136 5F 104' 673,6 5F 38 215F 100' 3 - 6,521 5F 1481°56'51' W 24 �I ,6731 5F 215' 1,251 O q 45 1 ,383 5F b\ 44 ��' 43 Bp3g SF v-6� • 42 1409 SF y,1k % _ 1 41 /-' : 489 5F '1,73,1 SF , . ° 4a L % / / / \o g,OgT 5F 105 9,888 5F 107 c 1 : 1 8 1 5F 8,690 5F 1,125 5F B,IgI 5F LANDSC PRIVATE OWNERSHIP NOT A PART 3'06" E EXISTING ROW 0 0 627.62' SHEET STREET TO B SET AS TBM PRIOt2TO GO TRUCTION, 25 6,741 5F TITLE SHEET INDIANA AVENUE HARMONY LANE E3ALDNIN LANE AUSUSTA LANE MCMILLAN LANE BARKER ROAD STA. 10+00.00 BARKER ROAD STA. - 23 +00.00 MISSION AVENUE STA. 10 +00.00 DETAIL SHEET DETAIL SHEET • - PROX. LOCATION 5/8" "' BAR TO : T AS TBM P OR TO CONSTRUG O' CLEAR VIEW TRIANGLE APPROX. LOCATION 3/8" REBAR TO BE SET AS TBM PRIOR TO CONSTRUCTION. RY GUL -DE -SAG APPROX. LOCATION 3/8 REBAR TO BE SET AS TBM PRIOR TO CONSTRUCTION. 6ENERX. NOTES - STRCE I' SPECIFICATIONS AND GENERAL PROVISIONS THE CONTRACTOR SHALL GUARAN I t t ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FOLLOWING' FINAL' APPROVAL BY THE ENGINEER. IT HILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL APPLIGABLE UTILITY COMPANIES AND HAVE THEM FIELD LOCATE THEIR UNDERGROUND LINES. ANY DAMAGE CAUSED BY THE CONTRACTOR" SHALL BE IMMEDIATELY REPAIRED BY HIM AT HS EXPENSE. THE WASHINGTON' STATE DEPARTMENT OF TRANSPORTATION 15 HEREBY ADOPTED FOR THIS PROJECT. A. ANY CONFLICTING UTILITIES SHALL BE RELOCATED PRIOR TO INSTALLATION OF ROAD OR DRAINAGE FACILITIES. B FOR CURB GRADES' LESS THAN 0.e'% (0.008 FT/FT), A WASHINGTON STATE- LICENSED PROFESSIONAL SURVEYOR SHALL VERIFY THAT THE CURB FORMS ARE AT THE' CORRECT DESIGN GRADE AND ELEVATION PRIOR TO PLACEMENT OF CURBING MA I ERIAL. FINAL GUARANTEE: ALL WORK SHALL BE AND 15 HEREAFTER GUARANTEED BY THE CONTRACTOR FOR PERIOD' OF ONE YEAR FROM AND :AFTER THE DATE OF FINAL ACCEPTANCE OF ALL THE WORK BY THE OWNER. IF, WITHIN SAID GUARANTEE PERIOD, REPAIRS' OR CHANGES ARE REQUIRED IN CONNECTION WITH THE GUARANTEED WORK, WHICH IN THE OPINION OF THE ENGINEER, , I5 RENDERED NECESSARY AS THE RESULT OF THE USE OF MATERIALS, EQUIPMENT,', OR WORKMANSHIP JAI HIGH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THE CONTRACT, THE CONTRACTOR SHALL, PROMPTLY UPON RECEIPT OF NOTICE FROM THE OWNER, AND WITHOUT EXPENSE TO THE OWNER, (A) PLACE IN SATISFACTORY CONDITION IN EVERY PARTICULAR ALL OF SUCH GUARANTEED WORK, CORRECT ALL Dht THEREIN; (B) MAKE GOOD ALL DAMAGE TO THE SITE, OR EQUIPMENT THEREON, WHICH IN THE OPINION OF THE ENGINEER, 15 THE RESULT OF THE USE OF MATERIALS, EQUIPMENT OR WORKMANSHIP WHICH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THIS CONTRACT; AND (G) MAKE GOOD ANY WORK OR MATERIAL ON THE SITE DISTURBED IN FULFILLING ANY SUCH GUARANTEE. IF THE CONTRACTOR, AFT t_R NOTICE, FAILS WITHIN TEN (10) DAYS TO PROCEED' TO COMPLY WITH THE TERMS OF THIS GUARANTEE, THE OWNER MAY HAVE THE DEFECTS CORRECTED, AND THE CONTRACTOR AND HIS SURETY SHALL BE LIABLE FOR ALL EXPENSE INCURRED; PROVIDED, HOWEVER THAT IN CASE OF ANY EMERGENCY REPAIRS MAY BE MADE WITHOUT NOTICE BEING GIVEN TO THE CONTRACTOR AND THE CONTRACTOR SHALL PAY THE COST THEREOF. SUCH EMERSENGY REPAIRS SHALL BE MADE BY OTHERS ONLY IN THE EVENT THAT THE CONTRACTOR CANNOT BE LOCATED. DATUM: BRASS GAP AT SOUTH EAST CORNER OF BRIDGE OVER SPOKANE RIVER ON SULLIVAN ROAD. ELEV.. ig86.16 50 100 200 ( IN FEET ) 1 inch = 100 _ ft. 9/23/94 8/30/94 01 'CT PERIMETER FENCE E.C.R. Iq +61.06 B F.S. 202133, ACC M.G.R. 0 +34.77 F.S. 2026.11 ACC] B.G.R. 0+48.44 F.S. 2026.61 ACC INDIANA A BARKER R 7.15 B.G.R. 18+81.01 B FS. 2021.48, ACC M.G.R. 0 +35.11 F.S. 2021.05 ACC 2025 E.G.R. 0 +48h2 F.S. 2026b1 ACC. 1.06 5 B.G.R. F.S. 2 EGEL LANE G.B. 0 +3650 F.S. 2021.22 GEL LANE L/DEGEL LANE L/DECEL LANE +48.44 P.I.V.G. 5 P.I.V.G. ELE 100.0 .0W POINT EL LOW POINT P.I.V.G. 5 P.I.V.C. EL ° 100.0 P.I.V.C. S P.I.V.G. ELE A = 1+00 = 2025.11 VG ' VG A 1 +00 1 _ 2025.g1 B.G.R., q 0+69.01 o UND 6.009 H VARIANCE APPLIED FOR GONGERNIN6' IRRE6UL.ARI RIGHT OF WAY B.C.R. 4+18.25 T.F.G. 2021.15 M.G.R. 5 +10.26 T.F. 2021.00 iARMONY LANE NEW RISHT OF WAY LINE /FOR BARKER ROAD 6+00 7+00 -- PROJECT BOUNDARY 1' RIGHT OF WAY PROJECT :. SU8.'4 11 .'�AL 4 PROFILE SCALE: HORIZONTAL: l " =50' VERTICAL: I"=5' EXISTING` RISHT OF WAY -, 0 +00.00 INDIANA AVENUE Ia +23.12 BARKER ROAD F.S. '202`1.Q5 (STATIONING ON BARKER ROAD BEGINS AT THE SOUTHWEST 1/4 CORNER' OF SEC. 8, T25N, R451 W.M. AT STATION 10+00.00) 0 +30.00 JOIN EXISTINS IMPROVEMENTS EXISTINS EDS M.G.R. F.S. 2021.05 E. .R. 1 F : 20 .33 E.G.R. 0+48.62 F.S. 2026.61 B.G.R. 18+81.01 BARKER ROAD , F.S. 2021.48 ACCELERATION/ DECELERATION RAMP (SEE SHEET *6) B.G.R. 18 +84.10 BARKER. ROAD T.F.G. 202114 ACCELERATION/ DECELERATION RAMP (SEE SHEET #6) M.C.R. T.F.G. 2021.21 GB.O 50 F.S. 20 L= 31.41' - 5' FUTURE ACQUISITION AREA E.G.R. I1 +6 ARKER ROAD / T.F.G 27.12 M.C.R. T.F.G. 202131 7 -L=31.43' STREET AND /STOP SIGN TYPE 2 CURB INLET 25' SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) F�G.ORRUGATED METAL GORR1J ATED METAL 1 +50.00 END GRASSY SWALE, NORTH SIDE OF INDIANA ONLY Cur /FILL LIMIT5 (TIT) FADE TO DRAIN COUNTY UNTY STANDA TYPE "B" DRYWELL WITH TYPE 4 METAL FRAME AND RATE \ �\ STA. 1 +21.45 GRATE ELEV. 202531 OFFSET 28' RIGHT SPOKANE COUNTY STANDARD TYPE "B° DRYWFI 1 WITH TYPE 4 METAL FRAME AND GRATE STA. 0 +61.18 GRATE ELEV. 2025.68 OFFSET 28' RIGHT \2 +26b8 CENTER POINT TYPE 2 CURB INLET PROJECT BOUNDARY SPOKANE COUNTY STANDARD" TYPE °5 DRYWELL WITH TYPE 4 METAL RI STA. 1 +21.43 GRATE ELEV. 20 OFFSET 28' LEFT 3 +30.15 GENItK POINT TYPE 2 CURB INLET PG =2 +11.47 4+41.12 CENTER POINT T.F.G. 2028.86 4 B.G.R. 4+18.25/ T.F.G. 2021.15 . L=24.02'-/ M.G.R. T.F.G. 2021.00 1 L= 2.13'- E.G.R 11 +61.11 HARMONY LANE PROJECT 'BOUNDARY 5 +21.55 INDIANA AVENUE =11 +14.07 HARMONY LANE F. 2021.36 2030- 5+50.00 BEGIN GRASSY SHALE, NORTH SIDE OF INDIANA ONLY SPOKANE COUNTY STANDAR TYPE "8" DRYHELL WITH TYPE 4 METAL FRAME AND STA. 5 +51.16 GRATE ELEV. 202851 OFFSET 28' LEFT 6 +1558 CENTER POINT TYPE 2 CURB INLET L= 24.02' T.F.C. 2021.18 " - -1 =1b8 \STREET AND STOP SIGN B.C.R. 19 +49.68 HARMONY LANE T.F.G. 2026.10 ELEV. = BACK OF SIDEWALK + 0.2' TYPE "A" DRYHELL WITH TYPE 4 METAL FRAM STA. 5+61,15 GRATE ELEV. 2028. 4 Orr3ET 28' RIGHT \. 5' EASEMENT 10' SIDEWALK, DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) i N6 +23.65 CENTER POINT TYPE 2 CURB INLET .I�IIiIIN�IL I II I WAL KI In l FLOW LINE GRADE TO DRAW SECTION A -A (NOT TO SCALE) , , 3 RIGHT OF HAY 1 +36.51 CENTER POINT TYPE 2 CURB INLET Sr -\ _. �+2S.81 GEN 4 01NT TYPE 2 CURB INLET r 1+20.80 CENTER POINT 1 TYPE 2 CURB INLET STORAGE AREA 1:11-1.1 1 MP.ROVE ME NTS '1 - 1 +21.63 CENTER POINT TYPE 2 CURB INLET B.G.R. 9 +69.02 T.F.G. 2028.62 SP - O - RE GTANDARD / ]' TYPE °B" DRYWELL H1 TYPE 4 METAL FRAME AND STA. 9 +65.21 GRATE ELEV. 202151 L= 24.26' OFFSET 28' RIGHT M.C.R. 48 / I T.F.G. 2028.26 L= 1.I5' 5' EASEMENT E.C.R. 22 +41.86 McMILLAN LANE/ T.F.G. 2021.81 PROJECT BOUNDARY RIGHT OF HAY CUT /FILL ,1 UNITS (TYP) 1 +3251 CENTER POINT 1 / TYPE 2 CURB INLET 1 1 11 - 111 •_I 11 SIDEWALK 13' LANDSCAPED TRACT 10 +01.20 INDIANA' AVENUE \ (SEE LANDSCAPE PLAN BY =22 +80.36 McMILLAN LANE THE BERSER PARTNERSHIP, P. I F.S. 2028.34 STREET AND STOP SIGN 10+21.06 11 +2601 CENTER POINT TYPE 2 CURB INLET 10 +35.86 CEN 'gINT (TYPE 2 CURB INLET 10 +36.10 �� L =24 2 M.G.R. `SPOKANE COUNTY STANDARD TYPE °A° DRYWFI I HITH TYPE 4 METAL FRAME AND GRATE McMILLAN LANE \11 +13.13 CENTER POINT TYPE 2 C INLET (PLACE DAM t 10 S 0 HALE ' ON RETENTI GENTS N 5 SHOWN ON PLAN, P) T.F.G. 2021.18 N- L =1.15' 103 B.C.R. 22441.86 McMILLAN LANE T.F.G. 2021.81 / SPOKANE COUNTY STANDAR "B° DRYWELL HITH /T1'PE TYPE 4 METAL FRAME AND STA 11 +54.00 GRATE ELEV 2026.62 OFFSET 28' RIGHT CURVE DATA FOR TOP FACE OF CURB - PRO JEGT BOUNDARY F.S. 2021.02 GT TEMPORARY BARRICADE �\ EE DETAILS) SPOKANE COUNTY STA 112,9 TYPE 'Rr EL W ITH 'i• = °' 4 METAL FRAME AND G STA 11 +54.00 GRATE ELEV 2026.62 OFFSET 28' RIGHT DRYWELL \_ SHALE HATER RETENTION DAM NE COUNTY ENGINEER 51 T25N, R45E, 1/1.k. OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEER'S IET RN TO COUNTY ENGINEEF,- LE END E.C.R. 11 +61.11 T.F.G. 20283. T.F.G. TF.G. 202 B.G.R. 11+41.68 T.F.G. 2028.10 +60.11 021.66 HARMONY LANE P.I.V.G. S A = 7 +00 P.I.V.G. ELE= 2030.14 100.00 VG PT =6 +58.76 B.G.R. 1+61.02, T.F.G. 2028.62 E.G.R. 22+41.86 P T.F.G. 2021.81 cMILLAN LANE B.G. T.F.C. M.G.R. 10 +23.41 T.F.G. 2021.18 22 +4136 McMILLA 2021.81 0.80:6 (T.F.G.) . CURVE RADIUS LENGTH TANGENT DELTA . CI 20.00' 31.43' 20.01' 10 °01'52" C2 20.00' 31.41' 11.1x' 81 °58'08° G3' 20.00' 25.11' 15.13' 74 °13'I0" C4 20.00' 33.10' 22.42' q6 °31'55° C5 20.00' 31.48' 20.01' 10 °I I'22" G6 20.00' 31.52' 20.11' 10 °18'22° 2030 2025 2030 N r N O N O r71771 m N O O N 0 N m N 0 44. N 0 N 0 N 0 EXISTING GROUND FINISHED GRADE ■■■•._ awilOOlowsommlialm 08 5 +2155 INDIANA AVENUE =11 +14.01 HARMONY LANE F.S. 2021.36 0.SO% - EXISTING GROUND FINISHED GRADE N 0 EXISTING GROUND FINI',1ICD GRADE > w �'' -- Ll1 l3' N O ' s N O I 096 N cN O 0 0 O 0 N -100.0 P.I.V.G. 5 P.I.V.C. EL ISH POINT El EV = 2050.5 HISH POINT STA = 1 +00 P.I.V.G. S A = - 7+00 P.I.V.G. ELE = 2030.15 100. VG LL tT N O r '3 ( 0 • N O ;&.0.% 44111 10 +01.20 IND =22 +80.36 F.S. 2028.3 IANA AVENUE cMILLAN LAN 2030 2025 2030 2025 0 s z IL LEFT P.S. 2021.0 ERECT TEMP (SEE DETAIL 2030 RISHT .INS EXISTING EDGE OF PAVEMENT EXISTING RIGHT OF WAY-\ 10 +00.00 HARMONY LANE =16 +21.62 MISSION AVENUE F.S. 2034..15 SAWGUT 1' OF EXISTING :PAVEMENT -/ TO FACILITATE PAVEMENT INSTALLATION G.B. IO +25.00 5 F. 2034.39 1 t B.G F • 1 F.S. FUTURE ACQUISITION FUTURE. I MPROV N EL � S 13 E.C.R. 15 +4358 MISS1 AVENUE T.F.G. 2034.121 M.G.R. . 1 12 2o 54.44, 7- L= 31.43' B.G.R. 10 +4803 T.F.G. 2034.15 1 10 +58.03 ` STREET AND 2033 STOP 516N I - `- I0+51.41 E .R 10 +30.41 F. . 2034.26 - L =31.40' F.S. 034.41 16+6158 MISSION AVENUE 03456 :;:i.:::::::::_../.... :.: 79 1 -:._________ CUT /FILL LINT ITS CM)) / L= 31.40' SPOKANE COUNTY STANDARD TYPE "B" DRYWELL WITH TYPE 4 METAL FRAME AND .GRATE STA. 13+4 • GRATE ELEV. 2024.64 OFFSET I"1' RIGHT 10' SIDEWALK, PRA NAC4,` AND UTILITY EASEMENT (TYP) F5. 2021.36 B.G.R'14+00.91 2033 F.S. 2030.16 L=31.43'--/ M.G.R. / F.S. 2024:16 SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH TYPE 4 METAL FRAME AND &RA1 AUGUSTA LANE E.G.R. 10 +34.03 AUGUSTA CURVE RADIUS LENGTH TANGENT DELTA HI 20.00' 31.43' 20.02' 10 °03'08° H2 20.00' 31.40' I1.g8' 8q °5652° H3 20.00' 31.43' 20.02' 10 °03'08° H4 20.00' 31.40' 19.9B' 8q °56'52° H5 . 20.00' 28:71' 1152' 82 °25B0° Hb 20L 0' 31.03' Igbl' 88 °52'50" H1 20.00' 32.39' 21.00' q2 °4151° H8 2000' 2694' 15.96' T7 ° 11'01" EDGE OF PAVEMENT 1 * TOP FACE OF CURB 14+15.12 500 °00'02 'H 656.86' 15+00 CURB DATA FOR EDGE OF PAVEMENT AND TOP FACE OF CURB 14 +35.00' HARMONY LANE I 1=10+00.0 AUGUSTA LANE F.S. 2030. O 7 2031 SPOKANE COON( STANDARD TYPE "B" DRY L WITH TYPE 4 METAL FRAME AND GRATE I' TA. 16 +04.00 GRATE ELEV. 202.83 ',;OFFSET 11' LEFT 45T4T E.G.R. 1 F.5. 20 3b L= 31.40' \M.C.R. F.5. 2029.42 17 38.18 HARMONlY LANE ='1 +14.13 BALD141 LANE F.S. " 202(1.56 4 0 2021 5 2024 EDGE OF PAVEMEN4 - ■ 65.21' b' SIDE (SEE DETAI C =16 +56.86 11 +18.41 1 , Y A 65.21' L =4600` L =1.35' B.G.R '11+0 .89 F.S. 202 .04 2826' - y.C.R. .5. 2028.93 E.G.R. 10 +24.48 BALDHIN LANE F.5. 2028.81 SPOKA COUNTY STANDARD TYPE " DRYHELL WITH TYPE 4 METAL FRAME AND GRATE BALDWIN LANE 3 RIGHT 18+00 B.C.R. 444825 INDIMA'AVENUE T.F.G. 2029.15 2050 M.C.R. T.F.G. . ' L =24.02'- L =2.13' - E.C.R. 14+61.19 U.G. 202b.8b� CUT LiwI1 B.C.R. 19 +49681 T.F.G. 2028 ?0 STREET AND L = ` 1 . 6 B' STOP SIGN FILL (TYP) L= 24.02' M.G.R. T.F.G. 202q.18 SPOKANE COUNTY STANDARD I T h't ° A" DRYWELL WITH ��YYPPE 4 METAL. FRAME AND GRATE INb1ANA AVENUE B.G.R. 10 +28.81 BALDWIN LANE F5. 2028.15 E.G.R 5 +60.11 INDIANA AVENUE T.F.G. 202 28.46 11 +14.01 HARMONY LANE =5 +21.55 INDIANA AVENUE F.5. 202436 6' SIDEWALK (SEE DETAILS) \ 13' LANDSCAPED TRACT' (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, P.S.) I3' LANDSCAPED TRACT . (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, P.S.) 10' SIDEWALK, DRAINAGE, AND UTILITY EASEMENT (TYP) 8/26/14 EE o EJEC 1 2 i9 SPOKANE COUNTY ENGINEER RECEIVED AUG 1 1994 SPPKA' E:COUNTh E T URN TO COUNTY EN 1 fEE 11+00 12+00 13+00 14+00 16+00 11+00 z I- X W z m m z _ N LL : � m m O N m m m O N N m N m m 0 O N .r N m m o O N m m m O O N .., m m O O N o m O O N ... r m O O N N N tT• N O O N N _ cs m O O � �- N N O O N zr N N O O � r- N O O - cn O N O O N N cr m O 0 N 0 N m O ,O O N m 0 N m O O � N ►v m z � N _ O X N z _ � as W H � N a to ti +` 5 43.58 E.G.R. I MI A SION VENUE PIV .. IVC - 3 . .' EXISTING GROUND . T PIVG. L ,- IDOO • Ib o O _ 2 O 8 17 2 . � VG ,.n .VG P I. .ST P ELE _ IB 00 _ 2 2 O 1.r1 P i v d - A 11 2 O 5 0 o 25 1 7. 4 N O a W (!] W a \ T.F.G 34. 2 20 50.0 i VG W q w u 100.0 m VC. L 10+ 0.00 HARM M.G.R. 10 +34.94 EXISTING GROUND FINISHED &RAPE' - O + 14 35.00 H _ _ + 10 00.00 F.S. 2030.1 O . MONY _NE LA UGUSTA LAN FINISHED GRADE 1f) + t!1 v > - _ N -t� N w v CQ + v dJ w v + tl1 m V � m > p N W v � W � N cn W v v WW as 203 T.F.G. 4.44 O > m + > tS� -. 'd' m v to m . O v. > IQ IN IANA AVENUE 20 30 1-��T 2 5 T.F G. 034.1 NY LANE .. N > w + .. � > N m O V > W r, . O _N 0 . .2021.15 OW POINT E LOW POINT'S P.I.V.G. ELE I DO.O N w + 17 38.78 _ + 1 x4.13 F.S. 20 2156 = 20286 A = b+ 5 _ 2028.45 , VG A R MO Y N LA A LDWIN LA N try N N W E 5 � 465 + M.G.R. 14 T3.01 202 W a �° T.F.G. 2029 00 E.G.R ig+bllq T.F.G. 2028 8 .6 p I POIN E P IYG .I.V.G. L I�o.o EV = 2021.7 = + 00 _ - 2030.05 LOl^i P .I. P.LV. INT ELEV = A I .G. STA 11 25 .ELEV 20 50.00 VG 028.41 24.67 8.22 6.B. 19 +13.13 O 8.96 11 4.0? HA MON G�NT� I o � E-+ <i , � � Ib F.S. b2 5 2�. M I SID 2034. 203 AVENUE + .. N w is O b DO _ 2 028.17 VG vG GENTS NE 2030 6 . .B 10 28.00 V 10 50 _ 2033.15 500 + r V 1t7 N V lS N w ilk LS' N N Lu O N w v 1 I- X_ . 5 .. .G. ELE > � > 5 5 I F.S. `2021.36 I NA AV 2030 a •� w + B.G Ibbl 8 151 A U W N u-• P C T �o m N O m N N N N N N N _ O O -- O _ I8 0 2 2 O 1.rr O P P I V O TA 11 - _ LEV 2 O 50.00 VG _ tr � O r EIS ING G X T ROUND to S P.I. . GEE L r 100.0 25 7 .14 .. T P.I.V.G. ELE FS. 203456 203 _ . - .{ EL 2433.67 rr hh r 1000 V G C f-{ 2030 M.G.R to +1.6.63 G 30 FS. 2034.26. D O �J FINISHED "GRADE + CQ N > �+ .. U w N W B.G.R 11+088 V i + v W v > U1 m v O O N I w > O N W > > w O.ql 1 T.F.C. 2029.66 . RNA AVENUE 20 30 RI C��fT ,.n N + O _ m O to + 0 _ N b' m N�y O Fs . 20 29.04 O% nn ,. Q `� t =.0°P✓ > m v > _ 11 W R 10 B.G.R 14+00.91 " E + B.G.R. IO 33.11 G 4+6 .q7 FS. 2021 b S B.G.R 10+28 81 F5. 2028.18 E.G + .R I1 11.85' 2021.44 M.G.R 11 58.41 _ O 20 2� l� 5 2 F 030.16 15.2 G EGR ...102 4.9 FS .2028 .82 MG . .R I1 21.48 5 2 4.03 AUGUSTA LA g F. .2028 .93 BALDWI LAN N E T.F.G 20 T . F G O 2 I 24.18 +4 .68 . IQ q rnrn VJ GU57A LA E S F5 20 2g l ALDWIN LANE F.S. 202 3b TP.G. 20 28.10 !"� F.S. 2021.48 O z z o _ N O O m m O O N N m O O N m O O N m O O N m O O N 0 m O N O O m m O N O O O dJ N O ....N N aJ N ►� dJ N O O dJ 0 N O m O N m cs O N m O m N m N _ I-- N _ D tl� O - :VERY GA - EXISTING EDGE OF PAVEMENT EXISTING RIGHT OF WAY-\ 10 +00.00 HARMONY LANE =16 +21.62 MISSION AVENUE F.S. 2034..15 SAWGUT 1' OF EXISTING :PAVEMENT -/ TO FACILITATE PAVEMENT INSTALLATION G.B. IO +25.00 5 F. 2034.39 1 t B.G F • 1 F.S. FUTURE ACQUISITION FUTURE. I MPROV N EL � S 13 E.C.R. 15 +4358 MISS1 AVENUE T.F.G. 2034.121 M.G.R. . 1 12 2o 54.44, 7- L= 31.43' B.G.R. 10 +4803 T.F.G. 2034.15 1 10 +58.03 ` STREET AND 2033 STOP 516N I - `- I0+51.41 E .R 10 +30.41 F. . 2034.26 - L =31.40' F.S. 034.41 16+6158 MISSION AVENUE 03456 :;:i.:::::::::_../.... :.: 79 1 -:._________ CUT /FILL LINT ITS CM)) / L= 31.40' SPOKANE COUNTY STANDARD TYPE "B" DRYWELL WITH TYPE 4 METAL FRAME AND .GRATE STA. 13+4 • GRATE ELEV. 2024.64 OFFSET I"1' RIGHT 10' SIDEWALK, PRA NAC4,` AND UTILITY EASEMENT (TYP) F5. 2021.36 B.G.R'14+00.91 2033 F.S. 2030.16 L=31.43'--/ M.G.R. / F.S. 2024:16 SPOKANE COUNTY STANDARD TYPE "A" DRYWELL WITH TYPE 4 METAL FRAME AND &RA1 AUGUSTA LANE E.G.R. 10 +34.03 AUGUSTA CURVE RADIUS LENGTH TANGENT DELTA HI 20.00' 31.43' 20.02' 10 °03'08° H2 20.00' 31.40' I1.g8' 8q °5652° H3 20.00' 31.43' 20.02' 10 °03'08° H4 20.00' 31.40' 19.9B' 8q °56'52° H5 . 20.00' 28:71' 1152' 82 °25B0° Hb 20L 0' 31.03' Igbl' 88 °52'50" H1 20.00' 32.39' 21.00' q2 °4151° H8 2000' 2694' 15.96' T7 ° 11'01" EDGE OF PAVEMENT 1 * TOP FACE OF CURB 14+15.12 500 °00'02 'H 656.86' 15+00 CURB DATA FOR EDGE OF PAVEMENT AND TOP FACE OF CURB 14 +35.00' HARMONY LANE I 1=10+00.0 AUGUSTA LANE F.S. 2030. O 7 2031 SPOKANE COON( STANDARD TYPE "B" DRY L WITH TYPE 4 METAL FRAME AND GRATE I' TA. 16 +04.00 GRATE ELEV. 202.83 ',;OFFSET 11' LEFT 45T4T E.G.R. 1 F.5. 20 3b L= 31.40' \M.C.R. F.5. 2029.42 17 38.18 HARMONlY LANE ='1 +14.13 BALD141 LANE F.S. " 202(1.56 4 0 2021 5 2024 EDGE OF PAVEMEN4 - ■ 65.21' b' SIDE (SEE DETAI C =16 +56.86 11 +18.41 1 , Y A 65.21' L =4600` L =1.35' B.G.R '11+0 .89 F.S. 202 .04 2826' - y.C.R. .5. 2028.93 E.G.R. 10 +24.48 BALDHIN LANE F.5. 2028.81 SPOKA COUNTY STANDARD TYPE " DRYHELL WITH TYPE 4 METAL FRAME AND GRATE BALDWIN LANE 3 RIGHT 18+00 B.C.R. 444825 INDIMA'AVENUE T.F.G. 2029.15 2050 M.C.R. T.F.G. . ' L =24.02'- L =2.13' - E.C.R. 14+61.19 U.G. 202b.8b� CUT LiwI1 B.C.R. 19 +49681 T.F.G. 2028 ?0 STREET AND L = ` 1 . 6 B' STOP SIGN FILL (TYP) L= 24.02' M.G.R. T.F.G. 202q.18 SPOKANE COUNTY STANDARD I T h't ° A" DRYWELL WITH ��YYPPE 4 METAL. FRAME AND GRATE INb1ANA AVENUE B.G.R. 10 +28.81 BALDWIN LANE F5. 2028.15 E.G.R 5 +60.11 INDIANA AVENUE T.F.G. 202 28.46 11 +14.01 HARMONY LANE =5 +21.55 INDIANA AVENUE F.5. 202436 6' SIDEWALK (SEE DETAILS) \ 13' LANDSCAPED TRACT' (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, P.S.) I3' LANDSCAPED TRACT . (SEE LANDSCAPE PLAN BY THE BERGER PARTNERSHIP, P.S.) 10' SIDEWALK, DRAINAGE, AND UTILITY EASEMENT (TYP) 8/26/14 EE o EJEC 1 2 i9 SPOKANE COUNTY ENGINEER RECEIVED AUG 1 1994 SPPKA' E:COUNTh E T URN TO COUNTY EN 1 fEE 11+00 12+00 13+00 14+00 16+00 11+00 CURVE RADIUS LENGTH TANGENT ,DELTA BI 20.00' 28?1' 1152 82 °2530° 52 •' 20.00' 31.03' 1'1.61' 88 °5250° B3 20.00' 2828' rirn 83 °5248° 64 20D0' 34.15' 22.'14' r1 °4'1'36" GURVE RADIUS LENGTH TANGENT DELTA Al 20.00' • 31.40' I1.lb' 8g °5652° A2 20.00' 1 >31.43' 20.02'' q0 °03'08" CURVE RADIUS LENGTH TANGENT DELTA MI 20.00' 34.5' 22.14' 91 °49'36 M2 20.00' 29.28' 11.91' 83 °52'48' M3 20.00' 30.05' 1868' 86 °05'59' M4 20.00' 30.02' 18b5' 86 °00'41" LEFT GENT RIGHT (EDP) 2030 2035 2030 2025 I5 BE FS. H =16 +14.81 F.5. 2033.0 1 =15 +18.85 F.S. 2033.11 4.22 IN CONSTRUCTION 2034.31 6 =I6 +50.10 F.S. 2033.11 l6 +13.90 50' F =16 +12.21 PROJECT BOUND F.S. 2033.23 PROJECT BOUND F.S. 2033.51 STING GROUND M.G.R. I9 +33.94 F5. 2030.82 B.C.R. 14+41.93 F.S. 203034 E.G.R. I F5. 2 ALDWIN LANE +1935 E.G.R. 14+51. M.G.R. 19 +1552 F.5. 203058 BP.LDWIN LANE P.I.V.C. 5 P.I.V.G. 100.0 2A. I V G.` STA = 22+ I.V.G. ELEV = 2021 POINT ELEV = 20 POINT STA = 22+3 J.V.C. ' STA = 22 +2 .V.G. ELEV = 2027 .I V.G. STA = 22+ I.V.G. ELEV = 2027 E.G.R. 22 +41.86 T.F.C. 2021.89 B.G.R. 22+41.86 T.F.G. 2021.89 B.G.R. 9 +69.02 T.F.G. 2028.6 &s. 22 +6036 F.S. 2021.94 22 +8036' M =10 +01.20 I P.S. 20283 2028.01 INDIANA AVENUE MILLAN LAN DIANA AVEN NDIANA AVENUE =14 +801 IND F.5. 2031.22 2025 LEFT INE ■ PROFILE SCALE: HORIZONTAL :' "` 1 " =50' VERTI GAL: 1 " =5' ' DRYWELL WITH TAL FRAME AN GRA 9.16 . 2026.99 16HT CURVE DATA FOR TOP FACE OF CURB: AND EDGE OF PAVEMENT 16 +12.21 PROJECT F.S. 2033 16 +13.90 RADIUS POI OF TEMPORARY GUL -D 4 5AG F.S. 2033.98 NDARY 10' .EWALK DRAINAGE, SLOPE UTILITY EASEMENT (TYP 1 r=PED raF r,1 1.1 OT ES , 7' `.( 1MPROVEML NT S.G.R. 14+41.93 BALDWIN LANE F.5.2030.39 RIGHT OF WAY M.C.R. FS. 2030.82 L =33.66' E.G.R. 19 +1435 F.S. 2031.25 PGG = 16+12.21 .UT /F; /GL LIMITS (TYP) 6' SIDEWALK a8 (ACC .DETAIL) PROJECT 'BOUNDARY. E.C.R. 14+51:17 BALD F.S. 2030.41 M.G.R. F.5. 203058 L =29.61' B.G.R. 20+00 T.F.G. 2028.62 SPOKANE' COUNTY STA •ARD TYPE °B' DRYWELL WIT TYPE 4 METAL FRAME p GRATE INDIANA AVENUE M.G SPOKA E COUNTY STANDA TYPE ° TYPE 4 STA. 22 GRATE - OFFS C +58.83 McMILL4N LANE 14 +81.71 BALDWIN LANE F.S. 2031.22 101 goo 2028.26 L =24.26' R. 22+41.86 2030 202134 L =1.15' STREET AND STOPSIGN E.G.R. 10 +36.10 INDIANA AVEN T.F.G. 20 202a =10 +01.20 INDIANA AVENUE F.S. 202834 10 +21.06 INDIANA AVENUE 13' LANDSCAPED TRACT (SEE LANDSCAPE PLAN BY THE BERSER PARTNERSHIP, P.S.) UT .RE : VPROVE NT4 3' LANDSCAPED TRACT SEE LANDSCAPE PLAN BY THE SERER PARTNERSHIP, P.S.) 10' SIDEWALK, DRAINAGE, _51_0 P E AND UTILITY EASEMENT (TYP) EXPIRES: 9/23/94 8/25/94 RECLIVED DEC EA SPOKANE COUNTY ENGINEER RECEIVED AUG 3 1 1994 SPOKANE COUNTY ENGINEER OFFICIAL PUBIC DOCUMENT SPOKANE COUN#Y ENGINEER'S e'; 6.00 15+64.22 BEGIN CONSTRUCTION F.5. 11+00 18+00 RETURN TO COUNTY` ENGINEER IBM GENTS INE ECR 10+44.0 IO +2154 MISSIO F5 2034.28 EXISTING' GENTE INE GRADE g +23.(14 BARKER ROAD FINISHEIr GRADE -0. ' 055 0.1% BGR 0+48.4 MGR F5 2026. BGR 18 +81.0q B EXI .TINS GROUN Fs 2027.46 FINIS ED' GRADE BGR 0+48.62 INDIANA AVENUE F5 2026.61 MG F5 2027.05 -0.42% -0. • I% INDIANA AVENUE 14+61.06 13 202133 -0 : 6% ;ARKER'ROAD • MISSION AVENUE gr A +OQA TYPE I CURB IN EXISTING.DRYWFI FS 2 4MI5510 AVE 10 +44.02 B 034.63 10+34.10 OFFSET 223'!RI6HT AT4T UNDERGROUND GABLE MANHOLE AND FIBER OPTIC SIGN GATE VALVE 5' ACQUISITION AREA SIDEWALK, DRAINAGE, SLOPE AND UTILITY EASEMENT RIGHT OF AY 6' SIDEWALK r-- SECTION AND CENTER LINE EXISTING EDGE OF PAVEMENT 15 +1050 OFFS 26.8' RI POWER, POLE AND BELL PHO " PED. NOTE SHADED AREA FROM MISSION AVENUE TO INDIANA AVENUE DENOTES IMPROVEMENTS •" E CONSTRUCTED 'WITH RIVERWAYVILLA, 16 +52.20 OFFSET 21.1' RI6HT UTILITY POLE 1^1/STREET LIGHT AND BELL PHONE PEDESTAL GATE VALVE/ GRASSY SHALE 17 +.61.40 . POWER POLE AT*T FIBER OPTIC LINE VARIANCE APPLIED FOR CONCERNING NON- GONFORMINS NTERSECTION SEPARATION STANGE Iq +23.44 BARKER ROAD [WATER EL.Bow f = 0 +00.00 INDIANA AVENUE 11+13.48 BE6IN DECFI FRATION LANE/PHASE 1 02134 0 48.44 INDIANA AVENUE 56.52 INDIANA` AVENUE 4" 4)-20 L.F., GORRU&ATED METAL PIPE UNDER SIDEWALK 0 +16 .00 INDIANA AVEUE FLOW ELEV. 2025.18 4" 4)-20 L.F. CORRUGATED METAL PIPE UNDER SIDEWALK • 0 +56.00 INDIANA AVENUE FLOW ELEV. 20243E OFFSET E UTILITY AND PHONE PEDESTALS (NOT A PART) * NOTE # Y SHADED A ROM INDIANA' AVENUE TO STATION 23+00.00 DENOTES IMPROVEMENTS TO BE CONSTRUCTED NITH RIVERHAY VILLA, PHASE 5. EXISTING 21" AG WATER MAIN 22+68.50 MIDPOINT OF 12 PRIVATE DIRT DRIVE ATION EXPIRES: RECEIVED DEC 121 9Lt SPOKANE COUNTY ENGINEER RECEIVED AUG 3 1 1994 SPOKANE COUNTY ENGINEER 10 +00 11 +00 12 +00 13 +00 14 +00 15 +00 16 +00 1 +00 18 +00 Ig +00 20 +00 21 +00 22 +00 23 +00 OFFICIAL PUBLIC .DEE=R'OtOTT. SPOKANE COUNTY ENGINES #' kcE ORIINAL PROJECT # p �(A SUBMITTAL # 3 ENGNEER 2025 PROF SCALE: HORIZONTAL: 1" =50' VERTI GAL: 1" =5' LEGEND STOP AND STREET SIGN PEDESTRIAN �Y RAMP DRYWELL 6/31/44 E-+ 1 CENTERLINE RISHT ( T.F.C .) STA. 23+545 OFFSET 15' RIGHT T016' DIRT DRIVE -O.E 23 +35.63 ANGLE POINT FOR CURB, SUTTER AND SIDEWALK EXISTING EDGE OF PAVING CURB AND GUTTER -j STA. 23+50.42 OFFSET 35' RIGHT FIRE HYDRANT - STA.23 +35b OFFSET 27' RIGHT POWER POLE WITH TRANSFORMER - STA.23 +17.2 OFFSET 2' RIGHT POWER POLE WITH SWEET LIGHT 0.6O% 23 +00 24 +00 25 +00 26 +00 EXISTING RIGHT -OF -WAY gi b' SIDEWALK STA. 25 +213 OFFSET 31D' RIGHT TO POWER POLE WITH TRANSFORMER EXI AT STING SURFACE CENTERLINE STA . 6+10.06 ELEV 202130 STA 26+ qb5 INSTALL 35' CORRUGATE, METAL PIPE 4` ELEV 2022.00 5' ACQUISITION AREA RIGHT -OF -WAY STA 26 +24.28 ANGLE POINT FOR CURB, GUTTER AND SIDEWALK P.I.V.G. STA = 28+00 RI Y.G. ELEV = 20211 N N O N P.(.V.C. ST = 28+00 -+— 50.00' VG --� STA. 26+84.1 OFFSET 15' RIGHT TO 16 DIRT DRIVE TA. 27 +11.00 OFFSET 365' IGHT POWER POLE WITH TRANSF.'RMER AND BELL PHONE PEDEST SECTION LINE o` N N P.U.D. BOUNDARY STA. 28 +32.q OFFSET 37.8' RIGHT POWER POLE WITH SWEET LIGHT COMMON AREA SIDEWALK, DRAINAGE, SLOPE AND UTILITY EASEMENT 20' WIDE ACCESS GRAVEL DRIVE FOR CENTENNIAL TRAIL PARKING AREA. EXISTING CENTER LINE STA. 30 +11.4 : OFFSET 445' RIGHT POWER POLE STA 31 +80.60 ANGLE POINT • FOR CURB, GUI I ER AND SIDEWALK \ r EXISTING GROUND STATION 23+08.15 SOUTH EDGE OF BRIDGE --\ END IMPROVEMENTS 32 +00 1111111111E11111111011111111,01111111 Ar- e. • le AT*T GENTENIAL TRAIL AM FIBER OPTIC PINE SOUTH END IN STA. 2 EDGE OF BRIDGE PROVEMENTS 3 +08.75 t — STA. 31 +65.04 OFFSET 25' RIGHT OF SECTION LINE TO ATdT MAN HOLE HEST QUA!? I tK CORNER OF SECTION 8 SEG 8, T25N, R45 CENTERL1 NE ( EXPIRES: 9-23-94 PROF 5G ALE: HORIZONTAL: I " =50' RECEIVED JAN 18 Ira SPOKANE COUNTY ENGINEER 1 " = 5 ' LESEND STOP AND STREET SIGN PEDESTRIAN" RAMP DRYWELL _,54 BARKER AVE F.S. 20 M.G.R. FS. 2 B. FUTURE E.G.R. 10 T.F.G. 2034b3 FUTURE M.C. T.F.G. 20 SIDEWALK RAMP B.G.R. I6 +6158 034 .61 SW 1/4 CORNER OF SECTION 8 SHADED AREA IS TO BE CONSTRUCTED WITH FUTURE PHASE 3 OF RIVERWAY VILLA RELOGATE EXISTING STREET AND STOP SIGN AS REQUIRED AT4T FIBER OPTIG MAN HOLE. E.G.R. 10 +4154 BARKER AVENUE F.S. 203451 FUN' .:.G.R. 10 +55.15 T . 2034.54 I 10 +55.15 BEGIN CURB AND ON NORTH SIDE � IPA ' LL��i_ N ONLY „ e STAVIIIv !4 SIDEMALK RAMP B.G.R: 10 +31.61 F.S. 2034236 0+41.81 M.G. STA 10 +1225 BEGIN SIDEWALK ON NORTH SIDE OF MISSION ON 6' SIDEWALK ACQUISITION ARE SIDEWALK, DRAINASE, SLOPE AND UTILITY EASEMENT CURB AND GUTTER RIGHT -OF -WAY NOTE: SAWGUT I' OF EXISTING PAVEMENT ON NORTH SIDE TO FACILITATE PAVEMENT INSTALLATION B.G.R. 10 +43.03 HARMONY LANE FS. 2034.15 EXISTING RIGHT -OF -WAY M.G.R. F.S. 2034. L =31.4 E.G.R. 15 +13 EXISTINSP 03456 16 +6158 SHADED AREA IS TO BE "CONSTRUCTED WITH FUTURE PHASE 3 OF RIVERWAY VILLA 1.18 HARMONY LANE STA -16 +61.58 B.G.R. END OF CONSTRUGTI ON ATlT FIBER OPTIC LINE RECEIVED DEC 1994 SPOKANE COUNTY ENGINEER OFFiChtitiUtiCDOCutviENT SPOKANE COUNTY E W(VNE R 8 OFFICE LY.G. STA = 1 I.V.G. ELEV = 34.12 • R. 10+30.61 2034.11 M.G.R. T.F.G. 2034.44 .R. 15+13SH .G. 2034.12 ARMONY LANE T.F.G. 2034.15 M.G.R. F.S. 2034.41 E.G.R. 10+34.1 F.S. 2034.26 10 +00. F.S. 2 0.089% STOP AND STREET SIGN O GENERAL NOTES GRAVEL BAGKFILL QUANTITY FOR DRYWELLS: TYPE "A" - 30 CUBIC YARDS MINIMUM / 42 TONS. TYPE "B" - 40 CUBIC YARDS MINIMUM / Sb TONS. SPECIAL BAGKFILL MATERIAL FOR DRYWELLS SHALL CONSIST OF WASHED GRAVEL FROM I" TO 3" WITH A MAXIMUM OF 5% PASSES THE U.S. NO. 200 SCREEN, AS MEASURED BY WEIGHT, MAY BE CRUSHED OR FRACTURED ROCK. THE REMAINING 10% SHALL BE A MAXIMUM OF 10% NATURALLY OCCURRING UNFRAGTURED MATERIAL. 3 CONCRETE SLAB SHALL BE CLASS 3000 CONCRETE. 4. SEE STANDARD PLANS FOR PRECAST CONCRETE DETAILS. 5. ADJUSTMENT BLOCKS SHALL BE CEMENT CONCRETE. 6. PRECAST RISER MAY BE USED IN COMBINATION WITH OR iN LIEU OF ADJUSTING BLOCKS. 7. SEE "TYPICAL GRASSY SHALE DESIGN" GENERAL 3 i ce► o 1EEPAGE PORTS SEE DETAIL vv va 1 - M N. 2' -O TYPE 4 GRATE COVER 4 111 SEE SEN. NOTE 1 4 2 GRAVEL BACKFILL. EE STANDARD EASEMENT w SIDEWALK AND UTILITIES 1 0' sc- 17RThELL - TYPE 'A' 2% UNDISTURBED SOIL 3 :/ T MORTOR IN PLAGE 4 MORTARED . � ; ADJUSTMENT ; / RINGS LL 40/. Y\ -2% PRECAST DRYHELL FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B -I BARKER ROAD (SYM) , 11 LE I E RN I' GRASSY SHALE AREA 5' FABRIC LINER '", TI•IEri_ eNS 1' MIN. ,.D 12' z TRAFFIC AGP GL "A" AGP GL "E" 45' 12` TRAFFIC 2% MAX. CST& PER AL E TESTING m M N. M - 4' LAN 3 : N 0 SEE GEN. NOTE I$2 a BAG GRAVEL 4" (MIN.) TOTAL ACP DEPTH TYPE 4 ORATE COVER ■ 4" GONG. SLAB. SEE GENERAL NOTE 3 I0 :I i 4 • R/W -2% PE "B" CURB UNDISTURBED SOIL DRYNELL - TYPE 'B' 208 TREATMENT AND SNOW STORAGE lb' �- 11 ..f... E3ARKER ROACO FROM THE OFFICE OF SPOKANE COUNTY ENGINEER 14' 2% MIN. ASPHALT CONCRETE PAVEMENT, SEE NOTE I $ 2 28' FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC, WORKS SHEET A -I f. Iw MORTARED ADJUSTMENT RINGS FUTURE ACQUISITION -2% 251 DRAINAGE, SIDEWALK, SLOPE, aE UTILITY EASEMENT 14' 2% MIN. MORTOR IN PLACE SIDE 2% MAX.' MISSION AVENUE TO SPOKANE RIVER "TYPICAL ROADWAY SECTION 2" ASPHALT CONCRETE PAVEMENT 6" CRUSHED SURFACING BASE COURSE INTERIOR STREET SEGTIO FABRIC LINER —SIN 5,1 0.6 _ 48" DIA. 4 ' - 0 0 o O 0 o Do ♦ 0 000000 0 000000 0 0 aaoODD 0 000000 • DaaDDO . O ° 000000 0 aooaaDO • 000000 000000. 0 . 000000 0 000000.0 o 0 0 000000 • 3 !• a (7 P : P 1 = 1 r� DRYWELL BARREL ELEVATION 11 I/2" (TYP.) 6 V2" ITYP.) 4' -8" DIA. DRYHELL BARREL SEE NOTE 6 1 MIN. PLAN EASEMENT SIDEWALK AND UTILITIES 11' 10' GRASSY SHALE AREA 4' r- 0.5' GENERAL NOTES 3" (TYP) 5" (TYP.) — 43" (IYP.) 6 I/2 "- 3 1/4 "-- EDGE PAVEMENT OR EDGE OF SIDEWALK 1 1/2" CLEARANCE #4 BARS a 10" EACH HAY —I 4" SECTION D-P I. PAVEMENT MAY BE ASPHALT CONCRETE OR PORTLAND CEMENT CONCRETE AS DETERMINED BY THE COUNTY ENGINEER. 2 PAVEMENT, CRUSHED SURFACING BASE COURSE THICKNESSES' SHALL BE DETERMINED BY TRAFFIC LOADS AND SOILS VALUES. 3. DITCH SLOPES AND SIDE SLOPES SHALL BE NO 51 LEPER THAN RATIOS SHOWN UNLESS RECOMMENDED BY A SOILS REPORT AND APPROVED BY THE COUNTY ENGINEER EXCAVATION SLOPES HIGHER THAN S' SHALL BE DETERMINED BY SOILS TESTING. 4 DRAINAGE SHALES SHALL BE PLANTED WITH APPROVED GRASS SEED. 5 3/4" 5 3/4" 11 1/2" SECTION G -G 11 ? 12=9I= c i2c 2E2g® E7=1 IJ JAI i . 1. 4' -4" � Is 5" (TYP) (TYP) 4' -8" DIA. D —I" --611 DRYWELL BASE ELEVATION DRAINAGE PORT it STANDARD PRECAST DR fr4ELL DETAILS FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B -2 ®® ® ►s� ®111=1®® '-SHALE HATER RETENSION DAM` TYPICAL 3" (TYP.) "- - DRAINAGE PORT TYPICAL SHALE WATER RETENTION DAM VA . IES ■ i \ \\ / ' MIN. , -O I /� "\/// BASE AREA SRASSY SI"1ALE 0 ' 5.5' 3' 3 • GENERAL NOTE: 3' 35' 1' MIN. 3 :1 3' 10" BASE DRAIN HOLE DETAIL' PLAN I. CONCRETE DRYWELL -ITEMS SHALL BE CONSTRUCTED'HITH THE BARRELS AND CONES REINFORCED WITH 0.12 SQ. IN. STEEL GRADE 40, PER LINEAL FOOT HALL. TOLERANCE OF DIMENSIONS FOR DRAINAGE PORTS SHALL BE ±I/2" EACH BARREL SECTION SHALL A MINIMUM OF 6 ROHS OF DRAINAGE PORTS VERTICAL AND MINIMUM OF 10 DRAINAGE PORTS AROUND THE CIRCUMFERENCE OF THE BARREL. DES I C 10 ' SECTION A -A SECTION 5-5 SWALE BANK ELEVATION = E/P/ + 02' HYDROSEED MIXTURE 60% BLUEGRASS 20% PERENNIAL RYE 20% FESCUE 0.5' -- r J CEMENT CONCRETE CURB, TYPE "8" GONG. SIDEHALK (TYPICAL) DRAIN HOLES TOP OF GRASSY SHALE P.) 20' 2% MIN. ASPHALT CONCRETE PAVEMENT, SEE NOTE 1 2 3/4" 3 /16" X 1 /2" SQ. - COVER SKID DESIGN DETAIL NtISSION AVENU (SYM.) h,.. 2% MIN. 26 3/4" 34 I/8" SECTION A -A 2' TRAFFIC I/4" SQ. 21 5/8" 2b 3/8" 24" G.O. A 1( FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -I 1 30' 12' TRAFFIC BIKE LANE f 11 MIN. WEIGHT 168 LBS. FRAME TYPE 4 R/W 10:1 ' - AGP GL "A "I 4" (MIN.) — ACP GL "E" TOTAL AGP DEPT GSTG PER ' ALVE TESTING Or INDIANA STREET SECTION C5D MISSION AVENUE TYPIGAL ROADWAY SECTION FROM THE OFFICE OF SPOKANE COUNTY ENGINEER 0.5 2% MIN I' MIN. -3" ASPHALT CONCRETE PAVEMENT -'b" CRUSHED SURFACING BASE COURSE 10' 10' J MIN. HEIGHT 118 LBS. GRATE - TYPE 4 STANDARD METAL FRAME, CRATE COVER -- TYPE 4 GU FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS ;i ICET B -15 208 TREATMENT AND SNOW STORAGE FUTURE ACQUISITION 15' 4:1 GENERAL NOTES 21' —20' � 1 _ 3.5' 5.5' 3' 3' 3:) .3:1 --I _ 11/8" 25' 6 ---- SIDEHAL � 2•. 10' 5:17-0 EXISTING GROUND T/ 26 3/16" 8 3/4" 3/4 1 h"---1 1-' - •-lk /2" it --I {- ►-I/2" SECTION J -J 4' / — 25' SIDEWALK, SLOPE, DRAINAGE, AND UTILITY EASEMENT. 5. &" MINIMUM HA I tK DEPTH FOR 208 OR MINIMUM DEPTH FOR STORM VOLUM MAXIMIZE HATER SURFACE ELEVATION DOES NOT ENCROACH ON FUTURE AQUISITION AREA GENERAL NOTES I. FRAME SHALL BE GRAY IRON CONFORMING TO A.S.T.M. A48 - q0, GRADE 30. - THE ORATE SHALL BE DUCTILE IRON CONFORMING TO A.S.T.M. A536 -84. GLASS 80- 55 -06. 2. METAL FRAME AND GRATE TYPE 4 SHALL ONLY BE USED WHERE SHOWN ON THE CONSTRUCTION PLANS. IT SHALL NOT BE USED AT A CURB LINE. 3 . DRAINAGE SLOTS SHALL BE PLACED PARALLEL TO THE DIRECTION OF FLOW. 4. FIT TOLERANCE SHALL BE 1/8" ± S WELDING 15 NOT FERMI 1 1 tD. 17/8 " --t PAVEMENT MAY BE ASPHALT CONCRETE OR PORTLAND CEMENT CONCRETE AS DETERMINED BY THE COUNTY ENGINEER. PAVEMENT SURFACING BASE COURSE THICKNESSES HERE BE DETERMINED BY TRAFFIC LOADS AND OILS VALUES. C ......... 3.)DITGH SLOPES AND SIDE SLOPES SHALL BE NO STEEPER THAN RATIOS SHOWN UNLESS RECOMMENDED BY A SOILS REPORT AN APPROVED BY THE COUNTY ENGINEER Ka 1 GAVATION SLOPES HIGHER THAN SHALL BE DETtRMINED BY SOILS TESTING. . DRAINAGE SHALES SHALL BE PLANTED WITH APPROVED GRASS SEED. -•-2 7/32" RECEIVED DEC 12 1S9 SPOKANE COUNTY ENGINEER RECEIVED AUG 3 1 1994 SPOKANE COUNTY ENGINEER OFFCIAL PUBIC DOCUMENT SPOKANE COUNTY ENGINEER'S OFR* e IrINI PROJECT " 1 t ak SUBMITTAL ' RETURN TO COUNTY ENGINEER 8/30 /q4 E1 RAMP 'TEXTURE d )I • CHORD LEGTHS AT BACK OF CURB. BACK OF WALK 6' CURB FACE BACK OF WALK b' r CURB FACE _GENERAL_NOTES TEMPORARY CUL-DE-SAC HILL BE MARKED BY INSTILLATION OF GUARD RAIL OR OTHER PHYSICAL BARRIER AS APPROVED BY THE COUNTY ENGINEER WITH "END OF ROADWAY ". SIGN W16 -I. 1 /. .0' 3.0' 2.c' 1 ♦ 4 ♦ � mo o �► ♦ ♦♦� ♦ ♦♦♦ ♦ ♦ U♦ 411itay Lod O' R.P. '"3.0 A DESIGN. „A" J 12:1 SLOPE SEGTION,Q D MP TEXTURE - � / 0. 12:1 SLOPE SECTION : B -S 6.0' STANDARD T _.... (TYP.) FROM SPOKANE COUNTY DEPARTMENT OF PUBLIG WORKS SHEET A -10 R.P. A G •• 6' WARNING STRIP TEXTURE (TYP) \ --12 :I SLOPE o\. o ff. \ I• • l ♦ • Di ♦i ♦ ♦♦ ♦ ♦♦ ♦ ♦ :» ►`. \ * %V TEXTURE (TYP) WARNING STRIP .0' DESIGN "G" PLAN PROJECTED BACK TO BACK 2 ' 6" (TIP) 12:1 SLOPE 6" (TYP.) f * CHORD LEGTHS AT BACK OF CURB. RAMP TEXTURE LANDING -� g FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -5 •R =25 R =25 6.0' R.P. A 4 R =50' R =45' R =45' - R =50' TEMPORARY FULL GUL= DE-SAG ►G A ♦♦. ♦ _0 \j \ 0 ' 1 4■0 DESIGN "B" 12:1 SLOPE 8.5' 4 • SECTION- A-A 12:1 SLOPE SECTION" G--G WHEELGHA1iZ RAMP R = A � R =15 R =20 R = 1 • • • �\ WARNING STR.IF TEXTURE (TTYPJ • CHORD LEGTHS AT BACK OF CURB. - FLUSH - FLUSH METAL BEAM GUARD RAIL SEE NOTE #1 1/2" t -I /2 "' PRE MOLD JOINT FILLER 6 b • NOTES:. • I. DRAINAGE INLETS SHALL BE OUTSIDE THE WHEELCHAIR RAMP. 2 THE WHEELCHAIR RAMP SHALL BE MOVED ACCORDING FROM THE CROSSWALK TO AVOID CONFLICTS WITH HYDRANTS, POLES, INLETS, OR OTHER UTILITIES, EXCEPT WHERE STREET GRADE EXCEEDS 496 . _ ' IF THE WHEEL CHAIR RAMP CANNOT BE MOVED' ACCORDING TO NOTE 2., AND BE LOCATED WITHIN THE COURSE SURFACE APPROVE BY THE COUNTY ENGINEER. 4. TEXTURE FOR THE RAMP AND ADVANCE WARNING PANELS SHALL BE CREATED BY INSERTING 'A METAL GRID INTO THE NET CONCRETE. THE GRID SHALL NOT EXCEED A WIDTH OF 1/2" 5 CURB RAMP DESIGN A OR B SHALL BE SPECIFIED IN THE CONTRACT` PLANS OR SPECIAL PROVISIONS. b CURB RAMPS SHALL BE POURED INTEGRALLY WITH SIDEWALK AND SHALL BE ISOLATED BY EXPANSION JOINT MATERIAL ON ALL SIDES, EXCEPT AT THE SIDE ADJACENT TO THE ROADWAY. 1 . WHERE CONSTRUCTED ON STRAIGHT CURB, DESIGN "A" DIMENSION REMAIN THE SAME AS SHOWN. 8 TOP OF CURB ELEVATIONS SHOWN ON PLANS ARE. PROJECTED TOP OF CURB ELEVATIONS THROUGH WHEELCHAIR RAMP AREA. 4a� V91 1/2" it RAMP TEXTURE DETAIL, TROWEL' FINISH SECT ION _! -A SLOPE I /4 "/FT SLOPE I /4 "/FT SECTION_ ; 5-5 REBAR PLACEMENT 5.[GIAL CURB INLET_ SIDEWALK 1 :J CURB LINE GUTTER: FLOW LINE I" RADIUS \lb:AAA. SPECIAL CURB INLET I STANDARD . CURB INLET TYPE 2 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC. WORKS` SHEET B -9 w, N N w EL PORTLAND GEMENT CONCRETE 4 REBAR ' 10 "O /G E.W. TYPICAL -TOP 4 BOTTOM SEE SECTION B -B TYPICAL BOTH SIDES GONSTRUGTION JOINT TOP OF GURB GUTTER FLOW LINE 12 /5" OVERLAYS GROUND LINE �I1C KEY 2' TOP OFGURBOR BACK O WALK vim - 11 1 -- I - 6 " L-- - -TYPE B CURB SIDEWALK PAY LIMITS FINISH GRADE — 24" / " j i , t .- JL .:�• IRAL NOTES I CURB' INLET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM G 418 (ASSHTO M Il) 8 ASTM G 890' UNLESS OTHERWISE SHOWN ON PLANS OR NOTED ON THE PROJECT SPECIAL PROVISIONS. . TOP SURFACE TO BE BROOM FINISHED. 3. ALL EXTERNAL EDGES NOT LABELED SHALL BE TROWELLED WITH 1/4" 'RADIUS EDGER. 11" I" RADIUS — 1 3/8" .1 %_ L_ • • T'PE "B" QUANITY = 0.041651 G.Y./L.E. 4' - " _ SEGTION G -G CONCRETE CURB INLET PAY LIMITS 5 u1 -J -tt2 DEPRESSION DETAIL STANDARD : CURBS It GUTTERS TIMBER BLOCK SHALL BE TOE NAILED TO POST WITH A 1617 GALVANIZED NAIL TO RESTRICT BLOCK` ROTATION. POST AND BLOCKS MAY BE 6" x 8" OR B" x 8" TRENCH TIMBER OR N6 x OR "C' SHAPE 5.S15" x 4340" GALVANIZED STEEL UNLESS OTHERWISE NOTED. FOR STEEL POST DETAILS SEE STANDARD PLAN "STEEL POST AND BLOCK FOR BEAMS GUARDRAIL" TREATED TIMBER POST AND BLOGKS MAY BE 545 OR ROUGH SAWN. TYPE I ALTERNATE SHOULD ONLY BE USED WHEN ANTICIPATED OVERLAYS WILL REDUCE THE' GUARDRAIL HEIGHT TO LESS THAN 2' -O" DURING THE LIFE OF THE GUARDRAIL INSTALLATION, WHICH I5 NORMALLY CONSIDERED 15 YEARS. 9 " ETAIL t t SIDEWALK PAY LIMITS 2' 3 '_ 6 " N FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS' SHEET A -3 TYPE I AND 2 RAIL 5/8" x 18" BUTTON HEAD BOLT WITH 1/32" OVAL GRIP, AND RECESSED HEX NUT _J TYPE 3 AND 4 RAIL 5/8" x 25" BUTTON HEAD BOLT WITH 1/32" OVAL GRIP WITH RIGESSED HEX NUT OR 5/8" ROD THREADED BOTH ENDS WITH HEX NUTS o • 2 5/16" • 3 1/4" WASHINGTON STATE DEPARTMENT OF °TRANSPORATION JAN.6, 1989 - STANDARD PLAN C -21 GONSTRUGTI ON JOINT N 1/2' PRE MOLD JO NT FILLER BEAM GUARDRAIL (fr1-5EAM). GENERAL NOTES I. PORTLAND GEMENT CONCRETE SHALL BE CLASS 3000 CONFORMING TO THE STANDARD SPECIFICATIONS. 2 WEAKENED PLANE JOINTS FOR PORTLAND GEMENT CONCRETE SHALL BE PLACED AT 15' INTERVALS. : 3/8 " EXPANSION JOINTS IN PORTLAND GEMENT CONCRETE SHALL BE PLACED AT CURB RETURNS. 4. TO BE USED IN SPECIAL GASES WITH APPROVED OF THE COUNTY ENGINEER. 5 CURBS SHALL HAVE A LIGHT GROOMED FINISH. GU I I tRS SHALL BE FINISHED WITH A STEEL TROWEL. RAIL ELEMENT 55! 5/8" x 1 I/4" BUTTON HEAD SPLICE BOLT WITH 1/32 OVAL GRIP AND RECESSED HEX NUT. (8 REQUIRED PER SPLICE.) SCREW SLOT OR MILLED WRENCH SHOULDERS IN BOLT HEAD OPTIONAL. 12 1/2" 11/8" I 3 '1/4 2 5/16" 13/4 "47 POST BOLT WASHER FOR TYPE I AND 2 RAIL ONLY 60 SEE NOTES: 5, 6, AND 8 WOOD POST ASSEMBLY DETAILS TABLE A . _ . STEEOSTS GUARDRAIL T WOOD POST 1 TYPE AUGER AND BAGKFILL AUG_ER AN D P DRI BAGK.ILL L2 3 AND 4 1 . b" j 1 " 6 " EASEMENT 10' R.D.W. 11' 4" A A Z\ ice / �r��, \, ` STANDARD " 3/8" EXPANSION JOINT SIDEWALK DISTANCES MIN. MAX. TYPE RES. 16' 30' SECTION 13-8 EDGE OF PAVEMENT EASEMENT -10' 4" PORTLAND GEMENT CONCRETE ll4" PER FOOT .. , • 6 " PORTLAND GEMENT GONGRETE URBAN DRIVEHAYS SEPARATE 5 511:7BAIALKS FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -4 2" DEPRESSION AT FLOWLINE cE DRAINAGE C` CURB DROP SHALE CURB AND GUIItR B 3' 11 L11 tnirnerniMs 4" PORTLAND GEMENT CONCRETE SECTION B-8 GURI3 i /\ c. DRAINAGE SWALE �EiIEN NOTES I EXPANSION JOINT MATERIAL SHALL BE PLACED IN THE CENTER OF ALL COMMERCIAL DRIVEWAYS OVER 20' IN WIDTH. 2 EXPANSION JOINT REQUIRED IF POUR INCLUDES ADDITIONAL' DRIVEWAY AREA. 3 < CONCRETE FOR DRIVEWAYS SHALL BE GLASS 300 AIR ENTRAINED. 4. ALL EXTERNAL EDGES TO BE TROWELLED WITH 1/4" RADIUS EDGER. SIDEWALK TO BE SCORED EVERY 5'. 3/8 EXPANSION JOINT TO BE INSTALLED EACH SIDE OF A GURB RETURN AND AT LOCATIONS WHERE SIDEWALK INTERSECTS OTHER SIDEWALKS, DRIVEWAYS, AND CURBS. THE WIDTH OF COMMERCIAL DRIVEWAYS MAY BE WIDER THAN SHOWN, IF APPROVED BY THE COUNTY ENGINEER. IL 1. SEE SHEET A -5 (WHEEL CHAIR RAMPS) A 8. SEE SHEET A -1 (CEMENT CONCRETE APPROACHES 6' 1/4" PER _FOOT INLET TYPE FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET 13-8 ROW GENERAL NOTES' 11' SECTION A -A (DRAINAGE SWALE) I CURB INLET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM G 418 (AASHTO M 19a) d ASTM G 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE PROJECT SPECIAL PROVISIONS. 2 TOP SURFACE TO BE BROOM FINISHED. 3 ALL EXTERNAL EDGES NOT LABELED SHALL BE TROWELLED WITH 1/4 RADIUS EDGER. 4. DIMENSION "L" SHALL BE SHOWN ON THE PLANS. EXP1RES: ! 9 /23/9 RECEIVED DEC 12 1SS SPOKANE COUNTY ENGINEER RECEIVED AUG 3 1 SPOKANE COUNTY ENGINEER ti MAILPUBLit U NN POKANE COUNTY ENGINEER'S oFfitt PRO!=CTt C4 SUBMITYAL 3 RETUIN TO COUNTY ENGNEEE 8/23/94 S -ET