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PE-1684A-92Date to Review Date to AA & DR Date Received -z-y - 93 i Time Time Project Name RIDGEMONT EST NORT 1 2ND ADD SITE ADDRESS SONORA ST /E SULLIVAN Applicant's Name KENNETH J 'IUPPER Address 12929 E SPRAGUE - SPOKANE WA 99216 Contact person FLOOD ZONE Planning Contact Person Date Submitted k \p\I \revtew.lor ✓ NO 4-- i -9'i -93 YEA ENGINEER'S REVIEW SHEET BLDG. PERMIT # -or -FILE# Related File # ( ) W 4 S 1 SCHOOL 356 Engineer / Surveyor's / Architect's Name BILL MOSER I Description No. Lots 14 No.Acres 9.4 Work # Date Conditions mailed Phone # SIMPSON ENGINEERS INC 909 N ARGONNE RD SPOKANE WA 99212 926 -1322 Initials Q 3 / C/ 3 AGREEMENT TO PAY FEES COMPLETED & COPY TO ACCOUNTING ( Ma PA/Per'. e 1 a 3 / 73 FINAL PLAT FEES COMPLETED & COPY TO ACCOUNTING t.5' Cr Fae /1 • _J —J— NOTICE TO PUBLIC # 1 3 4 6 COMPLETED - OR NEEDS TO BE SIGNED DESIGN DEVIATION SUBMITTED ALTERATION TO PLAT - BLOCKS & LOTS HEARING EXAM APPROVED _DENIED APPEALED BBC _APPROVED CcrvV■ tei'h C- r/!n g +0 R-cm re-As y1 1' KOL\A ' l 4A1NA6l: Pt -a,,S # 1 AFMFW IN) goed '. fl4At>VACY PI.A•s bnm t.. c5tn Pts.Ao4 DeA+N•rd6 Penns Z «t Corws2- if Su& -e. Rn II ea-rot .. m2)M4t4it. Pt.*n M � � 1 tKT Kt1flr'TtONRL Q (14h.N£ "R 5 `Z6CItele Qom tePm4 r,6 0424.33 ' tnt Q Dl D2144> -t Dt..nrios * z mt. — ao Leo- PianwS G-N en av Coo AJ- G c. P1? 1684A.91 ectton - Township - Range PARCEL # 25542 -9061 Phone # 928 -1991 Phone # 456 - 2205 e ic. DENIED D Afe 4u C.al+ (04-0- 7)A PLAT NAME 91 (084 A. Plat Check Fee Number of Lots Road Miles (New) Total Area 1 9 L? 4- 16 - 935 ocowtfl North Arrow Scale Legend Procedures & Equipment Basis of Bearings Plat Location By Title Official Signature Blocks Surveyors Certificate Road Names Road Widths Adjacent Area Lot & Block Numbers R/W Dedication designated 1 Foot Strips 3 RPS on GLO Corners Tract X Lot Areas Bench Mark Closure I 5e c Description (To Map) Description (To Cert) Owners Certificate to Plat 1 Foot Strips RID - CPR Statement Access Prohibited R/1V Dedication Drainage Language Flood Insurance Stormwater Management 208 Bonds - $1,000.00 ea Private Road Doc. #'s Private Road Warning Road Plans Bond Road Impro Signed By Engineer 61hG Rif) r I,v X11 &tAl s %dot. ZuD STATISTICS l'G&S t Ac, itr r— ,1 1' MAP 3 -a3 - 93 ok lc F xcJa Er_ rLI�TIL (C L Pftf it . �vc s+ C. SID& et IAle Rg k DEDICATION 208 PLANS APPROVED 9/1/'ti C hec k Maa 4,2 04 4 41W( 6 ,h 3 DOA ,f4er-r1 LAI r; .....�Il[7_ d acm ' c1E- -WIGS bo I LI- 4&6 A ! Ivor L of I - ) 7-9 3 ( 4 5 546.c. rr (k ck 42 rrk N14 /1;1- n O/4 ok n efri t e- fk dee AI /A A la N [A A)14 A 14 A /l/1 DATE RESOLUTION NO. 950216035 95 0183 BEFORE THE BOARD OF COUNTY COMMISSIONERS OF IN THE MATTER OF ESTA13LISHMENT OF LIMERICK DRIVE, ) RADCO DRIVE, RENZ DRIVE, SONORA STREET, ) 21ST COURT, 22ND COURT AND 23RD COURT ) COUNTY ENGINEER'S FILE NO. 412 "O" V0 L 1.6 9_i'46 1 EhO.F EIIEU ca t /A- +, REtvi` ` •3 to , ``FFaa U. SPOKARE � COUNTY, WASHINGTON III'.• ;..i' .,�• ^,�I RESOLUTION - ESTABLISHMENT iCor4A This being the day set for the hearing on Spokane County Engineer's Report on the proposed establishment of LIMERICK DRIVE, RADCO DRIVE, RENZ DRIVE, SONORA STREET, 21ST COURT, 22ND COURT AND 23RD COURT, proceedings for which were initiated by PRELIMINARY RESOLUTION NO. 9S - 00114, And it appearing to the Board on proof duly made that Notice of Hearing was published and posted in the matter and for the time required by law, and the Board after examining the report and maps of the Spokane County Engineer and all claims and papers on file and after hearing all other evidence adduced at the hearing; and 11' FURTHER APPEARING that the rights of way have been dedicated as public roads 50 feet wide, and that staid roads are a public necessity and the same should be opened and established as County roads. THEREFORE BE IT RESOLVED by the Board of County Commissioners of Spokane County, Washington, that the hereinafter described roads as reported by the Spokane County Engineer on the 14th day of February, 1995, being more particularly described as follows: LIMERICK DRIVE - 50 feet wide, from the east right of way line of Sonora Drive of kidgemont Estates North 1st Addition to the west line of Lot 2 Block 7 of Ridgemont Estates Ndtdt 2nd Addition. RADCO DRIVE - 50 feet wide, from the east right of way line of Sonora Street to the west line of Lot 3 block 7 Of Ridgemont Estates North 2nd Addition. BENZ DRIVE - 50 feet wide, from the east right of way line of Sonora Street to the west line of Lot 4 block 7 of Ridgemont Estates North 2nd Addition. SONORA STREET - 50 feet wide, from the southeasterly line of Lot 1 Block 7 of Ridgemont Estates North 2nd Addition to the south line of Lot 4 Block 4 in Ridgemont Estates No. 4 - 4th Addition. 21ST COURT - 50 feet wide, from the west line of Lot 5 Block 4 of Ridgemont Estates No. 4 - 4th Addition east to and including cul - sac in Ridgemont Estates North 5th Addition. SONORA STREET - 50 feet wide, from the northeasterly line of Lot 5 Block 1 of Ridgemont Estates No. 4 Addition to the westerly line of Lot 5 Block 3 of Ridgemont Estates No. 4 - 1st Addition. 22ND COURT - 50 feet wide, from the east line of Sonora Street east to and including cul-de -sac in Ridgemont Estates No. 4 - 2nd Addition. 23RD COURT - 50 feet wide, from the easterly line of Sonora Street southeasterly to and including cul- de -sac In Ridgemont Estates No. 4 - 2nd Addition . Located in the Northwest Quarter (NW I/4) of Section 25, Township 25 North, Range 44 E.W.M. and as slidiVn by the records and maps on file in the Office of the Spokane County Engineer be and the same hereby IWO established as a County roads and the same shall be known as LIMERICK DRIVE, RADCO DRIVE, RENZ DRIVE; SONORA STREET, 21ST COURT, 22ND COURT AND 23RD COURT, Road File No. 412 "O ". The toad supervisor of the road district in which the said roads are located are hereby directed to open and maintain the sane for public use and travel. 95 0183 VOL. J b 9 J; wE 645 HE IT FURTHER RESOLVED that the one foot strips described as follows are hereby dedicated for public toad purposes: PASSED AND ADOPTED by the Board of County Commissioners of Spokane County, Washington this 14th day of February, 1995. Lot 3 Block 4, Ridgemont Estates North 1st Addidon No. 1684 Lot 4 Block 4, Ridgemont Estates No. 4 - 4th Addition No. 1423 -C Lot 5 Block 4, Ridgemont Estates No. 4 - 4th Addition No. 1423 -C Lot 5 Block 1, Ridgemont Estates No. 4 - 2nd Addition No. 1423 -A Lot 5 Block 3, Ridgemont Estates No. 4 - 1st Addition. No. 1423 BOARD OF COUNTY COMMISSIONERS OF SPOKANE/ COUNTY, WASHINGTON D.E4Chilberg, Chairm Phil 'iarrl x For s ecurity purposes only, Tnr heteby assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the following: Savings Certificate Number Statement Savings No 023= 0000 -601070 -8 in the face amount of S100,.800..00___- -____ and held in and by Washington Mutual Savings sank flank of Washington Spokane Valley BrafiClt - — Blanch DATED this 27 day of SPptomhar 199_93_. DATED this day of STATE OF WASHINGTON :SS ASSIGNMENT This assignment is made as security for the full and faithful performance by Tnr of cettain roads, monuments and drainage facilities tut So.ndna_& nth _ as specified in the typical section and rondwny improvement specifications for said project, dated __Sept 199 01_ and on file in the Office of the Spokane County Enpineet. Any interest benefits scenting under saki savings certificate shall remain the property ol — ._7QC.___ Said savings certificate to he released to TDC or any other party only wish the prior written consent and agreement of Spokane Comity. PROVIDED, FURTHER, the undersigned dues hereby authorize Washington Mutual Savings Bank in pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced heteinahnvc upon written documentation being received from the Spokane County Engineer indicating that the purpomer for which the savings certificate was assigned have not been fully and faithfully performed as requited and a statement of dint amount of money which the County Engineer as required and a statement of that amount of money which the County Engineer deems necessary In complete such obligation. Upon receipt of such written documentation, TDC hereby authorizes Washington Mutual Savings Bank to release to Spokane County that amount of stoney requested up to the maximum amount in the savings certificate. DANK OE Washington Mutual Savings Rank__ ADDRESS F 190(15 Sprague , 199_ Secretory County of Spokane // 1 T.. On this day personally appealed before me ' \w ,r, uP' ±h. 9-X-- me to e known to be the individua� Y11li - o and who dretited the within an Foregoing instrument, and acknowledged CI that he_ signed the sane :`; J voluntary act and deed, for the uses and purposes therein mentioned. ♦ %. �e` 'r + I_ " C ;1VEN IJNI)ER MtAJ ••• slob ANI N J (rte AI. SEAL this - day al �efr�k rr r ..r, 199 3. m ; N - 0. c II f 4 • PUBLIC p et i_c�r' r- , tiaey. anf�7 `tik A. • *: Notary Public in an or the S ate k\jU\assign.bon Ci ,01 . of Washington, rest n&LI. nknne ., WAS . • hul e,r,-wv.nti.- s- ua,._�,��tte.d 3- 1 — 1 ' �mnnt```� (1 TO: 5;0* 'SON &a FROM: /6t✓ /4�,Iw s .wa$ SUBJECT: OFFICE OF THE COUNTY ENGINE Spokane County, Washington Date: 4 , ?Mgt? Ra ra Phe Ni Standard Drainage Language for the Dedication on to -refit pu614 Drainage ea ents, as platted and shown hereon, which are for the purpose of installing, operating d maintaining drainage swales and drainage facilities to dispose of runoff, are hereby granted. e County of Spokane is hereby granted the right of ingress and egress to all drainage easements adjacent to the public right of way. The property owner shall maintain the drainage swale with a permanent live cover of lawn turf, with optional shrubbery and /or trees, which do not obstruct the flow and percolation of storm drainage water in the drainage swale as indicated by the approved plans. 2) The owners of Lots , , & , of Block and Lots , , & of Block shall be held responsible for keeping open and maintaining the path of the natural or man -made drainage flow over and across the property. The property owner or his representative shall inform each succeeding purchaser of all drainage easements on the property and his responsibility for maintaining drainage facilities within said easements. Spokane County does not accept the responsibility of maintaining the drainage course on private lots within drainage easements or floodplain areas, nor the responsibility for any drainage, whatsoever, including but not limited to inverse condemnation to any properties due to deficient construction and /or maintenance of drainage courses in drainage easements on private property. The lowest building opening, including basement opening, for any building on Lots C. LO1S) and Block shall be high enough to allow a minimum slope of 3% J away from the building in 10 feet. All drainage shall be routed away from the building to natural drainages or other lawful drainage features. 6) Development within this subdivision shall conform to the requirements of the National Flood Insurance Program and Chapter 3.20 of the Spokane County Code. The lowest floor, including basement floor, for any structure shall be constructed according to the requirements of the Spokane County Flood Zone regulations in effect at the time a building permit is issued. Purchasers of property in this subdivision are warned of possible flooding or ponding and the potential requirement to purchase Flood Insurance. This warning shall be carried in each and every deed drawn to transfer ownership of any and all property within this plat in the Area of Special Flood Hazard. 7) An approved lot grading plan exists for Lots and Block and Lots , & Block Grading must conform to said plan on file in the County Engineer's Office. 8) Spokane County shall not be responsible to maintain ingress or egress across the flood plain area. 9) The owner(s) or successor(s) in interest agree to join in any County approved Stormwater Management Program and to pay such rates and charges as may be fixed through public hearings for service or benefit obtained by the planning, design, constructing, maintaining, or operation of stormwater control facilities. 10) A statement must appear in the dedicatory language of the plat that individual driveway access permits be required prior to issuance of a building permit for driveway approaches to the County road system. This approach shall be constructed in accordance with the approved plan on file in the County Engineer's office. IUvddcv \gcn4\dnin S P O IC A N E OFFICE OF THE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director Washington Mutual Savings Bank E. 12005 Sprague Ave Spokane,Wa. 99206 Dear Sir or Madam: A DIVISION OF THE PUBLIC WORKS DEPARTMENT RE: Ridgemont Estates North 2nd Addition P1684A Tupper Development Very truly yours, December 6, 1994 Please be advised that Savings Assignment of 023 -0000- 601070 -8 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated September 27,1993, in the current amount of S10,700.00 may now be released. 1i you have any questions, feel free to call our office Ronald C. Hormann, P.E. Spokane County Engineer 0)7435:4 David A. Berto Plat Compliance Surveyor 1026W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 Inter- office Co municat on From �-- . — / ' Subject lll //// 1 A ' / p ,o p Q_ — n Form 327 -C R. 1-. e • vc_ OFFICE OF COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON Data /31_0 - 19 S P O K A N OFFICE OF THE COUNTY ENGINEER • Washington Mutual Savings Bank E. 12005 Sprague Ave Spokane,Wa. 99206 Dear Sir or Madam: I�7 Piev ) i pt.' C 0 U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director RE: Ridgemont Estates North 2nd Addition P1684A Tupper Development December 6, 1994 Please be advised that Savings Assignment # 023 -0000- 601070 -8 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated September 27,1993, in the current amount of $10,700.00 may now be released. if you have any questions, feel free to call our office Very truly yours, Ronald C. Hormann, 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 OFFICE OF COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON Date / 19� Inter-office C niunicat T^ From Subject _I Form 127 -C.R, ITEMS: 6N- PLIROD PUNCH MVP' OFFICE OF egg 3PO' i CC VS 6 ENCOENEMEAS PROJECT NAME: g;,I E� fJarez and INSPECTOR. 5-6-0,,k5 CONTRACTOR AND /OR SUBCONTRACTORS: Eller L3acw., flla..J Asplalt i) C OMIC ,..,t. r.n..ret Ee. klf k Nrel t o Znp 1 r . -- o r., r u # r- rlraM r. Ca•-+p / iun 4)/ hack Jreas ?re. in P Xrrnt NW car, Lp / S�n� /.l SEWER INFORMATION: AIR TESTED: DATE: o PASS • 0 PAIL MANDRILL: DATE: 0 PASS o FAIL TV INSPECTION REQUEST: DATE: . INSPECTOR'S SIGNATURE: ��,." Add., DATE: 8/3/9 -.pdaLe le/i / .9 n: S P O K A N E OFFICE OF THE COUNTY ENGINEER Washington :"utual Savings Bank E. 12005 Sprague Ave. H okane, Wa. '7'0206 Dear :Sir or Madam: RE: Rtdgemont Estates North 2nd Add Tupper Development C O U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director Please be advised that the Savings Assignment # 023-0000— 601070-6 issued by your bonny as surety for installations of roads and associated drainage facilities for the above mentioned plat. dated 2e;tember j7, in the current amount of 386.300.00 aav now be educed to $10.700.00 (ten thousand seven hundred U.S. co:iars). if you have any questions. feel free co call our office Very truly yours, Ronald C. Hormann, P.E. Spokane County Engineer- David A. Berta Plat Compliance Surveyor 1026W. Broadway Ave. • Spokane -WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 2ND BOND REDUCTION PROJECT P1684A RIDGEMONT EST NORTH 2ND ADDNAME DAVE BERTO DATE 09- At- 1 ❑ -94 PRICE COST 48 COS DRAINAGE UNITS OUANITY ITEMS EA 0.4 1200.00 480.00 1) et7 - Typ A 12 10% EA 0.2 1600.00 2) Grvt - Type ? @ 10% EA 300.00 0.00 3) Grate - Type 1 EA 330.00 0.00 4) Grate - T EA 0.6 300.00 190.00 5) Gra - Ty to 10% CY 20.00 15.50 310.00 6) ' Concrete an4r Inlet DW 0 10% 700.00 0.00 EA _ _, 00 17. 20 7) .M. P Pipe en1et - _ J..0 0.00 9) C.M., Pipe ee 2' LF Dia. LF 0.00 10) C Pi :1 Dia. LF 27.50 1V1) C.M. C. PS" pia. Dia. LF 29.00 21.00 i l) C. i+l. 19" G i a. tip 1450. 00 0.00 l 300.00 0. 0 0 12) Precast c olid _A t Manhol= 130.00 13) '_itch lid CY 13 10.00 ,�.. @ 121% t�l. ,0 '1).00 14) Ditch/20 •_79 Excavation CY 1J: Q1:1. NON STANDARD DRAINAGE ITEMS 1) Filter Fabric Lining For D.W. @ 10% 208 '`wales @ 1007• 2) 6 Conc Curb Drops Into 3) 4) 5) 6) LS L DRAINAGE SUBTOTAL EP 16) Monuments @ 10% Lr 17) Barricade EA c @ 107 19) Street tans OTHER SUBTOTAL 0.3 180.00 30. 00 80.00 30. 00 .600.00 1 0.00 O. 0G 0.04 0.0 2100. 0t 1;10.01 0.01 24. e; 204.0 GRADING, SURFACING, CURB, AND SIDEWALK 0. 04 10 CY .:9 7210 X9 . 20 c. 19) Pouch Grace 0 10% C ry 90.04 14.00 19 r 1 14.00 2.'i 20) Top Course @ 0' CY ,� c 21) Bash Course Tons 59.68 44.00 26'25. :e 10Y•,_'3 ' . 6.60 1565. E 22) Asphalt by Concrete 0e1 LF 7.22 2 i 23) Curb Type A 0 10% LF 7.90 2. 24) Curb Tyoe B LF 7.60 0.1 Tvpe P. 16.401 25) S SQ YD 26) Sidewalk NON- STANDARD ROAD ITEMS 0 0. 1) 0. J) GRADING AND SURFACING 8314. W I ,S I ) 7 (7 . a :3. :0 GRAND TOTAL Form 327—C.R. OFFICE OF COUNTY ENGINEER Inter-office Com From Subject SPOKANE COLINY WASHINGTON • PROJECT f 1p €yA t ,4 DRAINAGE ITEMS 1) Drywell - Type A @ 100%• 1 2) Drywell - Type 8 iI 100 10' 3) Grate - Type 1 4) Grate Type 2 5) Grate - Type 3 @ 100/ 10 6) Backfill For DW @ 100 %• 10 7) Concrete Inlet 8) C.M. Pipe 10" Dia. 9) C.M. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) C.M. Pipe 18" Dia. 12) Precast Manhole 13) Solid lid 14) Ditch /208 Excavation @ 100% /0. 15) Sod NON STANDARD DRAINAGE ITEMS 1) 6 Conc Curb Drops Into 208 Swales @ 100 LS 2) Filter Fabric Lining For 6 D.W. @ 1001. I0 LS 3) 4) 5) 6) 16) Monuments @ 1001. 10 17) Barricade 18) Street Signs @ 100%. 10 GRADING. SURFACING, CURB, AND SIDEWALK 19) Rough Grade @ 50% 10 20) Top Course @ 100/ /0 21) Base Course 22) Asphalt Concrete @ 100 10 23) Curb Type A is 100% 16 24) Curb Type B 25) Curb Type R 26) Sidewalk NON- STANDARD ROAD ITEMS 1) 2) 3) 4) 1ST BOND REDUCTION NAME UNITS EA EA EA EA EA CY EA LF LF LF LF EA EA CY SF QUANITY PRICE 4 1200.00 2 1600.00 300. 00 330.00 6 300. 00 200 15.50 700. 00 22.00 25. 50 27. 50 29. 00 1450.00 300.00 130 10.00 0.70 DRAINAGE SUBTOTAL EA LF EA OTHER SUBTOTAL CY CY CY Tons LF LF LF 5Q YD 10 180.00 30.00 3 80.00 1450.2 10.00 873.4 14.00 14.00 596.8 44.00 2372.2 6.60 7.90 7.60 16.40 GRADING AND SURFACING DATE 30- Dec -93 COST 4800.00 3200.00 0.00 0.00 1800. 00 3100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1300.00 0.00 600.00 800. 00 0.00 0.00 0.00 0.00 15600.00 1800.00 0.00 240. 00 2040. 00 14502.00 12227.60 0.00 26259.20 15656.52 0.00 0.00 0.00 0. 00 0. 00 0. 00 0. 00 68645.32 30 -CC GRAND TOTAL i� I 0 86, 285 3'2 ; - - qat, . --- "Il^ err. - ” ------1- • . . - -- . ' "•", _ • ITEMS: 1) PbAtin PUNCH MSIED‘ OFFICE OW twatix-ta SPOKANE' 0012M-re algeMEIMEAS 4 PROJECT NAME: Rid EL. hJ0.-kh and 4d, I ri INSPECTOR: _54zro- DATE: 8/3/9 CONTRACTOR AND/OR SUBCONTRACTORS: Eller Bac.,,, LL.1J Asp fait 1) 1/44/ kes road% r rrnp e e- 0.4 ri SEWER INFORMATION: AIR TESTED: DATE: a PASS a FAIL MANDRELL: DATE: a PASS 0 FAIL TV INSPECTION REQUEST: DATE: INSPECTOR'S SIGNATURE: 1 S P O K A t■ E OFFICE OF THE COUNTY ENGINEER • Washington Mutual Savings Bank E, 12005 Soraque Ave. Spokane, Wa. ' ? .' Dear Sir or Madam: RE: Ridgemont Estates North 2nd Add 16,84P Tucper Development C O U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director Please be advised that the Savings Assignment # 023-0000 - 601070 —S issued by your company as surety for installations of .aacs and associated drainage facilities for the above mentioned plat dated September 27,:c193. 'n the , :orient amount of P6.300.00 may now be reduced to $1 (ten thousand seven hundred U.S. dollars). If you have any questions, feel free co call our office Very truly yours,. Ronald C. Hormann. P.S. Spokane County Engineer David A. 3erto Plat Compliance Surveyor 1026 W. Broadway Ave. • SpokanerWA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 PROJECT P1684A RIDGEMONT EST NORTH 2ND ADDNAME DAVE BERTO DRAINAGE ITEMS 1) Drywell - Type A @ 10% 2) Drywell - Type 8 @ 10% 3) Grate - Type 1 4) Grate Type 2 5) Grate - Type 3 @ 10 ?.. 6) Backfill For DW @ 10% 7) Concrete Inlet 8) C.M.. Pipe 10" Dia. 9) C.M. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) C.M. 18" Dia. 12) Precast Manhole 13) Solid lid 14) Ditch /208 Excavation @ 10% 15) Sod NON STANDARD DRAINAGE ITEMS 2ND BOND REDUCTION 1) Filter Fabric Lining For 6 D.W. @ 10% LS 2) 6 Cone Curb Drops Into 208 Swales 0 100% LS 3) 4) 5) 6) 16) Monuments @ 10% 17) Barricade 18) Street Signs @ 10% 1) 2) 3) GRADING, SURFACING, CURB, FIND SIDEWALK 19) Rough Grade @ 10% 20) Top Course 0 10% 21) Base Course 22) Asphalt Concrete @ 10% 23) Curb Type A @ 10 %- 24) Curb Type B 25) Curb Type R 26) Sidewalk NON - STANDARD ROAD ITEMS UNITS EA EA EA EA EA CY EA LF LF LF LF EA EA CY CY DRAINAGE SUBTOTAL EA LF EA OTHER SUBTOTAL CY CY CY Tons LF LF LF SO YD GRAND TOTAL DUANITY PRICE 0.4 1200.00 0.2 1600.00 300. 00 330. 00 0.6 300.00 20.00 15.50 700. 00 22.00 00 25. 50 27. 50 29.00 1450.00 300.00 13 10.00 0.70 0.3 290.04 87. 34 59.68 237. 22 1 180.00 30.00 80.00 GRADING AND SURFACING DATE 09-Pug-94 COST 480. 00 320.00 0.00 0.00 180.00 310.00 0.00 0.00 0. 00 0. 00 0. 00 0.00 0. 00 130. 00 0. 00 80. 00 600.00 0.00 0.00 0.00 0. 00 2100.00 180.00 0.00 24.00 204.00 10.00 2900.40 14.00 1222 76 14.00 0.00 44.00 2625.92 6.60 1565.65 7.90 0.00 7.60 0.00 16.40 0.00 0.00 0.00 0.00 8314.73 LSE; 03 10,618.73 Inter- office Com nication From Subject Form 327—C R OFFICE OF COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON re , 19� 9 PROJECT DI(4yA etca DRAINAGE ITEMS 1) Drywell - Type A @ 100% (' 2) Drywell - Type B III 100' 10 3) Grate - Tyoe 1 4) Grate Type 2 5) Grate - Type 3 @ 100% 10' 6) Backfill For DW @ 100% 10 7) Concrete Inlet 8) C.M. Pipe 10" Dia. 9) C.M. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) C.M. Pipe 18" Dia. 12) Precast Manhole 13) Solid lid 1') Ditch /208 Excavation @ 100% 0- 15) Sod NON STANDARD DRAINAGE ITEMS 1) 6 Conc Curb Drops Into 208 Swales @ 100 LS 2) Filter Fabric Lining For 6 D.W. @ 100% 10 LS 3) 4) 5) 6) 16) Monuments @ 100% iO 17) Barricade 18) Street Signs @ 100% to 19) Rough Grade @ 50% 10 20) Top Course @ 100% /0 21) Base Course 22) Asphalt Concrete @ 100% 10 23) Curb Type A @ 100% 24) Curb Type 8 25) Curb Type R 26) Sidewalk NON- STANDARD ROAD ITEMS 1) 2) 3) 4) 10 1ST BOND REDUCTION GRADING. SURFACING, CURB, AND SIDEWALK NAME UNITS EA EA EA EA EA CY EA LF LF LF LF EA EA CY SF DRAINAGE SUBTOTAL EA LF EA OTHER SUBTOTAL CY CY CY Tons LF LF LF SO YD QUANITY PRICE 4 1200.00 2 1600.00 300.00 330.00 6 300. 00 200 15.50 700.00 22. 00 25. 50 27.50 29.00 1450.00 300.00 130 10.00 0. 70 1450.2 873. 4 596. 8 2372.2 10 1'80.00 30.00 3 80.00 GRADING AND SURFACING DATE 30- Dec -93 10.00 14.00 14. 00 44.00 6.60 7.90 7.60 16.40 COST 4800. 00 3200. 00 0.00 0.00 1800.00 3100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1300.00 0.00 600.00 800. 00 0.00 0.00 0.00 0.00 15600.00 1800. 00 0.00 240.00 2040. 00 14502.00 1 2227. 60 0.00 26259.20 15656. 52 0.00 0.00 0.00 68645. 32 0.00 0.00 0. 00 0.00 S 3oa -w GRAND TOTAL C� 1 86, '285.32 S i O K A N 17' OFFICE OF THE COUNTY ENGINEER Ronald C. Hormann, P.E., County Engineer Washington Mutual Savings Bank E. 12005 Sprague Ave Spokane,Wa. 9920E W. 1026 Broadway Ave. A DNISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director RE: Plat of Ridgemont Estate North 2nd Add P1684A Tupper Development December 3q1,1993 Dear Sir or 'Madam: Please be advised that the Savings Assignment # 023-0000 601070 issued by your company as surety for installations of roads and associated drainage facilities for the above mentioned plat, dated September 27,1993 in the current amount of $100,800.00 may now be reduced to 386,300.00 (Eighty Six Thousand Three Hundred U.S. Dollars). If you have any questions, feel free to call our office Very truly yours, Ronald C. Hormann, P.E. Spokane County Engineer 0 c7i1+frf-- David A. Berto Plat Compliance Surveyor Spokane, WA 99260 -0170 (509) 456 -3600 FAX (509) 456 -4715 PROJECT DRAINAGE ITEMS 1) Drywell - Type A @ 10011 2) Drywell - Type B @ 100/ 3) Grate - Type 1 4) Grate Type 2 5) Grate - Type 3 @ 100% 6) Backfill For DW @ 1007. 7) Concrete Inlet 8) C.M. Pipe 10" Dia. 9) C.M. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) C.M. Pipe 18" Dia. 12) Precast Manhole 13) Solid lid 14) Ditch /208 Excavation @ 1007. 15) Sod NON STANDARD DRAINAGE ITEMS 1) 6 Conc Curb Drops Into 208 Swales @ 100 LS 2) Filter Fabric Lining For 6 D.W. @ 100% LS 3) 4) 5) 6) 16) Monuments @ 100% 17) Barricade 18) Street Signs @ 100: 19) Rough Grade @ 507.. 20) Top Course @ 1007. 21) Base Course 22) Asphalt Concrete @ 100% 23) Curb Type A @ 100% 24) Curb Type B 25) Curb Type R 26) Sidewalk NON - STANDARD ROAD ITEMS 1) 2) 3) 4) 1ST BOND REDUCTION GRADING, SURFACING, CURB, AND SIDEWALK NAME UNITS EA EA EA EA EA CY EA LF LF LF LF EA EA CY SF DRAINAGE SUBTOTAL EA LF EA OTHER SUBTOTAL CY CY CY Tons LF LF LF SO YD QUANITY PRICE 4 1200.00 2 1600.00 300.00 330.00 6 300.00 200 15.50 700.00 22.00 25. 50 27.50 29.00 1450.00 300.00 130 10.00 0.70 10.00 14502.00 873.4 14.00 12227.60 14.00 0.00 596.8 44.00 26259.20 6.60 15656.52 7.90 0.00 7.60 0.00 16.40 0.00 1450.2 2372.2 10 180.00 30.00 3 80.00 GRADING AND SURFACING GRAND TOTAL LISG 30O DATE 30- Dec -93 COST 4800. 00 3200.00 0.00 0.00 1800.00 3100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1300.00 0.00 600.00 800.00 0.00 0.00 0.00 0.00 15600.00 1800.00 0.00 240.00 2040. 00 0.00 0. 0. 0. 68645. 32 86, 285.32 Inter - office Communication Tn / From / —�4 Subjer' Form 327 —C R. OFFICE OF COUNTY ENGIN R SPOKANE COUNTY, WASHINGTON Data / G 19 ?Uz czeA, IL- Z/Oc TO: BILL JOHNS FROM: DAVE BERTO DATE: September 28, 1993 OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON SUBJECT: BOND ITEMS P1684A RIDGEMONT ESTATES NORTH 2ND ADD The bond for the above mention project is for the following items: 1) All the items on the approved road and drainage plans with the exception of the sod for the "208" Swales. 2) Plat is being filed. c: \wpdoc \dave \memo \items For seem iry purposes only. TIT hereby assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the full vir,g: Savings Certificate Number St aternant..Savings Na 021 0000 - 60 - 1 - 0 - 70 - in the face amount of g10.0,800 00 - and held in and try Washington Mutual Savings _Bank Rank of Washinntnn Spokane Valley Branch — I; "`'i' This assignment is made as security lot the fall and faithful performance by Tnf of certain roads, monuments and drainage facilities tut Sondra_& 70th — -- _ as specified in the typical section and rondwny improvement specifications for said project, dated Sept , 19993 and on file in the Office of the Spokane County Engineer. Arty interest benefits accruing under said savings certificate shall remain the property of TDC Said savings certificate to be released to TDC ur any other party only with the prior written consent and agreement of Spokane County. PROVIDED, FURTHER, the undersigned does herehy authorize Washington Mutual Savings Bank to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced het einabove upon written documentation heing received from the Spokane County Engineer indicating that the purporaw Inc ,vhich the savings certificate was assigned have not been fully and faithfully performed as required and a statement of that amount of money which the County Engineer as required and a statement of That =Quilt of money which the County Engineti deems necessary to complete such obligation. Upon receipt of such written documentation, TDC hereby authorizes Washington Mutual Savings Bank to release to Spokane County that amount of Honey requested up to the maximum amount in the savings certificate. DATED this 97 - day of cnotpmhar 199 41 DATED this day of STATE OF WASIIINGTON County of Spokane :SS On this day personally appeared before we ASSIGNMENT DANK OF Washington MntitaJ _Sayi Rank ADDRESS F 19nn5 Spragilp 199 � Cd DEVELOPER Secretary Kc.v.np.- to me known to be the individual `7 r+i4 and who executed the within grid foregoing instrument, and acknowledged that In e _ signed the sarne a, r �re tf voluntary act and deed, for the uses and purposes therein mentioned. ‘1/4 :., + e t•C . slop GIVEN UNDER M keAN1 Asps_ IV A1. SEAL this • o NOTARY to S .a PU C 4!i q k \'U\assign.bon � �i , I h i. r Y€ * ,, T O F 01 WASr`�s,• — day of 199 3 . Notary Public in an or the S ate of Washington, resdmg nt , nknne 3 f -9 1 PROJECT 91684A RIDGEMONT EST N 2ND ADD NAME DAVE BERTO DATE 02- Sep -93 DRAINAGE ITEMS UNITS QUANITY PRICE COST 1) Drywell - Type A ER 4 1200.00 4800.00 2) Drywell - Type 8 EA 2 1600.00 3200.00 3) Grate - Type 1 EA 300.00 0.00 4) Grate Type 2 EA 330.00 0.00 5) Grate - Type 3 EA 6 300.00 1800.00 6) Backfill For DW CY 200 15.50 3100.00 7) Concrete Inlet EA 700.00 0.00 8) C.M. Pipe 10" Dia. LF 22.00 0.00 9) C.M. Pipe 12" Dia. LF 25.50 0.00 10) C.M. Pipe 15" Dia. LF 27.50 0.00 11) C.M. Pipe 18" Dia. LF 29.00 0.00 12) Precast Manhole EA 1450.00 0.00 13) Solid lid EA 300.00 0.00 14) Ditch /208 Excavation CY 130 10.00 1300.00 15) Sod SF 0.70 0.00 NON STANDARD DRAINAGE ITEMS BOND ESTIMATE 1) 6 Concrete Curb Drops Into 208 Swales LS 600.00 2) Filter Fabric Lining For 6 Drywells LS 800.00 3) 0.00 4) 0.00 5) 0.00 6) 0.00 DRAINAGE SUBTOTAL 15600.00 16) Monuments EA 10 180.00 1800.00 17) Barricade LF 30.00 0.00 18) Street Signs EA 3 80.00 240.00 NON- STANDARD ROAD ITEMS 1) 2) 3) 4) GRADING, SURFACING, CURB, AND SIDEWALK OTHER SUBTOTAL 2040.00 19) Rough Grade CY 2900.4 10.00 29004.00 20) Top Course CY 873.4 14.00 12227.60 21) Base Course CY 14.00 0.00 22) Asphalt Concrete Tons 596.8 44.00 26259.20 23) Curb Type A LF 2372.2 6.60 15656.52 24) Curb Type 8 LF 7.90 0.00 25) Curb Type R LF 7.60 0.00 26) Sidewalk SO YD 16.40 0.00 0.00 0. 00 0. 00 0. 00 GRADING AND SURFACING 83147.32 Wdi GRAND TOTAL /00, i f n) 100, 787.32 PROJECT NO.- P1684A DESIGNER- DAVE BERTO PROJECT DESCRIPTION- RIDGEMONT ESRATES NORTH 2ND ADD STREET # 1 NAME- SONORA STREET LENGTH- 789.54 FT. WIDTH- 36.00 FT. BEGINNING STATION = 2110.06 ENDING STATION = 2899.60 INTER # 1 T INCLUDED ISWIDTH = 36.00 SK = 0.00 RAD = 20.00 INTER # 2 T INCLUDED ISWIDTH = 36.00 SK = 0.00 RAD = 20.00 INTER # 3 FULL INCLUDED ISWIDTH = 36.00 5K = 0.00 RAD = 20.00 TERM # 1 : CHOPPED TERM # 2 : CHOPPED ITEM MEASUREMENT SURFACE AREA- ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE R STREET # 2 NAME- RENZ LENGTH- 134.18 FT. WIDTH- 36.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 134.18 TERM # 1 : CROSS STREET EXCLUDED EW 0.00 PW 18.00 SK 0.00 RAD 20.00 TERM # 2 : CHOPPED ITEM SURFACE AREA - ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE A ITEM SURFACE AREA - ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE A STREET # 4 NAME- 20TH AVE LENGTH- STREET QUANTITIES 32035.41 S.F. 1.50 FT. 0.50 FT. 0.00 FT. 0.17 FT. EXISTING 0.00 FT. EXISTING EXISTING 315.16 FT. MEASUREMENT 3462.48 S.F. 2.00 FT. 0.50 FT. 0.00 FT. 0. 17 FT. 0.00 FT. DATE- 9/ 2/93 QUANTITY 1779.7 C.Y. 593.2 C.Y. 0.0 C.Y. 405.4 TONS PROPOSED 1531.7 FT. QUANTITY 256.5 C.Y. , 64.1 C.Y. 0.0 C.Y. 43.8 TONS PROPOSED 192.4 FT. STREET # 3 NAME- 21ST LENGTH- 122.90 FT. WIDTH- 36.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 122.90 TERM # 1 : CROSS STREET EXCLUDED EW 0.00 PW 18.00 SK 0.00 RAD 20.00 TERM # 2 : CHOPPED MEASUREMENT 3056.40 S.F. 2.00 FT. 0.50 FT. 0.00 FT. 0.17 FT. 0.00 FT. QUANTITY 226.4 C.Y. 56.6 C.V. 0.0 C.Y. 38.7 TONS PROPOSED 169.8 FT. WIDTH- 36.00 FT. BEGINNING STATION = 2137.24 ENDING STATION = 2452.40 INTER # 1 FULL EXCLUDED ISWIDTH = 36.00 SK = 0.00 RAD = 20.00 TERM # 1 : CHOPPED TERM # 2 : CHOPPED ITEM SURFACE AREA- 8609.76 S.F. ROADWAY EXCAVATION 2.00 FT. CRUSHED SURFACING TOP COURSE 0.50 FT. CRUSHED SURFACING BASE COURSE 0.00 FT. ASPHALT CONCRETE 0.17 FT. CURB TYPE R EXISTING 0.00 FT. TOTALS ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE A MEASUREMENT QUANTITY 637.8 C.Y. 159.4 C.Y. 0.0 C.Y. 109.0 TONS PROPOSED 478.3 FT. 2900.4 C. Y. 873.4 C.Y. 0.0 C.Y. 596.8 TONS 2372.2 FT. SPOKANE COUNTY ENGINEERING - DEVELOPMENT ENGINEERING SERVICES BOND ESTIMATE FORM PROJECT Ibtftesolfixr ISTE �f0004 2 4.,.DATE Q -1-13 Q PREPARER v / l-� - I L M►wiN PROJECT NO. P /bt4F 4 ITEM # 1 2 DESCRIPTION TYPE "A" DRYWELL TYPE "B" DRYWELL 3 TRIPLE DEPTH DRYWELL 4 FILTER FABRIC LINING FOR TYPE A & B DRYWELLS 5 FILTER FABRIC LINING FOR TRIPLE DEPTH DRYWELL 6 BACKFILL FOR DRYWELLS O 17 Cl. 7 TYPE 1 METAL GRATE 8 TYPE 2 METAL GRATE 9 TYPE 3 METAL GRATE ( CA_ 10 WSDOT TYPE 2 GRATE 11 WSDOT TYPE INLET BASE 12 SPOKANE CO. 13 14 15 16 17 18 19 20 21 22 2 CONCRETE - UNIT "H" CONC. INLET 48" PRECAST MANHOLE SOLID METAL LID DITCH /208 EXCAVATION 8" ST SEWER - 10" ST SEWER - 12" ST SEWER - 15" ST SEWER - 18" ST SEWER - 21" ST SEWER - 24" ST SEWER - QUANTITY PRICE TOTAL COST L c.A. &EA. 1 3 0 c - Loki $ 23 30" ST SEWER - 24 36" ST SEWER - NON STANDARD DRAINAGE ITEMS: U / \ 1 [o G%ncet,t . E ea UQOPS tiara 20 i SWASCS $ 0 2 3 4 5 6 TOTAL ESTIMATED CONSTRUCTION COST: $ COMMENTS ON BOND ESTIMATE: PREPARED FOR: SIMPSON ENGINEERS N. 909 ARGONNE TRANSAMERICA TIjTLE�INSURANCE COMPANY BY Sean Heath,`title Officer sac TRANSAMERICA TITLE.INSURANCE COMPANY 720 NORTH ARGONNE ROAD SPOKANE, WASHINGTON 99212 (509) 922- 2222/FAX 926 -1519 SUPPLEMENTAL TITLE COMMITMENT NUMBER 1 tQ{ C frva L TRANSAMERICA NO.: SH- 173987 RE: TUPPER & ASSOCIATES INC. ATTENTION: This Supplemental contains changes which impact title to property set forth in the above- referenced commitment. S C H E D U L E "B ": x Paragraph 1 is amended as follows: 1. Taxes and assessments, if any, no search having been made thereof, as to Parcel No. 45252.9062 and 45255.9061. x Except as to the matters reported hereinahove, the title to the property covered by this order has NOT been re- examined. Dated as of April 27, 1993 at 8:00 A.M. PREPARED FOR: TRANSAMERICA TITLE INSURANCE COMPANY 720 NORTH ARGONNE SPOKANE, WASHINGTON 99212 (509) 922- 2222/FAX 926 -1519 SIMPSON ENGINEERS Certificate for Filing Proposed: N. 909 ARGONNE RIDGEMONT ESTATES NORTH 2ND ADDITION SECOND REPORT PLAT CERTIFICATE G Effective Date: April 2, 1993 at 8:00 a.m. In the matter of the subdivision to be submitted to Spokane County for approval, this company has examined the records of the Spokane County Auditor's and Clerk's offices, and the office of the Clerk of the United States' District Court holding terms in said county. This certificate is made for the purpose herein specified, and is not to be used as a basis for closing any transaction. Liability is limited to the amount paid for this certificate. From such examination, the company hereby certifies the title to the following described land, in said Spokane County, to wit: That portion of the Northwest quarter of Section 25, Township 25 North, Range 44 East, W.M., described as follows: BEGIN at the Northwest corner of Lot 7 in Block 2 of RIDGEMONT ESTATE NO. 4 - 4TH.ADDITION; thence the next 5 courses along the Easterly line of said 4th Addition; North 00 ° 14'32" East, 216.32 feet; thence North 13 °57'43" West 153.65 feet; thence South 70 °47'11" West, 30.14 feet; thence North 23 °15'53" West 135.36 feet; thence North 10 °39'07" West, 65.20 feet to the Southeast corner of Lot 1 in Block 3 of RIDGEMONT ESTATES NO. 4 - 5TH ADDITION; thence North 33 ° 41'45" West along the East line of said Lot 1, 100.00 feet; thence North 56 ° 18'15" East, 154.80 feet; thence North 29 °44'21" East 55.90 feet; thence North 56 °18'15" East, 100.00 feet; thence South 33 °41'45" East 130.00 feet; thence South 28 °13'02" East, 50.23 feet; thence South 33 °41'45" East 135.00 feet; thence South 56 °18'15" West 41.36 feet; thence South 26 °07'32" East 127.72 feet; thence South 07 °01'51" West 58.34 feet; thence South 21 °56'53" East 125.07 feet; thence South 73 °19'08" West 24.42 feet; thence South 19 ° 34'33" East 126.62 feet; thence South 40 ° 48'18" East 53.38 feet; thence South 21 ° 04'58" East 99.13 feet; thence South 76 °52'01" West, 135.00 feet to the East line of Sonora Drive as Platted in said 4th Addition; thence North 13 °07'59" West, along said East line, 47.66 feet; thence North 89 ° 20'22" West 233.59 feet to the Point of Beginning; Situate in the County of Spokane, State of Washington. page 1 of 3 Order No.: SH- 173987M Charge: Tax: Total: $125.00 10.00 $135.00 VESTED IN: TUPPER & ASSOCIATES, INC., a Washington Corporation. EXCEPTIONS: 1. Taxes and assessments, if any, no search having been made thereof, as to Parcel No. 45252.9062. 2. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: DATED: RECORDED: RECORDING NO.: REGARDING: BETWEEN: AND: DATED: RECORDED: RECORDING NO.: REGARDING: AFFECTS: 3. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: page 2 of 3 Order No.: SH- 173987 Alfons B. Renz and Eva Renz County of Spokane October 9, 1974 October 18, 1974 7410180104 Wherein the owners of the property under search and other property agree not to permit any part of their property which fronts on 16th Avenue to be used as a building site unless approval has been obtained from the County of Spokane. Alphons B. Renz and Hilda E. Renz Spokane County December 10, 1975 December 12, 1975 7512120290 To indemnify and release the indemnitee from all actions attributable to the indemnitee locating, establishing, constructing, operating, maintaining, and all matters incidental thereto, the drainage control system in conjunction with Ridgemont Estates. NW1 /4 of Section 25, lying NWly of Ridgemont Estates. and 4. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: DATED: RECORDED: RECORDING NO.: REGARDING: 5. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: DISCLOSED BY: PURPOSE: AREA AFFECTED: 6. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PURPOSE: AREA AFFECTED: DATED: RECORDED: RECORDING NO.: 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: DATED: RECORDED: RECORDING NO.: REGARDING: page 3 of 3 Spokane County Sullivan South Enterprises, a Washington general partnership September 15, 1988 September 21, 1988 8809210088 Sewerage Agreement Quit Claim Deed recorded on June 9, 1992 under Recording No. 9206090434 Ingress, egress and utilities This and other property Spokane County, a subdivision of the Washington . Ingress and egress and utilities This and other property May 29, 1992 July 9, 1992 9207090149 _ Tupper & Associates, Washington Corporation Spokane County, a subdivision of the Washington May 29, 1992 July 9, 1992 9207090149 Easement and Maintenance 8. Potential liability for assessments levied by Spokane County Utility Department for the Aquifer Protection Area. To verify, call 458 -2538. In order to make payment, account number is necessary. TRANSAMERICA TITLE INSURANCE COMPANY B yG f � Sean Heath Title Officer Order No.: SH- 173987 political State of Inc., a political State of I impson Engineers, Inc. CIVIL ENGINEERS AND LAND SURVEYORS N. 909 Argonne Road • Spokane, WA 99212 (509) 926 -1322 • Fax: 926 -1323 TO: BILL ksaMtrl6S , P.E, SPotcPewE Coubr/ Euctme s SUBJECT: g & , - - - Esr -rrs tiff - -4 — 2 ADDToN ! STP€srs £ NZ/au-WAGE DATE: MAV 10 1993 ATrnwNED Fog- VouZ 1 REVIEl1/ • 7 cHE!TG AF 5tr - PVaFIc - ES 1 SHtt.I eF DKAtrJA;GE MAP • STe KM V.sATFL_ 7) 2RI r.J -G 2T w1 ALL-it.A-TI o,QS 'TNE PR4PoSF7l PWTS SHew.J oN THE bEADJA(.E AAAP ARE cne"- ENTL_v I■\ THE woecS IN 00e- oFFGE A-No watt_ aE R,or1 -ICnrn INC SooL\. THAW K 'toy EtRRl• tl V W MAY 13 1993 .... - w - ° -- Signed Nn o6 CMPi.lerJsorJ FROM ANGLE DIST NORTH EAST TO SP1684R RIDGEMONT ESTATES NORTH 2ND ADD PLAT BOUNDRY 4 -16 -93 D.B. AUTO INVERSE * * * ** START 1500.00000 1500.00000 1 1 INV N 0 14 32.0 E 216.3200 1716.31807 1500.91451 2 2 INV N 13 57 43.0 W 153.6500 1865.42866 1463.84224 3 3 INV S 70 47 11.0 W 30.1400 1855.50986 1435.38109 4 4 INV N 23 15 53.0 W 135.3600 1979.86370 1381.91661 5 5 INV N 10 39 07.0 W 65.2000 2043.94019 1369.86488 6 6 INV N 33 41 45.0 W 100.0000 2127.13964 1314.38649 7 7 INV N 56 18 15.0 E 154.8000 2213.02019 1443.17923 8 8 INV N 29 44 21.0 E 55.9000 2261.55774 1470.90856 9 9 INV N 56 18 15.0 E 100.0000 2317.03614 1554.10801 10 10 INV S 33 41 45.0 E 130.0000 2208.87686 1626.22992 11 11 INV S 28 13 02.0 E 50.2300 2164.61612 1649.97945 12 12 INV S 33 41 45.0 E 135.0000 2052.29687 1724.87528 13 13 INV S 56 18 15.0 W 41.3600 2029.35100 1690.46398 14 14 INV N 0 00 00.0 E 0.0000 2029.35100 1690.46398 14 14 INV S 26 07 32.0 E ' 127.7200 1914.68000 1746.70417 15 15 INV S 7 01 51.0 W 58.3400 1856.77869 1739.56315 16 16 INV S 21 56 53.0 E 125.0700 1740.77337 1786.31004 17 17 INV S 73 19 08.0 W 24.4200 1733.76374 1762.91771 18 18 INV S 19 34 33.0 E 126.6200 1614.46252 1805.34227 19 19 INV S 40 48 18.0 E 53.3800 1574.05717 1840.22539 20 20 INV S 21 04 58.0 E 99.1300 1481.56276 1875.88407 21 21 INV S 76 52 01.0 W 135.0000 1450.88898 1744.41499 22 22 INV N 13 07 59.0 W 47.6600 1497.30244 1733.58601 23 23 INV N 89 20 22.0 W 233.5900 1499.99541 1500.01153 24 LAT & DEP 0.00459 - 0.01153 24 HCLOSE N 68 17 09.2 W 0.0124 1500.00000 1500.00000 1 PREC = 1 TO 193260 Area = 237692.99 sq ft 5.45668 ac FROM ANGLE DIST NORTH EAST TO * * * ** START FROM 1574.05717 1840.22539 20 ANGLE DIST NORTH EAST TO BLOCK 6 SIODELINES AUTO INVERSE * * * ** START 1574.05717 1840.22539 20 20 INV S 21 04 58.0 E 99.1300 1481.56276 1875.88407 21 21 INV S 76 52 01.0 W 135.0000 1450.88898 1744.41499 22 22 INV N 13 07 59.0 W 47.6600 1497.30244 1733.58601 23 23 INV N 13 07 59.0 W 23.5100 1520.19754 1728.24423 64 RADIAL S 76 52 01.0 W DELTA 90 00 00.0 RT RADIUS 20.0000 TAN 20.0000 L -ARC 31.4159 RADIAL N 13 07 59.0 W RP 1524.74180 1747.72113 65 64 CHORD N 31 52 01.0 E 28.2843 1544.21870 1743.17686 66 TRN @PT N 76 52 01.0 E RADIAL S 13 07 59.0 E DELTA 7 55 16.0 LT RADIUS 735.0000 TAN 50.8878 L -ARC 101.6134 RADIAL S 21 03 15.0 E RP 2259.99481 1576.17517 67 AA rL n n N 77 5 27-M P 1 Al _ S7.7S 1 S74_ 17iA7F0 1 R401_ 77471 AA TAN @PT N 68 56 45.0 E LAT & DEP - 0.00535 0.00118 68 HCLOSE S 12 27 43.2 E 0.0055 1574.05717 1840.22539 20 PREC = 1 TO 80069 Area = 11881.49 sq ft 0.27276 ac FROM ANGLE DIST NORTH EAST TO BLOCK 5 SIDELINES AUTO INVERSE * * * ** START 1856.77869 1739.56315 16 16 INV S 21 56 53.0 E 125.0700 1740.77337 1786.31004 17 17 INV S 73 19 08.0 W 24.4200 1733.76374 1762.91771 18 18 INV S 19 34 33.0 E 126.6200 1614.46252 1805.34227 19 RADIAL S 19 32 43.0 E DELTA 6 24 44.0 RT RADIUS 685.0000 TAN 38.3707 L -ARC 76.6614 RADIAL S 13 07 59.0 E RP 2259.99105 1576.17437 69 19 CHORD S 73 39 39.0 W 76.6214 1592.90719 1731.81540 70 TAN @PT S 76 52 01.0 W RADIAL S 13 07 59.0 E DELTA 90 00 00.0 RT RADIUS 20.0000 TAN 20.0000 L -ARC 31.4159 RADIAL S 76 52 01.0 W RP 1612.38409 1727.27114 71 70 CHORD N 58 07 59.0 W 28.2843 1607.83983 1707.79424 72 TAN @PT N 13 07 59.0 W 72 INV N 13 07 59.0 W 210.0000 1812.34729 1660.07947 73 RADIAL S 76 52 01.0 W DELTA 90 00 00.0 RT RADIUS 20.0000 TAN 20.0000 L -ARC 31.4159 RADIAL N 13 07 59.0 W RP 1816.89155 1679.55637 74 73 CHORD N 31 52 01.0 E 28.2843 1836.36845 1675.01211 75 TAN @PT N 76 52 01.0 E RADIAL S 13 07 59.0 E DELTA 8 49 51.0 LT RADIUS 439.6800 TAN 33.9505 L -ARC 67.7666 RADIAL S 21 57 50.0 E RP 2264.54864 1575.11101 76 75 CHORD N 72 27 05.5 E 67.6996 1856.78072 1739.56108 77 TAN @PT N 68 02 10.0 E LAT & DEP - 0.00203 0.00207 77 HCLOSE S 45 37 16.2 E 0.0029 1856.77869 1739.56315 16 PREC = 1 TO 2389'41 Area = 23183.45 sq ft 0.53222 ac FROM ANGLE DIST NORTH EAST TO CENTERLINE SOUTHERLY STUB ROAD AUTO INVERSE * * * ** START 1558.34249 1693.66490 53 53 INV N 76 52 01.0 E 45.0000 1568.56709 1737.48793 78 RADIAL S 13 07 59.0 E DELTA 7 11 47.0 LT RADIUS 710 0 1000 TAN 4A 470 L -ARC 89.1765 ronroi a QM IQ 4c, m r RP 78 CHORD N 73 16 07 S E TAN @PT N 69 40 14 E 80 INV S 40 48 18.0 E LAT & DEP 81 HCLOSE S 12 28 52.4 W PREC = 1 TO 9976 No Area FROM ANGLE DIST CENTERLINE NORTHERLY STUB ROAD AUTO INVERSE * * * ** START 54 INV N 76 52 01.0 E RADIAL S 13 07 59.0 E DELTA 10 45 49.0 LT RADIUS 414.6800 TAN 39.0659 L -ARC 77.9020 RADIAL S 23 53 48.0 E RP 82 CHORD N 71 29 06.5 E TAN @PT N 66 06 12.0 E 84 INV S 7 01 51.0 W 89. 1179 26.6200 0.0161 45.0000 77.7875 CAT & DEP 85 HCLOSE S 41 48 48.1 E 0.0138 PREC = 1 TO 10969 No Area 2259.99707 1594.2260 1574. 07291 -0. 01574 1574.05717 NORTH 1850.49601 1860.72060 2264. 55466 1885.42206 28.8500 1856.78900 -0. 01031 1856.77869 1576.16657 18'22. 83306 1840.22887 - 0.00348 1840.22539 EAST 1625.50095 1669.32397 1575.10321 1743.08527 1739.55393 0.00922 1739.56315 79 80 81 20 TO 54 82 83 84 85 16 FROM ANGLE SP1684A BLOCK 1 SIDELINES 4 -12 -93 D. AUTO INVERSE * * * ** START 1 INV N 0 14 32.0 E 2 INV N 13 57 43.0 W 3 INV S 70 47 11.0 W 4 INV N 23 15 53.0 W 5 INV N 10 39 07.0 W 25 INV N 56 18 15.0 E RADIAL DELTA RADIUS TAN L -ARC RADIAL RP 26 CHORD TAN @PT RADIAL DELTA RADIUS TAN L -ARC RADIAL RP 28 CHORD TAN @PT 30 INV 31 INV 32 FROM N 33 41 45.0 W 97 04 55.0 RT 20.0000 22. 6385 33.8880 N 63 23 10.0 E S 75 09 17.5 E S 26 36 50.0 E N 63 23 10.0 E 13 28 51.0 RT 385.0000 45. 5025 90.5847 N 76 52 01.0 E S 19 52 24.5 E S 13 07 59.0 E S 13 07 59.0 E N 89 20 22.0 W * * * ** START 6 INV N 33 41 45.0 W FROM ANGLE BLOCK 2 SIDELINES AUTO INVERSE * * * ** START 6 INV N 33 41 45.0 W 7 INV N 56 18 15.0 E 8 INV S 33 41 45.0 E RADIAL N 56 18 15.0 E DELTA 90 00 00.0 RT RADIUS 20.0000 TAN 20.0000 L -ARC 31.4159 RADIAL S 33 41 45.0 E RP 33 CHORD S 11 18 15.0 W TAN @PT S 56 18 15.0 W 35 INV S 56 18 15.0 W 36 INV N 10 39 07.0 W B. DIST NORTH 216.3200 153. 6500 30.1400 135. 3600 5.4300 155. 4100 29.9772 90.3759 493. 7700 182.1100 LAT & DEP 0.01088 - 0.00568 HCLOSE N 27 34 19.0 W 0.0123 1500.00000 1500.00000 PREC = 1 TO 121984 Area = 84242.61 sq ft 1.93394 ac ANGLE DIST NORTH EAST 100.0000 DIST 100.0000 154.8000 85. 0000 28.2843 136.9200 5.4300 1500.00000 1500.00000 1716.31807 1500.91451 1865.42866 1463.84224 1855.50986 1435.38109 1979.86370 1381.91661 1985.20013 1380.91291 2071.41910 1510.21317 2054.77922 2063.73873 1891. 26804 1978.74512 1497.88965 1499.98912 2043.94019 1369.86488 2127.13964 1314.38649 NORTH EAST 2043.94019 2127.13964 2213.02019 2142.30066 2131.20498 2114.56509 2038.60407 2043.94051 EAST TO 1521.30885 1539.18976 1194.98218 1569.91252 1682. 10358 1500.00568 1369.86488 1314.38649 1443.17923 1490.33587 1473.69598 1484.79166 1370. 87497 1369.87128 LAT & DEP - 0.00032 - 0.00640 37 HCLOSE S 87 09 49.7 W 0.0064 2043.94019 1369.86488 PREC = 1 TO 80183 Area = 16173.44 sq ft 0.37129 ac 1 2 3 4 5 25 26 27 28 29 30 31 32 1 TO 6 7 TO 6 7 8 33 34 35 36 37 6 FROM ANGLE BLOCK 3 SIDELINES AUTO INVERSE * * * ** START 9 INV N 56 18 15.0 E 10 INV S 33 41 45.0 E 11 INV S 56 18 15.0 W RADIAL S 33 41 45.0 E DELTA 90 00 00.0 RT RADIUS 20.0000 TAN 20.0000 L -ARC 31.4159 RADIAL S 56 18 15.0 W RP 38 CHORD N 78 41 45.0 W TAN@PT N 33 41 45.0 W 40 INV N 33 41 45.0 W NO CLOSURE ERROR Area = 12914.16 sq ft FROM BLOCK 4 SIDELINES AUTO INVERSE • * * * ** START 12 INV 5 13 INV S 14 INV S RADIAL S DELTA RADIUS TAN L -ARC RADIAL 5 RP 15 CHORD S TRN @PT S RADIAL S DELTA RADIUS TAN L -ARC RADIAL S RP 43 CHORD N TAN @PT N 45 INV N RRDIRL N DELTA RADIUS TAN L -ARC RADIAL N RP 46 CHORD N TRN @PT N RADIAL S DELTA RADIUS TAN L -ARC RRDIRL N RP 48 CHORD N TAN @PT N ANGLE DIST 33 41 45.0 E 56 18 15.0 W 26 07 32.0 E 26 07 32.0 E 12 59 33.0 RT 389.6800 44. 3726 88. 3646 13 07 59.0 E 70 22 14.5 W 76 52 01.0 W 13 07 59.0 E 90 00 00.0 RT 20.0000 20.0000 31. 4159 76 52 01.0 W 58 07 59.0 W 13 07 59.0 W 13 07 59.0 W 76 52 01.0 E 14 53 13.0 LT 435. 0000 56. 8323 113. 0244 61 58 48.0 E 20 34 35.5 W 28 01 12.0 W 61 58 48.0 W 84 19 27.0 RT 20. 0000 18.1108 29.4347 33 41 45.0 W 14 08 31.tj E 56 18 15.0 E DIST NORTH EAST TO 100.0000 130.0000 80.0000 2181.13403 28.2843 2170.03835 110. 0000 135. 0000 41. 3600 127.7200 28.2843 92. 5300 112.7067 26.8492 2261.55774 2317.03614 2208.87686 2164.49414 2261.55774 1470.90856 2261.55774 0.29647 ac NORTH 2164.61612 2052.29687 2029.35100 1914.68000 2264.54688 88.1754 1885.05894 1904.53585 1899.99158 1990.10146 1891.26373 2095.61792 2105. 351 2121.65340 1470.90856 1554.10801 1626.22992 1559.67036 1548.57468 1531.93479 1470.90856 EAST 1649.97945 1724.87528 1690.46398 1746.70417 1575.11260 1663.65304 1659.10877 1639.63187 1618.60784 1194.98524 1578.99614 9 10 11 38 39 40 41 9 TO 12 13 14 15 42' 43 44 45 46 47 48 1596.65181 49 1585.55613 50 50 INV N 56 18 15.0 E 77.4400 2164.61587 1649.98578 51 LAT . EP 0^ 925 -0^00634 51, HCLOSE N 87 42 41./ W 0.0063 2164.u^612 1649.97945 12 PREC = 1 TO 116099 Area = 25514.22 sq ft 0"58573 ac FROM ANGLE DIST NORTH EAST TO SP1684A CENTERLINE SONORA STREET ALONG BLOCK 1,2,3,4,4- 12-93 D.B. AUTO INVERSE * * * ** START 1500.00000 1500.00000 1 1 INV S 89 20 22.0 E 207.8500 1497.60378 1707.83619 52 52 INV N 13 07 59.0 W 62.3700 1558.34249 1693.66490 53 53 INV N 13 07 59.0 W 300.0000 1850.49601 1625.50095 54 54 INV N 13 07 59.0 W 137.5300 1984.42891 1594.25232 55 RADIAL N 76 52 01.0 E DELTA 20 33 46.0 LT RADIUS 410.0000 TAN 74.3721 L -ARC 147.1442 RADIAL N 56 18 15.0 E RP 1891.27151 1194.97585 56 55 CHORD N 23 24 52.0 W 146.3557 2118.73292 1536.09358 57 TRN @PT N 33 41 45.0 W 57 INV N 33 41 45.0 W 142.5000 2237.29213 1457.03687 58 58 INV S 29 44 21.0 W 27.9500 2213.02335 1443.17221 59 LAT & DEP - 0.00316 0.00702 59 HCLOSE S 65 44 48.0 E 0.0077 2213.02019 1443.17923 8 PREC = 1 TO 133096 No Area FROM ANGLE DIST NORTH EAST TO CENTERLINE 20TH AVE WEST OF SONORA AUTO INVERSE * * * ** START 2118.73292 1536.09358 57 57 INV S 56 18 15.0 W 192.5600 2011.90373 1375.88473 60 60 INV N -10 39 07.0 W 32.6000 2043.94197 1369.85886 61 LAT & DEP - 0.00178 0.00602 61 HCLOSE S 73 31 25.2 E 0.0063 2043.94019 1369.86488 6 PREC = 1 TO 35879 No Area FROM ANGLE DIST NORTH EAST TO CENTERLINE 20TH AVE EAST OF SONORA AUTO INVERSE * * * ** START 2118.73292 1536.09358 57 57 INV N 56 18 15.0 E 122.6000 2186.74943 1638.09610 62 62 INV S 28 13 02.0 E 25.1100 2164.62347 1649.96850 63 LAT & DEP - 0.00735 0.01094 63 HCLOSE S 56 07 35.8 E 0.0132 2164.61612 1649.97945 12 PREC = 1 TO 11208 No Area INTRODUCTION PROPOSAL SPOKANE COUNTY HEARING EXAMINER COMMITTEE FINDINGS OF FACT. CONCI,U,SION,S AND ORDER 1 This matter has come before the Hearing Examiner Committee on January 21, 1993. The members of the Committee present are Phil I-Iarris, Chairperson, Bud Skadan and Frank Yuse. The sponsor, Ken Tupper, requests approval of a Preliminary.Plat of Ridgemont Estates North, PE- 1684 -92, with existing Urban Residential -3.5 (UR -3.5) zoning within the Aquifer Sensitive Area (ASA) Overlay zone. FINDINGS OF FACT AND CONCLUSIONS 1. The property is generally located south of and adjacent to 16th Avenue and approximately 900 feet east of Sullivan Road in Section 25, Township 25 North, Range 44 EWM, Spokane County, Washington. 2. The committee adopts the Planning Department Report as a part of this record. The Planning Department has recommended that the proposed plat be approved as conditioned. 10. The legal requirements for public notice have been fulfilled. JAN 2 9 1993 3. The existing land use(s) in the area are residential and agricultural. 4. The proposed use is compatible with existing uses in the area. 5. The•Comprehensive Plawdesignates this site as Urban: The Urban category is for the purpose of residential uses, including residential densities of 1 to 17 units peracre, or 3.2 units for this proposal. 6. The proposed plat does implement and conform to the Comprehensive Plan. 7. The Arterial Road Plan designates 16th Avenue as an arterial, with a recommended right of way width of 80 feet. 8. The existing zoning of the property described in the application is Urban Residential -3.5 (UR -3.5), previously established as Agricultural zoning in 1942 and reclassified to Urban Residential -3.5 (UR -3.5) on January 1, 1991 pursuant to the Program to Implement the Spokane County Zoning Code. Pursuant.to RCW 58.17.195 the proposal does conform to the requirements of the existing Urban Residential -3.5 (UR -3.5) zone. 9. The provisions of RCW43.21C (The State Environmental Policy Act) have been complied with and a Determination of Nonsignificance was issued. The Committee, after independent review, hereby adopts the DNS. HEC Order for PE- 1684 -92 Page 2' 11. The owners of adjacent lands expressed neither approval nor disapproval of the proposed use. 12. The proposed use will not be detrimental to the public health, safety, morals or welfare especially in light of the conditions recommended by the reviewing agencies. 13. The subdivision proposal is generally consistent with RCW 58.17 and the County subdivision regulations, promoting the public health, safety and general welfare in accordance with standards established by the state and Spokane County. The proposal as conditioned does provide adequate public facilities as cited in RCW 58.17.110 (2). More specifically: a. open spaces b. drainage ways c. public and/or private rights -of -way d. transit e. potable water f. sanitary waste disposal g. parks and recreation facilities h. playgrounds i. schools and schoolgrounds j. sidewalks SPOKANE COUNTY PLANNING DEPARTMENT l The above improvements are either existing facilities or will be provided by the applicant upon finalization of this subdivision as conditioned by the Committee and implemented by the various County agencies. • CONDITIONS OR CONTINGENCIES APPLIED TO THIS APPROVAL 1. All Conditions imposed by the Hearing Examiner Committee shall be binding on the "Applicant," which term shall include the owner or owners of the property, heirs, assigns, and successors -in- interest. 1. The proposal shall comply with the Urban Residential -3.5 (UR -3.5) zone as amended. Note: A copy of the homeowner /property owners association covenants and restrictions shall be submitted for review and approval to the Planning Department prior to finalizing. Covenants shall state that duplexes are.not allowed on lots containing 20,000 square feet or more. Appropriate provisions shall be made for maintenance of the lift station lot and drainage lot with the sponsor and the County Engineer and Utilities Department. 2. The final plat shall be designed substantially in conformance with the preliminary plat of record. No increase of density or number of lots shall occur without a change of condition application submittal and approval. Note: Timberlane Road shall be contained wholly within the boundary of the final plat. 3. The Planning Director /designee shall review any proposed final plat to ensure compliance with these Findings and Conditions of Approval. HEE Order for PE- 1684 -92 Page 3 4. A final plat name /number shall be indicated before the final plat is filed, such name/number to be approved by the Planning Director /designee. 5. Appropriate road name(s) shall be indicated. 6. The preliminary plat is given conditional approval for three (3) years, specifically to February 1, 1996. The applicant may request an extension of time by submitting a wntten inquest approximately forty-five (45) days prior to the above expiration date. 7. Appropriate utility easements shall be indicated on copies of the proposed final plat. Written approval of utility easements by appropriate utility companies shall be received with the submittal of the final plat. The final plat map shall indicate by. a clear, dashed line the required yard setbacks from all private, "Tract X" or public roads. The dedication shall contain the following statement: "Side yard and rear yard setbacks shall be determined at the time permits are requested unless these setbacks are specifically drafted on this final plat. The setbacks indicated on this plat may be varied from if proper zoning approvals are obtained." 9. Three (3) current certificates of title shall be furnished to the Planning Department prior to filing the final plat. 10. Prior to filing of all or a portion of' the final plat the applicant's surveyor shall submit one or more maps outlined in red of the area being finalized. The scale shall match the appropriate assessor's map scale. 11. The Spokane County Planning Department shall prepare and record with the County Auditor a Tide Notice specifying a future land acquisition area for road right -of -way and utilities. The reserved future acquisition area Title Notice shall be released, in or impart, by the Planning Department. The notice should be recorded within the same time frame as an appeal and shall provide the following: a. At least 10 feet of reserved future acquisition area for road right -of -way and utilities, in addition to the existing and/or newly dedicated right -of -way along 16th Avenue. NOTE: The County Engineer has required 0 feet of new dedication. b. Future building and other setbacks required by the Spokane County Zoning Code shall be measured from the reserved future acquisition area. c. No required landscaping, parking, '208' areas, drainfield or allowed signs should be located within the future acquisition area for road right -of -way and utilities. If any of the above improvements are made within this area, they shall be relocated at the applicant's expense when roadway improvements are made. d. The future acquisition area, until acquired, shall be private property and may be used as allowed in the zone, except that any improvements (such as HEC Order for PE- 1684 -92 Page 4 landscaping, parking, surface drainage, drainfield, signs or others) shall be considered interim uses. e. The property owner shall be responsible for relocating such "interim" improvements at the time Spokane County makes roadway improvements after acquiring said future acquisition area. 12. The final plat shall indicate yard setback are lengths on cul -de -sac lots which meet or exceed the minimum frontage of the underlying zone of the final plat. 13. A plan for water facilities adequate for domestic service and fire protection shall be approved by the water purveyor, appropriate fire protection district, County Building & Safety Department and County Health District. The agencies will certify on the Water Plan, prior to the filing of a final plat, that the plan is in conformance with their respective needs and regulations. The Water Plan and certification shall be drafted on a transparency suitable for reproduction and be signed by the plat sponsor. 14. The water purveyor shall certify that appropriate contractual arrangements and schedule of improvements have been made with the plat sponsor for construction of the water system in accordance with the approved Water Plan. The time schedule shall provide for completion of the water system and inspection by the appropriate health authorities prior to application for building permits within the final plat. The arrangements or agreements shall include a provision holding Spokane County and the purveyor harmless from claims by any lot purchaser refused a building permit due to the failure of the subdivision sponsor to satisfactorily complete the approved water system. 15. The final plat dedication shall contain the following statement: "The public water system, pursuant to the Water Plan approved by county and state health authorities, the local fire protection district, County Building & Safety Department and water purveyor, shall be installed within this subdivision and the • applicant shall provide for individual domestic water service as well as fire protection to each lot prior to sale of each lot and.prior to issuance of a building '-permit for each lot." 16. No building permit will be issued for any lot within the final plat until certified by a Washington state - licensed engineer that "the water system has been installed pursuant to the approved Water Plan for the final plat " including a signed license stamp. The certification may be in the form of a letter, but is preferred to be certified on a copy of the Water Plan as a schematic map showing the "as- built" water system. 17. The Water Plan and the above four (4) conditions of approval regarding the Water Plan may be waived by the Planning Director /designee upon receipt of letters from the appropriate water purveyor and fire protection district stating that simple connections to an existing, approved water system will provide adequate domestic and fire protection water to ensure the public health, safety and general welfare. 18. A survey is required prior to the filing of a final plat. ' lffiC Order for PE- 1684 -92 Page 5 19. Prior to approval of road and drainage plans, you are required to coordinate with the United States Postal Service to detemiine type and location of central mail delivery facilities which may include applicable easements for developments of three or more homes. 20. The preliminary plat approval of PE- 1423 -82, that exists on this site shall become null and void and be replaced by this approval. Note: A portion of PE- 1423 -82, is still active as it lies outside of this proposal, PE- 1684 -92. The plat dedication shall contain a statement to the effect that no duplex shall be allowed on lots of 20,000 square feet or greater. SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS Prior To Issuance Of A Building Permit Or Use Of The Pronertv As Pmngsed; 1. The conditional approval of the plat is given by the County Engineer subject to dedication of right -of -way and approval of the road system as indicated in the preliminary plat of record. Plans, profiles, and cross - sections as designed to County standards showing proposed street centerline and curb grades, shall be submitted to the County Engineer for approval prior to construction and/or the filing of each final plat; road plans to be prepared under the direction of a licensed Professional Civil Engineer. Drainage plans and design calculations showing the alignment of drainage facilities shall be submitted to the County Engineer for approval prior to construction and/or the filing of the final plat. Drainage plans to be prepared under the direction of a licensed Professional Civil Engineer. 4. Construction within the proposed public streets and easements shall be performed under the direct supervision of a licensed engineer /surveyor, who shall fumish the County Engineer with "as- built" plans and a certificate in writing that all improvements were installed to the lines and grades on approved construction plans and that all disturbed monuments have been replaced. 5. No construction work is to be performed within the existing or proposed public right -of -way until a permit has been issued by the County Engineer. All work is subject to inspection and approval by the County Engineer. 6. All construction within the existing or proposed public right -of -way is to be completed prior to filing each final plat, or a bond in the amount estimated by the County Engineer to cover the cost of construction of improvements, construction certification, "as- built" plans and monumenting the street centerlines shall be filed with the County Engineer. 7. No direct access from lots to one -half (1/2) rights -of -way until such roads are constructed to County standards and established as County roads. 8. No direct access from lots to stub road connections until such roads are constructed to County standards and established as county roads. HEC Order for PE-1684-92 Page 6" ' • 9. Road design, construction, and drainage control for one -half (1/2) rights -of -way and stub road connections are the responsibility of the owner, developer or applicant. 10. That appropriate provision be made that the following described property be held in bust until the continuation of the streets be dedicated or deeded: A one foot strip at the ends or edges of all streets that terminate or border the plat boundary. (Temporary cul de sacs are required when streets terminate at the plat boundaries). 11. Individual driveway access permits are required prior to issuance of a building . permit for driveway approaches to the county road system. 12. Existing county roads providing direct access to the plat shall be paved and/or curbed to Spokane County standards. • 13. All public roads within the plat shall be designed and constructed to Spokane County standards. 14. The word "applicant" shall include the owner or owners of the property, his heirs, assigns and successors. "15. The County Engineer has designated Typical Roadway Section Number Two, Local Access standard for the improvement of All internal_ streets, including Timberlane Drive, which is to be constructed within the proposed development. This will require the installation of 36 feet of asphalt. The construction of curbing is also required. —16. The County Engineer has designated Typical Roadway Section standard for the improvement of Sullivan Road, which is adjacent to the proposed development. This will require the addition of varying amounts of asphalt along the frontage of the development. — 17. The County Engineer has designated Typical Roadway Section Number Two, Local Access standard for the improvement of 16th Avenue from Sullivan Road to the east property line, which is adjacent to the proposed development.. will require varying amounts of asphalt along the frontage of the development. The construction of curbing and sidewalk is also required. 18. The proposed subdivision shall be improved to the standards set forth in Spokane County Board of Commissioners Resolution No. 80 -1592, as amended, which resolution establishes regulations for roads, approaches, drainage and fees in new construction. 19. The County Engineer has examined this development proposal and has determined that the impact of this proposal upon the existing county road system warrants the dedication of additional right -of -way and the roadway improvements herein specified. 20. There may exist utilities, either underground or overhead, affecting the subject property, including property to be dedicated or set aside for future acquisition. Spokane County assumes no financial obligation for adjustments or relocation regarding these utilities. Applicant(s) should check with the applicable utility purveyor and the Spokane County Engineer to determine whether applicant(s) or • MEC Order for PE- 1684 -92 Page 7 the utility is responsible for adjusunent or relocation costs and to make arrangements for any necessary work. The County Arterial Road Plan identifies 16th Avenue as a Minor Arterial. The existing right -of -way width of 60 feet is not consistent with that specified in the Plan. In order to implement the Arterial Road Plan, in addition to the required right -of -way dedication, a strip of property 10 feet in width along the 16th Avenue frontage shall be set aside in reserve. This property may be acquired by Spokane County at the time when arterial improvements are made to 16th Avenue. ,Special Condition Existing drainage casements for previous plats exists on the parcel to be platted. These easements must be changed and extinguished prior to final platting of the proposed development proposal. 20th Avenue shall be constructed dedicated from the proposed plat to Sullivan Road prior to final platting of any portion of the proposed plat. SPOKANE COUNTY DIVISION 'OF UTILITIES' 1. Applicant will make connection to Public Sewer System. Sewer Connection Permit is required. Plans and specifications are to be reviewed and approved by the Utilities Department. SPOKANE COUNTY HEALTH DISTRICT 1. The final plat shall be designed as indicated on the preliminary plat of record and/or any attached sheets as noted. 2. Appropriate utility easements shall be indicated on copies of the preliminary plat of record for distribution by the Planning Department to the utility companies, Spokane County Engineer and the Spokane County Health District. Written approval of the easements by the utility companies must be received prior to the submittal of the final plat. 3. Sewage disposal method shall be as authorized by the Director of Utilities, Spokane County. 4. Water service shall be coordinated through the Director of Utilities, Spokane County. 5. Water service shall be by an existing public water supply when approved by the Regional Engineer (Spokane), State Department of Health. 6. Prior to filing the final plat, the sponsor shall demonstrate to the satisfaction of the Spokane County Health District that an adequate and potable water supply is available to each lot of the plat. 7. Prior to filing the final .plat, the sponsor shall present evidence that the plat lies within the recorded service area of.the water system. proposed to serve the plat. HEC Order for PE- 1684 -92 8. A plan for water facilities adequate for domestic use, domestic irrigation use and fire protection use shall be approved by the water purveyor. Said water plan must have been approved by the fire protection district and the appropriate health authorities. The health authorities, water supplier (purveyor) and the fire protection district will certify, prior to the filing of the final plat, on the face of said water plan that the plan is in conformance with their requirements and will adequately satisfy their respective needs. Said water plan and certification will be drafted on a transparency suitable for reproduction. 9. The purveyor will also certify prior to filing the final plat on a copy of said water plan that appropriate contractual arrangements have been made with the plat sponsor for construction of the water system, in accordance with the approved plan and time schedule. The time schedule will provide, in any case, for completion of the water system and inspection by the appropriate health authorities prior to application for building permits within the plat. The contractual arrangements will include a provision holding Spokane County /City of Spokane; Spokane County Health District and the purveyor harmless from claims by any lot/tract purchaser refused a building permit due to failure of the plat sponsor to satisfactorily complete the approved water system. 10. A public sewer system will be made available for the plat/project, and individual service will be provided to each lot prior to sale. Use of individual on -site sewage disposal systems shall not be authorized. 1 1 . A statement shall be placed in the dedication to the effect that: "A public sewer system will be made available for the plat, and individual service will be provided to each lot prior to sale. Use of individual on -site sewage disposal systems shall not be < , i 12. The dedicatory language on the plat shall state: "Use of private wells and water systems is prohibited." Page 8, 13. The plat dedication will contain a statement to the effect that: "The public water system Is approved by the County and State Health Authorities and the local fire district and purveyor will be installed within this plat, and the subdivider will provide for individual domestic water service as well as fire protection to each lot prior to sale of each lot and prior to issuance of a building permit for each lot. SPOKANE COUNTY DIVISION OF BUILDINGS 1. Fire flows are applicable for this proposal. The minimum fire flow and flow duration will be based on a representative dwelling size for all floors not including the basement. The maximum dwelling size needs to be submitted to the Department of Buildings. 2. An approved water supply capable of supplying the required fire flow for fir protection shall be provided before any building permits are issued. The water system shall be installed in accordance with an approved Water Systems Plan on file with the Department of Buildings. Certification that the installed system complies with the requirements of the plan and is operational shall be submitted to the Department of Buildings prior to permit issuance.. REC Order for Pfi- 1684.92 Page 9 Hydrant location, number and type capable of delivering the required fire flow for residential development shall be provided in accordance with required design specifications. The average distance between hydrants shall be 600 feet and shall not exceed 700 feet. SPOKANE COUNTY AIR POLLUTION CONTROL AUTIIORITY: 1. All air pollution regulations must be met. • 2. Air pollution regulations require that dust emissions during demolition, construction and excavation projects be controlled_ This may require use of water sprays, tarps sprinklers or suspension of activity during certain weather conditions. Raul roads should be treated, and emissions from the transfer of earthen material must be controlled, as welbas emissions from all other construction - related activities. 3. All travelled surfaces (ie. ingress, egress, parking areas, access roads) should be paved and kept clean. 4. Measures must be taken to avoid the deposition of dirt and mud from unpaved surfaces onto paved surfaces. If tracking or spills occur on paved surfaces, Measures must be taken immediately to clean these surfaces_ 5. Debris generated as a result of this project must be disposed of by means other than burning (ie. construction waste, etc.). 6. Demolition and renovation projects must comply with the requirements of CFR 61, subpart M and SCAPCA Regulation I, Article DC. Intent to Demolish forms are available at the SCAPCA office. 40, Part 7 • all solid fuel burning devices (wood stoves, pellet stoves, etc...) must comply with local, state, and federal rules and regulations. I -IEC Order for PE-1684-92 Page 10 • ORDER The Hearing Examiner Committee, pursuant to the above Findings of Fact and Conclusion, APPROVES the application of Ken Tupper for the Preliminary Plat as described in the application PE- 1684 -92 known as Ridgemont Estates North. Motion by: Frank Yuse Seconded by: Bud Skadan Vote: (3 -0) UNANIMOUS TO APPROVE THE PRELIMINARY PLAT WITH EXISTING URBAN RESIDENTIAL -3.5 (UR -3.5) ZONING HEARING EXAMINER COMTv( E • HEREBY ATTEST TO THE ABOVE FINDINGS, ORDER, AND VO ATTEST:.. `i For WALLIS D. HUBBARD Planning Director Senior Planner UL F. JENSENU Date -29 - 53 " Pursuant to County regulations, any aggrieved party has the right to appeal this written decision to the Spokane County Board of County Commissioners within ten (10) calendar days of the signing of this order. Upon receipt of an appeal, a public hearing will be scheduled. If you desire to file such an appeal, you must submit a written appeal, preferably on forms designed for such purpose, to the Board of County Commissioners, W. 1116 Broadway, Spokane, WA 99260, along with a $200 processing fee payable to the Spokane County Treasurer. If you have any questions, please call the Planning Department at 456 -2205 whose interest in_the project is is entered into .this - day of known as: S P .O K q N E. OFFICE OF THE COUNTY ENGINEER • Ronald C. Hofmann, P.E,'County Engineer °.B11 Jefferson J A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P F., Director pJORITY FEE AGREEMENT ENGINEER'S AGREEMENT NUMBER J ] (cS4 T Das • i This agreement between Spokane County and tname 01 person) IDGE CV\bNT lmelect auuress or uiename ei. me nuntocr) That the individuals and parties named herein as having an interest in the above described property or project agree to the following: 1. They request that priority review be given to their project. 2. They agree to reimburse Spokane County for project review, fees as specified in Board of County. - Commissioner's Resolution 80 -1592 attachment C, as amended. ec The fees will be based on double -time cost incurneednb'Spokane m County aoa billed r plus ten percent administrative charge, 3. The undersigned agrees that these fees are due and payable upon receipt of the billing as specified above. The monthly billing should be / sent to the attention of: • NAME: h I c C , / � A. V • f.. r- M 7_ ADDRESS: • j Q. 9 9. E S fl< cl l'. A V c CITY, STATE.: k. 'Pin k R ti >' ' 1 (' R zIP CODE: - . q ~+ j C-, (509) 4563600 SFp: ,(509) 46- 4715 ^ c e �L •� �, ;PRONE "#:- •' } 7'1 underer stand that fatluYe to pay these fees may result a 4- -ti,a— � 1 \.X ot tie ropossrbI sanettor44„ vc:: • SIG1TATZ7FtE BY.• erg. -:..., a.- v... - -. Y: �.,.r�R?•` S' ., j .p...., .�+:,".'.r't- 5-:=:_- s.E :r' I TO L. :, � t. ENGINES :�,RkT(IiN`PINK COPY�'TO•SPOKAP7E:COYJNT'P _ =p - .i, - s- - ,� ;;.Sa a t • - 'ter - s k pokane it.1 4 9 60 ,1018 C 0 U. N T 7' 1Y) ,iR P t.l ; 19 . This agreement is applicable to the project E E5 iii: - IR or, approval of the,project'or .. - " Jam` -` ii ` ' A11.:* t !35 eimpson Engineers, Inc. ? Km-A_ CIVIL ENGINEERS AND LAND SURVEYORS N. 909 Argonne Road • Spokane, WA 99212 (509) 926 -1322 • Fax: 926 -1323 1 TO: o&'a DEizro C.cui -l'CT E )-4 a_ E SUBJECT: 2,d5ewo .- E s-Ia.4c- t4 or--1. Z Addi iov4 1 DATE: 3/ 21/43 A F. 1 Pin -1 nF +ti P pre(ivr,ivta_ry Pin R-R /:J P. FF r� ki. S. -T ,,v..-1 v�rk r. II 1L. a.1 Sn tiro v P1 a 4- rt-.. -4-, r./),71'P C w. wv, my !Sewn V\ . RECEi MAR 2 919.9'4 CQPnhv r.,, „ng Signed — DI 1 A .v-4Q //n 942— TO: Jeff Forrey, Department of Buildings FROM: Bill Hemmings DATE: September 1, 1993 SUBJECT: B.C.C. resolution # 91 -0882 Implementation Attached are the individual lot plans for each lot containing a swale in RIDGEMONT EST NORTH 2ND ADD, plat# P 1684A. Please give the appropriate lot plan to the individual applying for a building permit on the lot, so they can draw their house and approach to scale on the lot. We will need this plan, and the corresponding $1000.00 cash surety, in the form of cash, letter of credit, or savings assignment, before we can issue the approach permit. Also attached are the letter of credit and savings assignment forms. If you desire, we can meet to further discuss this new process. k\j \l\assign.208 OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON " (USE BANK LETTERHEAD) " "SAMPLE LETTER OF CREDIT' IRREVOCABLE LETTER OF CREDIT AMOUNT: $ 1,000.00 NO. BENEFICIARY: SPOKANE COUNTY ENGINEERS 1026 W BROADWAY SPOKANE, WA 99260 -0170 SUBJECT: LOT BLOCK RIDGEMONT EST NORTH 2ND ADD (Plat) PLAT # P 1684A . (Development) Gentlemen: We hereby authorize our irrevocable Letter of Credit in your favor, and authorize you to draw on the a draft up to one thousand (Dollars) ($1,000.00), for the account of (developer). The draft, drawn under this Letter of Credit, covers the assurance of completion of installation of storm drainage, drainage swales, sod and other work as is incidental and related thereto in accordance with the drawings and specifications as submitted to and approved by the Spokane County Engineer's Office on (date), and is to be accompanied by the following documents: written request by Spokane County Engineer's Office to (bank), at the above address indicating non - completion of all or any of the above improvements and that amount of money required to complete such improvements. We hereby agree with the drawer, endorser and bona fide holder of this draft, negotiated under and in compliance with the terms of this credit, that said draft shall be duly honored upon presentation at the (bank), at any time before completion of the above - described improvements or performance, in which event written notice shall be given by Spokane County to the bank. (developer) shall be responsible for any cost incurred by the county in excess of the amount of security. Drafts, drawn under this Letter of Credit, shall hear on their face the words Drawn under (bank) (bank address) k\j \f\assign.208 Credit No. Dated Bank Name: (BANK NAME ADDRESS ZIP CODE PHONE # AND OTHER INFORMATION) By: (bank), (authorized signor) In consideration of the issuance of a building permit for Lot RIDGEMONT EST NORTH 2ND ADD (plat) plat # P 1684A NAME & ADDRESS TO BE RETURNED TO: (Developer Signature) DATE k\j \f\assign.208 "AGREEMENT" , Block (Developer) has deposited $1,000.00 with Spokane County as security for full and faithful performance by Developer respecting certain drainage facilities and sod in accordance with the drawings and specifications as submitted to and approved by the Spokane County Engineers Office on (date) 199 Developer hereby agrees that should such drainage facilities and sod not be constructed in accordance with the approved drawings within six months of occupancy, Spokane County may then use the security to bring these facilities and sod into conformance therewith. Developer shat! be responsible for any costs incurred by the county in excess of the amount of security. Spokane County agrees to return to Developer any unused funds upon satisfactory completion of these facilities and sod. For security purposes only, ( developer) hereby assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the following: Savings Certificate Number in the face amount of and held in and by Bank of $1.000.00 ASSIGNMENT This assignment is made as security for the full and faithful performance by (developer) of certain drainage facilities and sod for LOT BLOCK . RIDGEMONT EST NORTH 2ND ADD (Plat) Plat # P 1684A in accordance with the drawings: and specifications as submitted to and approved by the Spokane Cou.tty Engineers office on (date) , 199 Any interest benefits accruing under said savings certificate shall remain the property of Said savings certificate to be released to any other party only with the prior written consent and agreement of Spokane County. PROVIDED, FURTHER, the undersigned does hereby authorize . (developer) (developer) (bank) to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced hereinabove upon written documentation being received from the Spokane County Engineer indicating that the purposes for which the savings certificate was assigned have not been fully and faithfully performed as required and a statement of that amount of money which the County Engineer as required and a statement of that amount of money which the County Engineer deems necessary to complete such obligation. Upon receipt of such written documentation, (developer) hereby authorizes (bank) to release to Spokane County that amount of money requested up to the maximum amount in the savings certificate. (developer) shall be responsible for any costs incurred by the county excess of the amount of security. DATED this day of . 199 Branch (bank address) 82.23' 5 Double Barrel Drywell,Type "B" wi Metal Frame & Grate, Type No.3 Spokane County Standard, Sta.23 +85 26'Lt of Sonora Street Top of Grate 2022.50 See Detail "A" x0 PIA Bottom of Pond Floor Elev. 2022.00 See Detail "A" --fig 29'x28' Drainage Easement LOT 4 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION Si Curb line 24'x28' Drainage Easement Curb Drop, 7" Deep x 10 LF • Sta. 23 +50 to 23 +60 LTA Sonora St„ with C nerete Curb Inlet e 1, L =10' � pok6ne County Standora (E opening 23+55 F.L.= 2022.91 See Detoil "A" AUGUST 31, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 1" _ 2 0' rw,wu 1.46 N J . -1 � irnpson Engineers, Inc. COAL ENGINEERS & LAND SURVEYORS NJ.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -1322 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • • PLO 82.23' Se 30' gu ildin9 0 C u fb une 5 ement 10 U tility E65 6� 00 • / l Curb Drop, 7" Deep A 10 LE Sta. 23 +50 to 23 +60 1.T Sonorb St., witb_Co retrtE e 29'428' Drainage Easement Curb Ir ', ype 1, L =10' —Spa one County Standard Q opening 23-x55 F.L.= 2022.91 . See Detail "A" LOT 5 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION Double Barrel Drywell,Type "B" with Metal Frame & Grate, Type No.3 Spokane County Standard, Sta.23±85 26'Lt of Sonora Street Top of Grate 2022.50 See Detail "A" z 6 N LPcP - Bottom of Pond Floor Elev. 2022.00 rn See Detail "A" 1 " =20' lonC.Y 164 4 AUGUST 31, 1993 GRAPHIC SCALE (IN FEET) D 10 20 40 Vimpsan Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926 -1372 1 1 I� 1 1 1 1 1 1 1 1 1 1 1 • Curb Line - - 85.00' 1 1 10' Utility Easement I 1 I � a 17'x25' Drainage Easement — r- �" ri N 1 4 ' 1 v 30' Building Setback — 1 SONORA ST Bottom of Pond Floor Elev. 2038.00 Floor Area 266 sift See Detail "A' 100.00' N33 "W LOT 1 BLOCK 2 RIDGEMONT ESTATES NORTH 2ND ADDITION 30 — A = 50'00'00 R = 20-00' T = 20.00' L = 31.42' AUGUST 31, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 =20' Vimyson $nginEers, Inc. CML ENGINEERS & LAND SuRVE70RS N 909 ARCO•NE ROAD SPOKANE. WA 99212 Ph 926 -!322 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 H (/) 18' C Oa 0 M a oNa te a', a "a Ew¢ 0 `o `o y •-_.• o o w al LT. L U) 0 = 90'00'00" R = 20.00' T = 20.00' L = 31.42' 7' 10' ' O 30' N 100.00' N56 1 30' Building Setback 17'x27' Drainage Easement /Curb Drop, 7" Deep x 5 LF Sta. ER 23 +67.8 to 23+72.8 LT 20th Avenue, with Concrete AVE. 2 0th Curb Inlet, Type 1, L =5' A V E. Spokane County Standard Q opening 23 +70.3 F.L.= 2039.53 See Detail "A" — Single Barrel Drywell,Type "A" with Metal Frame & Grate, Type No.3 Spokane County Standard, Sta.27 +94 26'Rt'of Q Sonora Street Top of Grate 2039.00 See Detail "A" LOT 1 BLOCK 9 RIDGEMONT ESTATES NORTH 2ND ADDITION 10' Utility Easement 80.00' Curb Line — 0 0 0 M AUGUST 31, 1993 GRAPHIC SCALE ON FEET) 0 10 20 40 1" = 20' Fpm 11146 Vimpson Engineers, Inc. OVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPCK -NE. NA 99212 PM 926 -1322 1 2 — 0 = 90'00'00" ,n 1 R = 20.00' . T = 20.00' L/ L = 31.42' 7 . - ( ' LOT 2 BLOCK 4 RIRGEMONT ESTATES NORTH 2ND ADDITION Single Barrel Drywell,Type "A" with Metal Frame & Grate, Type No.3 Spokane County Standard Sta. 1 +10, 261t of CL Top of Grate 2021.50 See Detail "A" • Bottom of Pond Floor Elev. 2021.00 Floor Area 676 sgtt See Detail "A" Curb Drop, 7" De•p x 10 LF Sta. 1 +24 to 1+ RT w Concrete Curb Inl , ype 1. L =10' SAk &ne County Stondord Opening 1 +29 F.L-= 2022.16 See Detail "A" c AUGUST 31, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 1" _ y,m Ipb S impson Engineers, Inc. CIVIL ENGINEERS !c LAND SURVEYORS N.S09 ARGONNE ROAD SPOKANE, WA 99212 PH 926 -1322 1 , Single Barr well,Type "A" �ie rame & Graf _ No 3 Spokane` _ andard, Sta.23 +70 1 •'�- % Sonora Street op of Grate 2022.50 See Detail "A" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Curb Drop, 7" Deep Sta. 23 +5210 23 RT ___59ner<fS(., with Concrete Curb Inlet, Type 1, L =5' Spokane County Standard opening 23 +54.5 F.L. See Detail "A" Curb LIDe tJ Bottom of Pond Floor Elev. 2022.00 Floor Area 676 sqft See Detail "A" LOT 1 BLOCK 5 1 RIDGEMONT ESTATES NORTH 2ND ADDITION so A S � 28'x34' Drainage Easement 7 Foispa 19441 A = 90'0 00' R = 20.00 T = 20.00' L = 31.42' AUGUST 31, 1993 18' GRAPHIC SCALE (IN FEET) 0 10 20 40 1 " = 20' S impson Engineers, Inc. CI%L ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 P11 926 -1322 AO �ut;ty 1 (r O O. 107 EoS em ent t R�� 1 1 27 r • 99 1 Q cp Double Barrel Drywell -': with Metal Frame Vie, Type No.3 Sp ounty Standard, Sta.21 +30 6 of Sonora Street Top of Crate 2024.50 See Detail "A" S NAT P LOT 1 BLOCK 8 RIDGEMONT ESTATES NORTH 2ND ADDITION Bottom of Pond Floor Elev. 2024.00 Floor Area 438 sqft See Detail "A" 5 90'00'00" R = 20.00' T = 12 0.00' L = 1.42' — Curb Drop, 7" Dee ` x 5 Sta. R 0 +38 to 0 43 R1T Renz rive, with Con rete Curb I let, Type 1, L 5' Spokan County Stan are ` q_ open g F.L. =2025. ¢ See Det iI "A" 1 23'x2 Dr inage Easerne • AUGUST 31, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 1" = 20' F44•064 116441 Vimpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPGNANC, WA 99212 PH 926 -1322 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND ENTRY ce U 0 0 U , Q 'D w 0 0 :7 SLDpf CONCRETE CURB INLET, TYPE 1 SPOKANE CO. STD. PLAN VIEW: POND ENTRY "-ASPHALT EDGE OF PAVT. OR BACK OF CURB "208" POND SECTION DETAIL VARIES, 3' MIN. 3' 4" PORTLAND CEMENT CONCRETE 7' "L " =2' MINIMUM OR AS SPECIFIED ON PLANS NOT TO SCALE o O o 0 0 0 O 0 a D- RIDGEMONT ESTATES NORTH - 2ND ADDITION DETAIL "A" • DRYWELL r VARIES 4' MIN BACK AND SIDES OF "208" POND TO BE HIGHER THAN PAVEMENT SIDE ORYWELL GRATE I UNE POND WITH GRASS SOD 4,l "208" 0 POND FLOOR SLOPE SOD TO TOP OF DRYWELL OR MASTIC ANY EXPOSED JOINTS uryN 194 Vimpson Engineers, Inc. G`nl ENUUEENS & LAND SUNVE SORS N.909 ARCONIJE ROAD $PaKANE. 4A 99212 Ph 9741 -1377 A 1 1 !1 �1 �1 1 �1 1 1 1 1 1 1 1 1 1 1 1 STORMWATER DRAINAGE REPORT for Ridgemont Estates North - 2nd Addition A 14 -Lot subdivision located in the NW 1/4 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 for Tupper and Associates, Inc. May 5, 1993 Report Prepared By: Simpson Engineers, Inc. North 909 Argonne Road Spokane, WA 99212 TABLE OF CONTENTS Summary Table No. 1: On -Site Drainage Basins Summary Table No. 2: Basins Draining to Off Site "208" Pond Volume Calculations Existing Ponds - Off-Site (followed by 4 pages of information submitted in 1992 for Ridgemout Estates No 4 - 4th & 5th Additions) Rational Formula Hydrology & Bowstring Calculations 1. For 6 on -site drainage basins 2. For 5 basins draining to off -site Capacities of Curb Opening Inlets RECEIVED JUL 2 81993 SWIM tt*fl1Y ENGIREBt RECEIVED MAY 13 1S93 Enturly EgirYn(ing P 0 REVIEW # '_. Basi Name: Total Area Pcnious Houscs/D'«a_vs Area Asphalt Streets Impervious Area "208" Volume Existing Pond Location STORMWATER DRAINAGE PLAN for Ridgemont Estates North - 2nd Addition • A 14 -Lot subdivision located in the NW 1/4 of Section 25. T.25 N., R.44 E.W.M. Vcradalc, Washington 99037 for Tupper and Associates, Inc. April 19, 1993 SUMMARY TABLE NO. I: ON -SITE DRAINAGE BASINS C?c. 1 3' it CI. le-. al< - O•X o. k. Basin Name: I 2 3 1 4 5 6 Units Total Arca 77,616 13,485 11,430 32,670 43,090 50,375 sq.R. Penious 41,956 7,605 5,020 13,370 24,590 35,445 sq.R. Houscs/D'ways - 7/6 1/1 1/1 2/2 3/3 3/3 Area 20.000 3,000 3.000 6.000 9.000 9,000 so-R- Asphalt Streets 15,660 2,880 3,410 9,300 9,500 5,930 sq.fl. Impervious Arca 35,660 5.880 6.410 15,300. 18,500 14,930 sq.ft. "208" Volume 1,486 245 267 638 771 622 cu.fl. Pond Floor Arca 2;772 406 448 1,148 1400 1,158 sq.fl. Pond Perimeter 216 86 92 138 156 134 lin.fl. Pond Vol. (itl, 6" 1.494 246 27(1 643 778 646 cu.R. Pond Name 1 2 3 4 5 6 Location L -4 +5, 81 L -I, B -2 L -1, B -3 1 L -2, B4 L -1, 13-5 L-1,8-6 NOTE: Basins 1, 5 and 6 include land area outside of Ridgemont Estates North - 2nd Addition that drains into those basins from the south and cast. SUMMARY TABLE NO.2: BASINS DRAINING TO OFF -SITE data is for portion of basin within Ridgcmont Estates North - 2nd Addition o k. a ll. 0.1c Q- M lA 2A 2B 3A 5A Units 5 500 3,790 0/1 1,000 1,710 2.710 I13 L -I. B -2 RE. 1!4 - 4th' e 890 5,310 0 0 1.580 1,580 66 L -I, 8 -3 R.E.1t4 - 5th 1 )60 0 0 0 1,260 1,260 53 future plat to north 9 880 5 150 so ft 8,440 3,590 sq.fL 0 0 0 0 sa.R. 1,440 1,560 sq.R. 1,440 1,560 sc.R. 60 65 cu.R. future plat future R.E. to north - North - 4th _ NOTE: Existing ponds are adequate for drainage from Basins l A and 2A, as detailed on the following pages. Drainage from Basins 28. 3A and 5A will be incorporated in future plats. 1 1 1 1 11 1 1 1 a 1 1 1 11 1 11 1 1 1 IN GENERAL. for any drainage pond with 4:1 sidc slopes on all sides, the pond volume can be calculated with two components: the volume directly above the floor arca plus the volume above the side slopes. Volume is calculated at 6" depth for "208" treatment and at 8" depth for storage. as follows: At 6" depth: Pond Volume = (0.5 fl. depth x pond floor area) + (I/2 x 0.5 x 2.0 x pond floor perimeter) = 0,5 A +05 P At 8" depth: Pond Volume = (0.6711. depth x pond floor area) + (1/2 x 0.67 x 2.68 x pond floor perimeter) = 0.67A .t. 0.89P POND 1: POND 2: H-2.0 feet —� 6 = 0.5 n. Pond Floor Area. A = 42 x 66 = 2,772 sq. R. Pond floor Perimeter. P° 216 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (2.772) - t - 0.5 (216) = 1.386 + 108 = 1 494 cu. ft. y Volume at 8" depth = 0.67A t 0.89P = 0 67(2,772) + 0.89 (216) = 1.857 + 192 = 2.049 cu. fl. Pond floor Area. A = (14 x 181+ 1/4 a(14 = 252 + 154 = 406 sq. R. Pond Floor Perimeter, P = 86 LF Volume at 6" depth = 0.5 A = 0.5 P = 0.5 (406) + 0.5 (86) = 203 + 43 = 246 cu. 0. Volume at 8" depth = 0.67A + 0.89P = 0.67(406) + 0.89(86) = 272 + 76 = 348 cu. R. "208" POND VOLUME CALCULATIONS Pond Floor 8 "= 0.670. 41 42 k 11 . 11 11 11 11 11 11 POND 3: "208" POND VOLUME CALCULATIONS - CONTINUED Pond Floor Area. A.= (14 x 21) + 1/4M14 = 294 + 154 = 448 sq. n. Pond Floor Perimeter, P= 92 LE Vo lume at 6" depth = 0 A +0.5 P = 0. 5 (448) + 0.5 (92) = 224 +46 = 270 cu. ft. Volume at 8" depth = 0.67A + 0,89P = 0.67(448) + 0.89(92) = 300 + 82 = 382 cu. ft. y POND 4: Pond Floor Arca, A = 28 x 41 = 1148 sq. R. Pond Floor Perimeter, P= 138 LF Volume at 6" depth = (1.5 A + 0.5 P =0.5 (1,148) +0.5 (]38) =574 +[,9 = 643 cu. II. Volume at R" depth - 0.67A + 0.89P = 0.67(1148) + 0.89(13 R) = 769+ 123 892 cu. R. POND 5: Pond Floor Area. A = 28 x 50 = 1,400 sq ft. Pond Floor Perimeter, P= 156 LF Volumc at 6" depth = 0.5 A + 0 5 P =0.5 (1,400) + 0.5 (156) =700 +7R = 778 cu. 11, Volumc at 8" depth = 0.67A + 0.89P = 0 67(1.400)4- 0.89(156) = 938 +138 � = 1 (l76 cu. R. Y 35 y e I 1 z1 A, Pa-I D Ft -oc 40 � rta. to 4 N Ftno2 AZ 1 POND 6: Pond floor Arca. A = (26 x 30) + (14 x 16) + 1/47( 14 = 780 + 224 + 154 Pond Floor Perimeter. P = 134 LF ()Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (1,158)+ 0.5 (134) = 579 + 67 = 646 cu. R. Volume at 8" depth = 0.67A + 0.89P = 0.67(1.158) + 0.89(134) = 775 + 119 = 894 cu. R. l/ "208" POND VOLUME CALCULATIONS - CONTINUED EXISTING PONDS - OFFSITE 1,158 sq. R. 4 I IL pot-0 Co nooR 3 * *****# ! ####tf ## #tR## # ###*## # t#!t# k # f!!tY # #M # k # # # # # #f #t #w < ?# t * rains to the existing "208" pond in Lot 1, Block 2 of Ridgemont Estates No. 4 - 4th Addition, at thc southeast corner of 20th Avcnuc and Timbcrlanc Drive. This pond was sized to take drainage from an arca which included thc south side of 20th Avenue from Timberline to Sonora Street, on the assumption 20th Avcnuc would slope downward toward the west in this section. As it turns out. a high point is bcing cicala' in 20th Avenue at Station 22 +29.82, roughly halfway between thc plat tine and the centerline of Sonora. Original "Paved Arca" of "Basin D" of Ridgcmont Estates No. 4 - 4t1 Addition. including south half of 20th Avenue to Sonora Street within Ridgcmont Estates North - 2nd Addition that was originally included in sizing "Pond D" = 6,820 sq. ft. (sec attached data for R.E. No. 4 - 4th Addition, dated March 6, 1992) Actual paved area draining to "Pond D ": From Original "Basin D" of Ridgcmont Estatcs No. 4 - 4th Addition = 3.310 sq. R. of asphalt From street and one driveway in Ridgcmont Estatcs North - 2nd Addition = 2,710 sq. ft. TOTAL = 6,020 sq. fl. Conclusion: Since thc arca of asphalt pavement draining to existing "Pond D" is !r now than it was originally designed for. thc cxisting pond has sufficient opacity for drainage Basin lA of Ridgcmont Estates North - 2nd Addition. gins to the cxisting "208" pond in Lot 1, Block 3 of Ridgcmont Estates No. 4 - 501 Addition. cast corner of 20th Avcnuc and Timberlanc Drive. This pond was sized to take drainage from an area ( "Basin F ") on the cast side of Timbcrlane Drive north of 20th Avcnue. including a paved temporary cul-dc-sac. The cul -de -sac is no longer a part of this drainage area. since a drainage pond was dcsigncd on the east side of Timberlanc immediately north of thc Ridgemont Estates No. 4 - 51h Addition plat line (se: Ridgcmont Estates North - 1st Addition). The portion of Ridgcmont Estates North - 2nd Addition that drains into this pond is thc north half of 20th Avcnuc from the high point at Station 22 +29.82 to thc west- which is a smallcr area than the cultic -sac was. at. Arca of cast part of cul-dc-sac = 4.680 sq. R. (sec attached data for "Basin F ". submitted tune 3. 1992) Arta of 20th Avcnuc from High point to plat line = 1,580 sq.R. Conclusion: Since the area of pavement that is bcing added to the existing pond is less than the area of pavement that is no longer draining to the pond. the net effect is that the existing pond has sufficient 0.k capacity to acccpt thc drainage from Basin 2A of Ridgcmont Estates North - 2nd Addition. IS MO MN • l M • Tvra — No. 3 23 L' . 7 29.RT. CR- es / As , 0 • n 5 1 _ 0 POND •• C AAA. .• 813 •T VL904 ELEV.• 35 3:, SIDE SLOPES STA. 19• So To 1906 (COT" ACE )15 Te 65 RT. PROBABLE SITE OF FUTURE ORA /.:AGE FACILITIES •, 4 FOR. BA-SIN N • FtrrusE TInsFfu -ANE DR. No. — = {_art /`,l'aS 7 .< / POND • D` F.CO* ARCA 596 F7. FLOO4 ELEV.. 35 3:1 SIDC SLOPES STA 7-o •Z TO - c3 (10T2- + yr" 55' RT. CONSTRUCT 4 LFCuR9 C✓T.5, S DECP, STA. IS*15, / BOTH LT. AND /ZT. i i / t- ,. / / -- V i . 5° -2 ■ _ 7 \ / ' f` 7 a S' ,gyp / y \V \ \ /\ P/ As\ ‘6- / i egjz, I Vie 1111 • • 1 13AS 1f'1 -t P.p t-A '54 FT. FA'J et> A eCA SC FT. IZcoFS + U C, 4,0e e . ( o0 5¢. Fr PER LoT 1Mpctwl OUS SQ. FT. CPA SS /LNDSCP• 5 Q • FT. A pn,./T . X 7,. = " 20$ STDPAGE R.E(i D. 1 CU • F T• n20 POND V OLUME cu. FT. �cyw_LLS NUrE . 0rP =113 .. (:)F•SW (D t.AS'NS em s1N O 5/ SwS f(" riE 100, 9'78 22, 500 15 ` 3e' 5 * 2 @ • 39,572 29,970 1;500 eF L 12., 220 1'7, 975 � s z +4-8 1,500 • 9/700 fD 039 1 � I I (4o,s5o 1 29,4 IS,OZO !44 - #.1 15791 I 11,0 1 910 10 720 6, c 2.0,E 16, 350 I2y 4 20 2.4,0 27, 1/z of L -1 6 LOTS B +1 2 e '/2 • � I � I 1 3,32.0 40 39,420 I 1 18,491 7 11.3 498.8 446:7 284.2_ 6,6z.5 517.'S 334 928 GG4 re SI- A /N. LO!'ES CARP CUE& FZOM RrD;c7-on er C NJ — =r F•' IJCLUDc -c Cf.!•F -Vowee. F -1 1--ID 6 E 100T ESTriTcS 1l0; Zn�L `C•• A11O •• D ftcI OFFSIT Pp J lJ /.0 E. Fea - 1 F ;nvr t.. (N +1/E5) 20 "6' /NCC -OLES CA-F'RVOU6 FRO' \ . f.:IDGEMc rr EST'. = IJO. 4- — Z NU A , G "AoD“H WILL Dr.p.rkl Ta LC u/ AF.LT -\or.1 i'.1T'F.E _r•r to F'f._'ft_' =C It.S cn1.cVU.4r c""Ll FOR- a -E USE , WHel J Ge /CP r.a.Tr To rrr of -n- • r r'r F GS I GO 1 ZZ 5`K gQ 15 Iz0 II,IG'J \ /FUTURE) � FervGG / (o 000 A 000 \• ' 114 E E. 4 -2' Fur -p: -E "r - u•r% 232:5 570 (FVN: -c) (Fur/G=E) SEE rJ 07. o r.1 7LP1J RE: FVVJFE SrJCLF, ST. • • • • 1.1 I— 1- I H 72 4Z0 W n WEST of PLAT r� O 48 8,Gco (1 L1 7 (Zer66o \ Fvn.f) 69,70 cu - 472 (43,74o) F,. -,cs (oPFJJ vWD) 1 5, 120 V v G3O o m 03 (G84) 2 -- z r "5 1 1/ Construct G Curb Cut l"dcepc Sta.16408 left and right 0 , 4 I I I I S yrn 55 / s\dcred I / A I ( � H s r,r sxtf � 1 71 1 Ir-4' L /,t !T R,vocl wSreE rror_u's 3 1 to' PVC " r..rr..v w-.•. ••L ?0 Lc" ' 0 F( 1Dc r.. (v.S rL 31 oo-e - 1 1 7 Two- Oovblc [Sorrell On jwcll Typ r- MC.tn I Frnne t Clrn V. fypr, { J r;p..vnnc Coupt 3t / Ti..,barin.,' 3ta. 17.53, 78Lt� opGratt Ekv.42 T... brr lanr_ 3ta. 19. 23, 7_8 L Top Grt,.tcElev. 42.1 rc,.,4 Flo^r EIc.v. 42! cuL -IPC -SAC EASEMENT ,--- � f'AA7E CI - n , M !'ortARY cu-.- cr -sAr I \ I \ I a Nt 11 I 1 I F r q5 w • IR _ 1 t. ` I 1,• t•: I,', c 3 it. Q.arrel Drywcll T Se..Gnne Coun+7 Std w• +N Snhd Lid 1 Sta..19.23 Top of Lid Elev. Al. to a N N 0 X61 E'•n.r rrl 0 9w•n }/ Typo. E. ''1•ta1 Fr n vnr 1 [, n-•'f_ :1\ . 3 a +t5, ''.Z • 1r, , Zn'. , Avc O n O �r P atn "10 0 � \ pond Belt -•c.,n _r_ \ • �...- . . \\ I �A SIDE5 3 . : XCEPT LOW END "^'z- TO BE MIN. 5 "ABODE FLOOR 2 ° - Rt. *OVERFLOW FROM CRO MAW - TMN MIN, I M Ne Rrk TD Sou END DITCH AT Swtjt LA 1 1 1 1 7 7 I � 1 ' - - Doubl C Barrel Ivr, ,' Mcta1 Fra.n rG' a I' Spokane Cou.*hd 5t0nc 1 St0.. 1fe 42.0, Z4'ri' \ - rop Grate, Elev Pond Bottom, E v rel Dr ywe s,Ts 1 1 R DGE74otnT. E •.TATS 1J0. 4 — ADbITIOkI G - 3 - 9Z f SIN „F" /■KEA. _ G'l,'192 FTZ = 1.55G Acrrs IAKEA = 9184 FT (STIteTS, As PCir PGevlouj :v rtinL) new 4, 680 Fr'" (er-r PAIcT of cur_- DC - srr j . _ . 131 0 G4. FT Z_ . 3 Lots _ (z., J 900o Fr. MPS +D EwPyS L A KEA = .IS, 8G4 I 9000_ = ZZ, 8 CA- FTZ = 0. 525 Aco =' IFIPCrwiQu ;A-CA = G7 7 - ZZ 364- = 44, 92- 8 Frz = I 031 Acae NDN. /G�1 =: � � 2 C ' term w rl"F4 r 51 DE SI -oPCS, PaJO vewME 3 OS A + O ' P + (16 1'1)+ (IS-w33 = ZZ1 + 2-12- + 594 = co 93 p = 12-8.7 V. = 0 5- 6?,3) + 0 (128, 7) 46.5 + 8.3 = 594.8 cu Fr. — • c + 1.- -cToPAGE 0 0c -ui-tE g Quif ) = I3 -A i2- = 5 78 W. FT, i POND ,.F-, VowmE c G "DEPTH = 594 cu. FT. :, ADEQuhrE I 1 1 - TYPO .,.�," D 1 1 :`1vJ0-L .t 530 Cu . Fr SWAGE requlk.Eil pour) "F.. VoLuMC C? E" DCfm -k _. 0` 1,093) = '7 n w. Fr. AD E9vn RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 1 lir OJECT NAME = RIDEEHOI ESTATES NORTH — 2ND ADDITION DESCRIrTION = STORNNAVER DRAINAGE TO ON—SITE PONDS 1 ILDAREA 1 = _819 ACRE'S SUPPE 2 = .963 (rREs I•TAL AREA = 1.792 ACRES EFLCINT FLOW ;)ALHEF / L = 20 I I N ar NmEL FLOW VALUES/ II 7. ,lcS 2 = ,172 N = O ri = 0 • Ti) r .2 1 I MFUTED VALUE5 J10 = .7.iP_•,.. CIO = 2.;:zgi 11 C!A = 2-23 11 1 1 1 11 SUBAREA 1 RUNOFF COEFFICIENT - .7 SUBAREA 2 RUNOFF COEFFICIENT - .15 COMPOSITE RUNOFF COEFFICIEW - .494696769697 1J E'OWSTRING CALCULATIONS DATE = 4/26/9.. ?. DESIGNER = D.H.C. BASIN 1 di PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMdATER DRAINAGE TO ON -SITE PONDS t t Intensity Odev. Vin VOut Storage (min.) (sec,) (in. /hr.) (cu., ft.) (cu. ft.) (cu. ft.) 5.0 t 700 3.18 2.80 1127 90 • 1037 10.0 600 2.24 1.97 1..386 180 1206 di 15.0 a00 1.77 1.,_6 136.7 270 1293 di 20.0 1200 1..45 1.28 1664 360 1304 25.0 13.00 1.21 1.07 1709 450 1259 iP 20.0 1800 1.04 .92 1744 540 1704 di 5.0 7100 .91 .80 ' 1766 650 1,136 4( 2400 .82 .72 1809 720 1089 ill 45.0 2700 .74 ,65 1828 810 1018 50,0 3000 .63 .60 1860 900 960 dl 55.0 3300 .64 .56 1919 '990 929 60.0 7600 .61 .54 1991 . 1080 911 IP 63,0 3700 .60 .32 •2099 1170 929 OP 70.0 4200 - .58 .51 2200 1260 940 1 4500 .36 .49 22.52 1750 902 7.J. C p gl 80.0 4800 ..33 • 47 2290 1440 850 85.0 5100 .5" .43 2362 1 530 82 ,OP 90.0 3100 .30 .44 2425 1620 805 OP 95.0 5700 .49 .47 2506 1710 796 100.0 6000 ,48 .42 2582 1800 782 pN 401-. e DEPTH / THE MAXIMUM STORAGE 18 1.= 104.'._78243 CU. FT. P D �- �V i,494 G'• FT. * The time of concentration is 5 minutes. op The Undeveloped f l o w out is .3 c. f , s. --j - r^{FE "A.. bR4wQ-L- gl TEN YEAR STORM CALC • 1 iP iJ DATE = 1/26/93 ill 'ROJECT NAME = RlDSEMONT ESTATES NORTH - 2ND ADDITION ESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS l jUBAREA 1 = .135 ACRES SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 = .1716 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 ill TITAL AREA = .T0'76 ACRES COMPOSITE RUNOFF COEFFICIENT = .477074E123721 IVERLAND PLOW VALUES / 1 111 Ct = .15 L = 115 N = .1 S =.00Z ill NANNEL FLOW VALUES/ L = 50 ZI = 40 Z2 = .172 N = .016 = 0 S = .007 TD = .I24 IF ,OMPUTED VALUES DUR = 2.01 - 110 = 2.55 / O.10 = .37 II OA = RATIONAL FORMULA HYDROLOGY DESIGNER= D.H.C. BASIN 2 I' BOWSTRING f :ALCULATIONS DATE = 4/16/93 DESIGNER = D.H.C. BASIN O,RO3ECT NAME = R.IDGE ONr ESTATES NORTH -. 2ND ADDITION DESCRIPTION STORL1NATER DRAINAGE TO ON-SITE PONDS t t Intensity f:!dt =v. V.in Vout Storage (min.) (sec.) (in./hr.) (c.f.s.) (cu. ft.) (cu. ft.) (cu. ft.) i' 3.0 .300 3.18 .47 189 90 99 S.0 111 420 -..J._ . 37 210 144 96 10.0 600 2.21 180 7' ' 15.0 900 1.77 . 26 27E1 270 G 20.0 12010 1.45 .21 292 360 -68 I' 23.0 1300 1.21 .18 297 450 -153 0. 1200 1.04 . 15 • :302 540 -27;8 1 35.0 2100 .91 13 304 630 -326 0 40.0 2400 .82 .12 310 720 -410 43.0 2700 .74 .11 313 310 --497 i' 50.0 -000 . 68 .10 318 900 -- 58' 35.0 -700 .61 .09 :27 990 - '663 1 60.0 :600 .61 .0? 339 1080 -741 Dg9uJc -L I 65.0 7900 .60 .09 357 1170 -013 4200 .58 .09 374 1260 - - 886 75.0 4500 .56 .08 382 1350 - 968 60.0 4300 .53 .08 389 1440 -1051 1/ 65.0 5100 .02 400 1530 -1130 90.0 = 0 .50' 07 41 1 16.. ^0 -120? 95.0 5700 .4- .07 424 1710 --1286 1 100.0 6000 .48 .07 4 :7' 18001 -1:67 THE MAXIMUM STORAGE I3 98. 8007204 CU. FT . -* , POND Z vot- . e 6, DEPTH = 246 cj • FT. 11 k T T um:, of concentration is 8.007256 minutes. T he Undeveloped f1oN out ie . c.f.s. --i T'PE - 1 TEN YEAR STORM CALF: 1 RATIONAL FORMULA HYDROLOGY DATE . 4/26/93 DESIGNER = D.H.C. m � NAME = KIDGEMONT ESTATES NORTH — 2ND ADDITION � DESCRIPTION = 9T0RMWATER DRAINAGE TO ON—SITE PONDS SUBAREA 1 = .1172 ACRES SUBAREA 2 = .1132 ACRES 0 AREA = .2�Z4 �CRES � � i � D;ERLAND FLOW VALUES- [t = .13 | = �o � ^� N = .0i6 11 S = .023 CHANNEL FLOW VALUES d L = 110 Z1 = q0 X��U 7.2 = .]T�� -� N = ,0 J6 B = 0 5 = . 030 d TD = .L COMPUTED VAL/�ES ��U DUR = 5,00 u� I10 = 3.18 // � Dl{` = .40 1 QA = .49 BASIN 3 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .570731707317 DATE = 4/26/7= BOWSTRING CALCULATIONS DESIGNER = U.H.C. BASIN 3 di PROJECT NAME = R.IDGEMONT ESTATES NORTH -- 2ND ADDITION DESCRIPTION = ETORMWATER DRAINAGE TO ON -SITE PONDS t t intensity Odev. Vin Vout Storage (min.) (sec.) (in./hr.) (c.f.s.) (cu. ft.) (cu. ft.) (cu. ft.) 5.0 x: 300 3.18 .40 L91 90 101 10.0 600 2.24. .34 235 180 55 15.0 900 1..77 .27 266 270 -4 20.0 1200 1.45 ..22 223 360 -7 7 25.0 1 500 1.21 .18 290 450 - -160 30. 0 1800 1.04 .16 296 540 -244 1:5.0 2100 .91 .14 - 300 670 50 40.0 2400 .82 .12 307 720 -41 45.0 270') .71 , l t 311 810 -499 �i ) n 7 .60 , 1 0 316 900 -524 55.0 7700 .64 .10 726 990 -664 60.0 7600 .61 .09 338 1020 -742 65.0 3; 00 . 09 357 1170 -81 70.0 4200 .5R . .09 774 1 260 . --826 75.0 4500 .56 .08 525 1330 -967 20.0 4800 .1_: .08 789 1440 --1051 G' 5100 .08 401 1570 -1129 90.0 5400 .50 .07 412 1620 - 1208 97.0 3700 .49 .07 426 1710 --1284 100.0 6000 .42 .07 439 1200 -13.61 THE MAXIMUM STORAGE 1S 101.44719:6 CU. FT. -� P0.1) S UOLUME a A DerTM/ - 2`70 cu . FT, * The time of cenccntration i.s 5 Ri] nutes. The Undeveloped flow ou-it. :is .:: c.f.s, - -4 - TYPE 'A DRYWEI.L TEN YEAR STORM ORII CALC a RATIONAL FORMULA HYDROLOGY il DATE = 1/26/93 DESIGNER = D.H.C. BASIN 4 PROJECT NAME = RIDGEMDNT ESTATES NORTH - 2ND ADDITION DESCRIPTION ° STORMWATER DRAINAGE TO ON -SITE FONDS II SUBAREA 1 = . -5.1, ACRES SUE:APEA 3067 ACRES J TOTAL AREA = .6531 ACRES COMPOSITE RUNOFF COEFFICIENT = .550243124145 0 OVERLAND FLOW VAL LiE S/ Ct. = .15 L = 20 N = .016• 6 = .025 CHANNEL FI_DPP 'VALUES" 400 .172 . 016 0 . 1:5 COMPUTED VALUES DUR = 3.00 110 = =.10 / 6110 = 1.15 GA = 1.15 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 BOWSTRING CALCULATIONS DATE = 4/26/93 DESIGNER = D.H.C. BASIN 4 jJ PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS il t t l=ec.) • Intensity Odev. Vin Vout Storage (min.) (in./hr.) (C.f.S.) (CL'. ft.) (cu. ft.) (CU; ft.) 11 15.f. ' 700 7.18 1.15 463 90 373 10.0 600 7-24 .81 569 180 389 il 15.0 900 1.77 .64 642 270 20 . 1200 1.45 .53 684 760 324 A 25.0 1500 1.21 .44 702 450 237 di 30.0 1800 1.04 .38 716 340 176 75.0 2100 .91 726 630 94 di 40.0 2100 .82 .TO • 745 720 25 45-0 2700 .74 .27 751 810 -59 30.0 3000 .68 .25 764 700 -136 il 55.0 5700 .64 .23 799 9 90 -202 40.0 7600 .61, .22 BIB 1080 -262 il 65.0 :700 . 60 " .22 862 1170 -308 70.0 4200 .39 .21 704 1740 -356 di 75.0 4500 .56 .20 725 1350 -425 il 80.0 4800 .53 1 1440 -477 85.0 , 5100 ...1::. .19 .17 94 970 1530 -560 il 70.0 5400 .50 .10 996 1620 -624 95.0 5700 .47 .16 1029 1710 --631 ill 100.0. 4000 .48 1061 l000 -737 11 THE MAXIMUM STORAGE IS 389.418575170 CU. FT. --). Po'b 4 VOLUME a G" batil = 6,43 II: The time el concentration is 5 minutes. 111 The Undeyelopcd flow out 1s .3 c. f.3. -..> le-i'M "A" DP-I TEN YEAR STORM CALC 11 DATE 7 ma+ m VALUES : = s 11 = =a m= >m N = .ca B = 0 9 = ,m TD = .ms CONFUTED VALUES +a = 5.00 no = 7.10 P10 = u m G = zy RATIONAL FORMULA HYDROLOGY DESIGNER =cmc BASIN PROJECT NAME =v+aml ESTATES NORTH - 2ND ADDITION yS1C wr m, = =o +AT m DRAINAGE TO m =l+ PONDS SUBAREA 1 = .4247 «R; SUBAREA l RUNOFF COEFFICIENT = .9 mGra : =. «w ACRES . SUBAREA :rc+ COEFFICIENT 15 TOTAL AREA = .ei « +s COMFUSITE RUNOFF COEFFICIENT = .472002628707 OVERLAND FL+ VALUES / Ct = .15 L = w • N = .01 / e 4 DATE = 4/26/77 BOWSTRING CALCULATIONS DESIGNER = D.H.C. BASIN 5 PROJECT NAME = RIDGEMONT ESTATES NORTH 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON -SIT POND t t. Intensity Gdev. ?In Vout 'Storage (min.) (sec.) (in. /hr.) (c.f.s.) (cu. ft.) (cu. ft.) (cu. ft.) 3.0 * 300 3. 18 1.48 597 90 507 10.0. 600 - 2.24• 1.05 7:34 :180 554. 15.0 h oc 1.77 .83 820 270 550 20.0 1 1.45 .60 881 360 521 23.0 1500 1.21 .56 905 450 455 _.0. 0 1800 1.04 . 49 924 540 :84 100 .71 .42 630 306 40.0 2400 .82 .39 958 720 239 45.0 2 700 .74 .35 968 010 158 50.0 3000 .66 985 900 83 57.0 7300 .61 .50 1017 990 27 60.0 7600 .61 .78 1054 1080 -26 63.0 7700 .60 .20 1112 1 1.70 --58 70.0 4200 .39 .27 1165 1260 -75 13.0 4500 .56 .26 115' 1750 - -157 .60.0 4800 .57 .23 1217 1 440 -227 83.0 5100 .52 .24 1231 1530 -279 ?0.0 5400 23 1204 1620 - 336 75.0 370: .49 1327 1710 -303 100.0 6000 48 22 1368 1800 -432 THE MAXIMUM STORAGE IS 558..0746937 CO. FT. pen-31g 5 UoLVME � 6 berrf = 778 co • FT. ✓ II *: Th2 tlme of concentration is 3 minutes. The Undeveloped rf'1ow out. is .3 c.f.s =. --40 T`/PE ' A' DP- yti/ELL TEN YEAR STORM COLO 0 RATIONAL FORMULA HYDROLOGY ill )ATE = 4/26/9. DESIGNER = D.H.C. EASIN 6 RO•JECT NAME = R1 DGEMONT' ESTATE, NORTH - 2ND ADDITION DESCRIPTION = STORMb1ATER DRAINAGE TO ON -SITE PONDS i ll ,UDAREr, I = .3428 ACRES SUBAREA 2 = .81:?7 ACRES O OTAL AREA = 1.1.565 ACRES l VERLAND FLOW VALUES / 011 Ct = .15 rt = .4 0 s .c•:'1 CHANNEL FLOW VALUES L = 190 d 21 = 36 d N =.1;. N Oib 8 0 S = ,008 di TO = .1.84 COMPUTED VALUES 11 DUR = 9.11 I10 = 7/ 010 1.02 OA = 1..0 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .372308690013 1 1 DATE = 4/26/93 DOWSTRING CALCULATIONS DESIGNER .= D.H.C. BASIN 6 4 PROJECT NAME .= RIDGEMONT ESTATES NORTH 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON -SITE PONDS 1 1 9 9 9 t t Intensity Odev. Vin Vout Storage (min.) (sec.) (in. /hr.) (c.f.s.) (cu. ft.) (Cu. ft.) (cu. ft.) 5.0 7300 3.18 1.37 550 90 .460 9.1 t 546 2.37 1.02 747 164 583 10.0 600 2.24 .96 758 180 578 15.0 900 1.77 .76 228 270 558 20.0 120: 1.45 .62 865 :'60 505 ,‘,...0 1500 1.21 .52 878 450 428 70.0 1800 1.04 .45 089 540 349 35.0 2100 .?1 .37 ' 896 630 266 40.0 .3400 .8 . .35 913 720 193 45.0 2700 919 rE.[0 109. 30.0 7000 } . 68 .29 7 900 7.00 .61 .73 961 990 60 600 .61. .26 994 1090 -86 65.0 7900 6 1047 1170 -123 70.0 1 .58 .75 1095 1260 -165 1.350 -770 75.0 i 45,0 1 .36 4 1120 00.0 4800 .53 1138 1440 -702 75.0°,.10 .52 1172 1530 - - 358 90.0 5400 .50 1703 1620 - - 417 95.0 5700 .49 .21 1242 1710 -468 100.0 h07ir .48 .�'1. 1278 1.800 - .J.‘_ TIME mAxinUM 5TnR IS 582,82':900942 CU. FT. - Pot .,D 6 votirmE @Co DEPT / G4-6 Gu . FT. *'( The time of concentro.tiori :L5 9.107504 minutes. The Undeveloped flovi out is .7 c.f,s, -r T`1PE TEN YEAR STORM CALC D ey we'LL_ RATIONAL FORMULA HYDROLOGY F ATE = 4/=6/9._ DESIGNER = D.H.C. ' PROJECT NANO = RIDGEMJNT ESTATES NORTH - 2ND ADDITION 'ESCRIRTION = STOF?MWATER DRAINAGE TO OFF-SITE BAREA 1 _ : =;::: ACRES JDAREA = A CRES I TOTAL AREA = .14 ACRES I 'ERLAND FLOW VALUES/ I' 1 I1 i, � _OMPUTED 'VALUES l' 1• 1' Ct = .13 I_ _ 57 N = .4 S = .008 ,HANNEL FLOW 'VALUES L = 100 Zl = 10 Z2 = .172 N = .016 - ` if.1.= TD = .0C1 BASIN 1A SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT .462667560322 DUR = n1.00 110 = 5.1R of 010 = C T- I (� BLACK- LK Z CIA = Ty) FXISTIriG "poor) D o, /+I I BL Ttar.1 5EV- Fi DeEMOr -17 ES T>1 "c(I sr; fJ pos. OFFS ITE EX u NDE'- 40 DATE = 4/26/93 PROJECT NAME = RIDGEMONT ESTATES NORTH -- 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO OFF -SITE SUBAREA 1 = .0163 ACRES SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 = .1217 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 TOTAL AREA = . 1392 ACRE' OVERLAND FLOW VALUES Ct = .1.`i L = 115 N = .4 = .005 CHANNEL FLOW VALUES / L = 8 Z.1 = 40 N = .016 8 = 0 = .014 TD = .073 COMPUTED VALUES DUR = 8.50 I10 = 2.46 010 = .1v OA = .13 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 2A COMPOSITE RUNOFF COEFFICIENT = .32209228824:' 7'O EY, !STIt-3C "tc8 poN3D L' Lo T— l. 1; t.oc� —S OF IDGEMO LIT ESTATES ?JO. 4 - 57B1 ADDh tJ) se-c- ex r_Ar`.1ATi 01 - 3 uabCF -. IS71rJG Po bS — OFFSiTE RATIONAL. FORMULA HYDROLOGY ir TE 4/26/93 DESIGNER = D.H.C. BASIN 2B PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION II[SCRIPTI.ON = STORM: +LATER DRAINAGE TO OFF- -SITE SUBAREA 1 = .029 ACRES SUDAREA 1 RUNOFF COEFFICIENT'= .9 I ILTAL AREA = .02? ACRES COMPOSITE RUNOFF COEFFI:C[ENT = .9 ERLAND FLOW VALUES A I I Ct = .15 ill L 10 N .016 _ . S 28 IANNEL.. FLOW VALUES L = 66 1 = __ Z2 = . 1 7 1.. N = .016 D = 0 S = .011 TD = .068 1u 11 ' OMFUTED VALUES OUR = 5.00 I1.0 = x.1.5 1, 1 1 1• 1 P 10 - .0s o f FLAT 0 �C OA __ 0 2 DCAI /JS oFES TC Ta N0 /_TH i 1 6 OIDATE = 4/26/97 DESIGNER = D.H.C. ' PROJECT NAME = RIJJGEMONT ESTATES NORTH - 2ND ADDITION II DESCRIFTION = STORMWATER DRAINAGE TO OFF -SITE TOTAL AREA '= .269 ACRES 1 T 0 TD = 0 I COMRUTED VALUES 5.00 110 = :.18 N o TN oF n�AT 010 -_ - 19 > Dr iJS oFFSTE -I R OPI 0.00 1 11 1 1 1 1 1 1 1 11 SUBAREA 1 = .0771 ACRES SUBAREA 2 = .19 :e ACRES I OVERLAND FLOW VALUES Ct = .15 L = 135 N = .4 S = .047 / CHANNEL FLOW VALUES RATIONAL FORMULA HYDROLOGY BASIN •A SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .25940747146E1 11 I [ATE = 4/26/9G DESIUNER = D.H.C. PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION 11 1 IESCRIPTTON = STORMWATER DRAINAGE TO OFF-SITE i UBAREA I = .0738 ACRES I;UBAREA 2 = .0024 ACRES 1 A OTAL AREA = .1182 ACRES ' 1 NERLAND FLOW VALUES • • Ct = .15 L = 18 N = .016 = .028 0 :HANNEL FLOW VALUES L = GO 71 = 36 22 = .172 N = .016 B = 0 S = .01 TD = .004 RATIONAL FORMULA HYDROLOGY BASIN 3A SUBAREA I RUNOFF COEFFICIENT = SUBAREA 2 RUNOFF COEFFICIENT = COMPOSITE RUNOFF COEFFICIENT = .1777157760406 . 20MPUTED VALUES DUR = IJO = 7..18 010 = .14 Cl = .14 .....› DRAlos OFFSITE TO el oF pi."7 To gr IhiGuul>0) 1t,1 PfLoPosED 15F P-iDGc1nol--31 es TicNi-a1s klog.TH — 1 1-1 -7 3 Abbmot..) . 0.K t Dee/Act-EC ESTriTES_ NORTH_ ..72._2An CAPPCM ES. _o _cau/ZB_OP.ETh-IPS- PG j De I I if3AS I o I R - OeJIb-1G t• • .!? FiG . 1 1 ,ZG v Do_wes : R o . H / k = o k=o Fr. _ _ , -)stP-vc-I_JOrfr_z_toPEr_c_ur-E_P91_.e__ S =..0,S'7 4 e PosT, aa--I-8 -1 Pi G u rt)E OS : H 0.i . _ . o , 5 _ _ 1' " • " c .24 = o. 1 7 -4 Sorp_Oc-1 it- -Ft Lys _D R-o Z24-3 s _ 3Ast 3: o.48 cXs • 5 t-F cule_&__opouluG. - ro. Pomb - • e Low pout.) T 3m. 2-95J Kiso,Jogsgte. FIG. "GuiDaa4ti53_ 14 7- 0. 1 k = o. 5 ■ H / k -= 0 , 2 _ = - - o. o e- -- -- +8 L- = 4e3 FT, it 4 7 cooisTrucr - _FT — 'DC_. cut bP-oP__e.57??..02 2-7 To 26-4-00.10/ wit • C-.CAPOcrn.E:5_6F..._cueg_opp‘r K)G __Nt.. a_ -.-- 1" ._.___....._.______ (it= . (3 5 Ft = o , 6 2- . ,. . EAs(K) 4 9 = I s c-Rs +0 10 t...F dug8_6PeklinIG Tr, rot.rp____4 on.) cor-.)+3.muot4S_IGgskve, SW 1+24 TD 1 1-34 LT VlarArie . . 0a. FIG IG — 0 - 0( =.3 La.= 18 2-5 t = a s = 0 r . . • ••••■_ _ pr_muu IN --.6.1)(1,is)= 0.81 c.-rs • ------- - -• -•• — 7 . 4 A-D o t-3 t ri STO itM WIVE"— 1>P.Almt.NGE_ettrt 1 , . . - Q = _ -ro s ij PZ OPe. • • .H = c 0.5 H /kr o4 = cr), c 7/_F = IMU orkhr STY). 2-31 g - 1 - SokloRA_STgEET. a Co kJ STra.o_Cr wipe_ Cy_RS___PeoP e_52A,_23+ 772 Tr? . • 1 1 6A 3.1 N G 0 oPoJE . 1 1 1 1 ) 0 -+:_38 To _ 0 + 4-3_ g.. 1 1 1 1 1 1 • PG 3 oe 3 Low po frit STA ER c)+38 RENZ__D RivE FIG 17 " GU DELI Nie5 : H.= ode 4 H7tiO.31 Q 0. is 02 c--e5 L= 4.08 coos-m.0c 5- FT -WIDE CURE" DROP Rin6Ewtc,.1 ESTATCcr NOP iN --- e 1 vYJ x''10 - 0. SUBJECT: Rrrvtc7.j Gentlemen: S P O FC A N e OFFICE OF THE COUNTY ENGINEER • SI1nPSOr) C.NGIUCE]2S, 1 C,- EJ 9O9 Agcookic Ro S Qc & » WA c l e lZR ENc.,Lc Lot :S ThrO.1Nc OI.AuS- 1 suTS. Ruicvi ceroni EN1 U l�I tr.6't RG1 c 4T k \wlt\reSey631 Broadway Ave. Date: 7/C/3 C 0 U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director A review of the road, drainage, and parking plans for the above - referenced plat, short plat, binding site plans and /or building permit 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 chanties 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 Ronald G. Pace, P.E. Plans Review Engineer Spokane, WA 99260 -0170 (509) 456 -3600 FAX (509) 456 -4715 REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260 -0710 456 -3600 PROJECT #: 1684A REVIEWER: RON PACE PROJECT NAME: RIDGEMONT EST NO 2ND DATE: 7/7/93 REVIEW #: 1 PAGE # 1 of 2 SONORA STREET / 20TH AVE., 21ST AVE., RENZ DR. /1) Show centerline stationing for Sonora Street, Renz Dr., 20th Ave. and 21st Ave. on the plan. Show centerline curve data for Curve 'B' (21st Ave.) and Curve 'C' (Renz Dr.) on the plan in table format. Show curb return data for curb return's 1,2 and 3 on the plan. Indicate BCR and ECR stationing on the plan for each curb return. Label PC and PT stations on the plan and profile for centerline Curve 'A'. 5) Provide 'R' Value information that substantiates the design section shown on the typical roadway detail. '5 7'&' 'lejgo/ Modify vertical curve length (P.I. Sta 24 +62.5) for 200 ft. minimum stopping sight distance. Modify vertical curve length (P.I. Sta 27 +37.5) for 200 ft minimum stopping sight distance. Add street name signs to all intersections. Ifrr Show gutter drainage arrows on the plan Add the following note to the roadway sheets, " Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." I Add the following note to the roadway sheets, " All drywells shall be installed with filter fabric (Amoco #4545 or approved equal) around the drywell barrel and between the drain rock and excavated lateral ground." ill Label the building setback line on the plan. vi REVIEW COMMENTS 7/7/93 tic Modify vertical curve length (P.I. Sta 23 +30) for 200 ft. minimum stopping sight distance to accommodate future extension of 20th Ave. Provide a copy of the overall utility plan to us for our information. DRAINAGE REPORT (a< Furnish SCS soils map to us for the project site. Include the map in the Drainage Report. v itic e Engineer shall stamp and sign the Drainage report prior to the next resubmittal. Provide additional information regarding the proposed drainage of Ridgemont Estates North - 5th Addition that will drain into this phase. Is adequate storage provided in the cul -de -sac extension of 21st Ave. to handle the runoff? Provide '208 Lot Plans' for each of the '208' swales with the next resubmittal. 2 TO: Roil PA cE SPo)MJE CouhJD-f En1GINEZR -S SUBJECT: *1(084A DATE: ,it/L- 2.A 1993 t impson Engineers, Inc. CIVIL ENGINEERS AND LAND SURVEYORS N. 909 Argonne Road • Spokane, WA 99212 (509) 926 -1322 • Fax: 926-1323 KID Gerlet.tr NORTH Z ? ADD. : srP_eers * DRAIIJAGE RFC WED JUL 2 8 '1993 SF@RA44E MUM ERGIIiFER AI -AC-4-tiro A- Pc THE Fou.o. o6 Pet-to uIL Review Colw- tEtJfl DPCIEth 'l "119 • EFXM ) /1»PDArE-D bRAion -GC gs9°Cr • WITH KievJ CALU+Lhn et-1S MJD SC -S. So1LS t. P, • t II.IDtvlbvAL- ter DLA JS FOR. Au- '7 LETS Hktt•JG DTAIIJAGI- POI-IDS. ✓. 7 PRI errs eF STREET PLAwJ - Pao Ft LOS W r}1 u &G eta Ue-n CAI_ CIJW S. � I • 11RAtoe•SE MAP I.,1 P- evtSlo •4S rD SoMC BASIN BOv.iprw.JCS AIJD 4w POt,JrS bur 'To V.G. ✓. w K1FfL PLAID, I.IWVDwS SEWER_, `FeR t FoRMATit-J etJLV I �. • PRe/IouSL4 -SAN-tut A..Jh PS D4'J6t DRAteJ1•C KEY0(Z_r / u.i Bev.JD) A,Jb a ?RUTS , EGARD 11.1( Ycut c. et-Jr ki 0. : EcFC� TO Auo o n,a - f, Sr%str PLJYJ - Pro F Leg Foe RJDG Enno,Sr ,Jo. 4 - 4121. A*1 5 711 A- no InoJJS Ro Thl of WHlct -t 1K-E" ADJACESJr TO THIS PLAT Auld B oTM eF WHICH lueg...E APnnaveh For cowj Ste CT1 eta a fa V LAST S 't4t EP_ ( -II - 92 � . STREETS !• THOSE7UA3 PLRTS HAVE SA 20 ADt.vi -H Set -1141J AS Fog- TNIJ PLAT ALL 3 PL-RTS AP-e u THE SAME So IL I-Aiwa Pao uetAJ VALUE INFoRMAC o tJ . s ek e 2mGRRDttiG YOWL Cnt-tm .IT ND. 1 ?: • ea R ear ESTATES )0 eaow — G.t ADDmopJ IS 10.1 n-1E PLATTING SrP GvT STRECr GRADES AnID DRAINAGE ARE Nor YET DESI es) . 11 UJ L1 Bt= DES I GIJED - ro cel.m++kJ ITS RUNOFF AIJY NeT ALLOW EX CESSIVE CARP-4ou Er- ▪ ?COD CI eF E. E IJe e_gw — N D hb rrIot \ 11kkiJI= VOL) •—• Signed T)ou 6 CAMetsTsJSot-a INLET NUMBER. BASIN 1 LENGTH 10.0 STATION 23 +54.74 TOTAL. PEAK DISCHARGE = 2.80 (cfs) GUTTER SLOPE = 0.0154 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD AT A SLOPE OF .015 (ft. /ft.) AND 2.80 (cfs) IS 8.00 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 28.00 H (ft) = 0.583 DEPTH OF WATER (ft) = 0.12 SPREAD (ft) = 4.44 INLET NUMBER BASIN Press any key to continue LENGTH 3.0 STATION 23 +50 TOTAL PEAK DISCHARGE = 0.41 (cfs) GUTTER SLOPE = 0.0278 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD AT A SLOPE OF .028 (ft. /ft.) AND 0.41 (cfs) IS 3.48 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 8.40 H (ft) = 0.580 DEPTH OF WATER (ft) = 0.08 SPREAD (ft) = 2.75 Press any key to continue SAG VERTICAL CURVE Project #:RIDGEMONT NO.2 Project name: ROAD TYPE: Road name: 20 TH AVE Entering slope (G1, %): —0.8 Exiting Slope (G2, %): 5 G2 -011= A= 5.8 Check S> L: LI = 2S — ((400 +3.5S) /A) L1 = 210.345 Check S<L: L2 = (AS ^ 2)/((400 +3.5S)) L2 = 210.909 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 25 —Aug -93 Terrain: x Flat (General land slope 0% to 8 %) Rolling (General land slope >8 %to 15 %) Mountains (General land slope >15 %) Review #: 1 Reviewer: HEMMINGS Urban /Suburban Semi — rural/Rural Public Public X Local Access Local Access Arterial ADT <100 Collector 100> ADT>400 Secondary Major County Arterial ADT<400 Private 400<ADT<750 Extension to 8 or fewer lots ADT>750 Tract 'X' PVI station: 2375 Length of vertical wive provided: 200 Design Speed: 30 Min. Stopping Sight Distance: 200 Required minimum ve rve length: 210.909 Curve provided is Too short Private Extension to 8 or fewer lots Tract 'X' MATERIAL /. / Qra '^ ACCEPTANCE NNQ/I ASSURANCE SAMPLE NO I IAS NO BRAND ID NOAOT NO. CERTIFICATE W. STOCKPILE NO. USED AT STATION FIELD u ACCEPT 0 REJECT OUANTITY REPRESENTED SCREEN FIELD DIST. LAB. SPEC'S. REMARKS: otal Weight marks is. File ys.Test)c em. Lab oj. st. Mtls. Eng.= RM 350 -062 REVISE HEAT NO. — REEL HO. TRUCK/CAR NO. °W n &rl TOSTATION BASED ON FIELD TEST N0. I PRODUCEDON GATE Mix Design Desired 0 Yes 0 No DOT vFoRass DIS HQ LAB M R 2 1 V n „zro :ST REPORT FOR __> Uk i f l ()i .1■F\ O iH Sieve Analysis of lasing Cumulative % :reen Wt. Grms. Retain Gen. File )C � D� t ?'s.Adm c ?E X(2) 2/89 WNTMOT1 ,/ M 6F1 p7 SRN° G V SECTSDN ,e O / / COUNrY 00 nP� cow >i 1 SUBCONnzacz R SAMPLED AT TESTED AT ASPHALT CONTENT IN Mg DESIGN Aggregate N¢ rP Pmlea Engineer Organization Cole Phone: (SCAN) rtn Spec. % Pass. Req. Frac , , : 1 , - 1 , , , , L - �f; only 1 OJT iut a. t. 5'�- v7.7 , , 1 I ' , BY BY 1 Labor odes 1T/3 03 (-/ Tc y d Comsat Fine Fracture i S.E. 1 .1 VI+L 1 -1. HOOT RS. LAB. NO.5 7/ 417 DIST. LAB. No. / / CITY7 NO Mc ('ella& 743/40 I ASPHALT CONTENT REQUESTED AT JOBSITE Dust Ra to �Q l VilI''e f -( 710/,p Y4KK Nh 908 446 -3604 vi DATE S/S % Asph. Los Angeles Test Degradation Test Bulk S. Gravity Sand Equivalent Dust Ratio Max. Dens LAP. NO. .E2/ Other Test Results Stabilometer: "R" Value SSt Swell Pressure 0, LP% Drainage Factor Sfdw Or- a.'.!' DatJ'IAR 3 0 1990 By L£° JOHN R. STRADA P.E. MATERIALS EN GINF}E • 1 SPOKANE COUNTY ENGINEER'S OFFICE Typical Cross Section Doterminat ton TO: MATERIALS y LABORATOR ' Da t% - �5 ct 0 /✓tbtSO FRDM: • Please furnish Stahllometer R values County Road Name(s) RID / CRP /PLAT No. ROAD NAME. i i »i ER LI N/- �811/L Drilling request These are necessary ROAD NAME 0 test 1-1 actual FUNCTIONAL CLASS TRAFFIC INDEX Major Arterial - 7 • Secondary Arterial 6 Collector Arterial 5 Access Road 5 Private Road- 4 for the soils on the fot lowing project: Sec. Twp. -- - R.- -- - - - - (Sec attached section map) R VALUES LOCATION A i'/D r k � is C �? os f S `TN IS ,ifj LL,± - ,61/2 1�L/7F I — Drainage - Percolation greater than 77" /hr. yes No Est. Act. Remarks* FOR OFFICE USE ONLY 'FUNCTIONAL CLASS. * Please note any unusual characteristics of soils and /or topography. Are the soils suit- able for the use of drywells? Are there any unusual drainage considerations? TRAFFIC INDEX ** guideline traffic indexes only. Traffic data ep“c.lfic t'. tit.: project are to calculate individual traffic 'minxes. TRANSAMERICA .� TITLE INSURANCE COMPANY r 1 Simpson Engineers N. 909 Argonne Rd. re: Ridgement Estates North 2nd -lAddn The following matters affect the property covered by this order: YOUR LOAN 140 MORTGAGOR PURCHASER OUR ORDER N^ SUPPLEMENTAL TITLE REPORT ❑ Deed dater' ',nd recorder' ❑ Contract dated snd recorder' ❑ Mortgage dates rind recorded ❑ Deed of Trust dater' •nd recorder' 0 ❑ ParagraphIs) No of our preliminary commitment is eliminated. ❑ The policy is being issued in accordance with your instructions. ❑ Our 'nspection of the premises or 1st sup /3rd report 8/17/93 Dated as of pdp Form 3177-1 (Rev. 12-73) SH- 173987M s file No Is file No Is file No Is file No x We amend the vesting on our Report to read as follows: T.D.C., INC., a Washington corporation, as to portions thereof and SULLIVAN SOUTH ENTERPRISES, a Washington partnership, as to portions thereof. By /lSean HeMth discloses: ❑ Except as to the matters reported hereinabove, the title to the property covered by this order has NOT been reexamined. ❑ There has been no change in the title to the property covered by this order since EXCEPT the matters noted hereinabove. Idma otlmt rsporq at 8:00 A.M. TRANSAMERICA TITLE INSURANCE CO. PREPARED FOR: SIMPSON ENGINEERS N. 909 ARGONNE cr...itcd TRANSAMERICA TITLE INSURANCE COMPANY 720 NORTH ARGONNE SPOKANE, WASHINGTON 99212 '(509) 922- 2222/FAX 926 -1519 TIIIRD REPORT PLAT CERTIFICATE Effective Date: August 5, 1993, at 8:00 a.m. In the matter of the subdivision to be submitted to Spokane County for approval, this company has examined the records of the Spokane County Audi.tor's and Clerk's offices, and the office of the Clerk of the United States District Court holding terms in said county.. This certificate is made for the purpose herein specified, and is not to be used as a basis for closing any transaction. Liability is limited to the amount paid for this certificate. From such examination, the company hereby certifies the title to the following described land, in said Spokane County, to wit: That portion of the Northwest quarter of Section 25, Township 25 North, Range 44 East, W.M., described as follows: BEGIN at the Northwest corner of Lot 7 in Block 2 of RIDGEMONT ESTATES NO. 4 - 4111 ADDITION; thence the next 5 courses along the Easterly line of said 4th Addition; North 00 °14'32" East, 216.32 feet; thence North 13 °57'43" West 153.65 feet; thence South 70 °47'11" West, 30.14 feet; thence North 23 °15'53" West 135.36 feet; thence North 10 °39'07" West, 65.20 feet to the Southeast corner of Lot 1 in Block 3 of RIDGEMONT ESTATES NO. 4 - 5TH ADDITION; thence North 33 °4.L'45" West along the East line of said Lot 1, 100.00 feet; thence North 56 °18'15" East, 154.80 feet; thence North 29 °44'21" East 55.90 feet; thence North 56 °18'15" East, 100.00 feet; thence South 33 °41'45" East 130'.00 feet; thence South 28 °13'02" East, 50.23 feet; thence South 33 °41'45" East 135.00 feel:; thence South 56'18'15" West 41.36 feet; thence South 26 °07'32" East 127.72 feet; thence South 07 °01'51" West 58.34 feet; thence South 21 °56'53" East 125.07 feet; thence South 73 °19'08" West 24.42 - feet; thence South 19 °34'33" East 126.62 feet; thence South 40 °48'18" East 53.30 feet; thence South 21 °04'58" East 99.13 feet; thence South 76 °52'01" West, 135.00 feet to the East line of Sonora Drive as Platted in said 4th Addition; thence North 13 °07'59" West, along said East line, 47.66 feet; thence North 89 °20'22" West 233.59 feet to the Point of Beginning; Situate in the County of Spokane, State of Washington. page 1 of 3 Order No.: SU- 173987N1 Certificate for Filing Proposed: RIDGEMONT ESTATES NORTH 2ND ADDTTTON Charge: Tax: Total: $125.00 10.00 $135.00 VESTED IN: T.D.C., INC., a Washington corporation EXCEPTIONS: ='OIIwcL— Sou-3'l. L„�- c. -pvrs mss. Order No.: SH- 173987 Taxes and assessments, if any, no search having been made thereof, as to Parcel No. 45252.9062 and 45255.9061. 2. AGREEMENT AND TIIE TERMS AND CONDITIONS THEREOF: BETWEEN: Alfons B. Renz and Eva Renz AND: County of Spokane DATED: October 9, 1974 RECORDED: October 18, 1974 RECORDING NO.: 7410180104 REGARDING: Wherein the owners of the property under search and other property agree not to permit 'any part: of their property which fronts on 16th Avenue to be used as a building site unless approval has been obtained from the County of Spokane. 3. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: Alphons B. Renz and Hilda E. Renz AND: Spokane County DATED: December 10, 1975 RECORDED: December 12, 1975 RECORDING NO.: 7512120290 REGARDING: To indemnify and release the indemnitee from all actions attributable to the indemnitee locating, establishing, conshruct.ing, operating, maintaining, and all matters incidental thereto, the drainage control system in conjunction with Ridgemont Estates. AFFECTS: NW1 /4 of Section 25, lying NWIy of Ridgemont Estates. page 2 of 3 kk 4. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: ANI): DATED: RECORDED: RECORDING NO.: REGARDING: 5. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: DISCLOSED BY: PURPOSE: AREA AFFECTED: 6. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PURPOSE: AREA AFFECTED: DATED: RECORDED: RECORDING NO.: 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: DATED: RECORDED: RECORDING NO.: REGARDING: page 3 of 3 Order No.: 511 - 173987 Spokane County Sul I i.van Sonl.li Enl :nrprises, n Washington general partnership September 15, 1988 September 21, 1988 8809210088 Sewerage Agreement Quit Claim Deed recorded on June 9, 1992 under Recording No. 9206090434 Ingress, egress and utilities This and other property Spokane County, a political subdivision of the State of Washington Ingress and egress and utilities This other property May 29, 1992 July 9, 1992 9207090149 Tupper & Associates, inc., a Washington Corporation Spokane County, a political subdivision of the State of Washington May 29, 1992 July 9, 1992 9207090149 Easement and Maintenance • 0. Potential Liability for assessments levied by Spokane Country Utility Department for the Aquifer Protection Area. To verify, call 458- 2539. In order'to make payment, account number is necessary. TRANSAMERICA TITLE INSURANCE COMPANY. By Sean Heath, Title Officer BOWSTFING METHOD (TEN YEAR STORM DESIGN) PROJECT: RIOGEMCNT NO2 TIME OF CONCENTRATION (minutes) OETFNTION BASIN DESIGN BASIN: BASIN 5 REVIEWER: WFH Tc (overland) Tc (gutter) Areas 'C NUMBER CF DRYWa1S PROPOSED DATE: 8 -19 -a3 1 Sngle (type A) 0 Double (type B) Ct = 0.15 L2 = 360 0A2 • 0.90 Total Area (( Ic.) (see H1) 0.97 Z1 = 36 0.55. 0.15 Time d Conc. (calc j (see H1) 5.00 L1(A) = 18 Z2 = 0.172 0.00 0.00 Composite C (calc) (see HI) 0.47 N(,N = 0.016 8= 0 0.00 0.00 Time d Conc. (min) 5.00 S(P = 0.028 n = 0.016 0.00 0.00 Area (Acres) 0.9674 $ = 0.01 0.00 0.00 C Factor 0.47 Tc (A) = 0.21 d = 0.202 0.00 0.00 Impevlous Area (sq. ft) 9180 • Total A Comp V All Volume Provided 208' 390 stain: 545 L1(B) = 0 Tc (g1) = 3.03 0.97 0.47 1/` Cut1aw (cis) 0.3 N(B) = o Tc(A +B) = 0.21 Area * C• Fader 0.46 S(B) = 0 O =C*I *A= 1.48 Tc(tat.) = 5.00 0(est) = 1.46 01 #2 #3 #4 #5 #6 #7 Tc (8) = 0.0 Intensity = 3.18 Time Time Intensity 0 der. V In V out Storage A = 0.737981 Inc. Inc. __ WP (min.) (sec.) Qnjhr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R = 0.0987 ( #1 * 60) (A *C`#3) (Cutf. *#2) (#5 -#6) V= 1.98 5.00 300.00 3.18 1.46 586 90.00 496 Tc (total) = Tc (overland) + Tc (tattier) Tc(gu) = 3.03 ( d)= Ct*(L1 *N'S ^o5) ^0.6) o(est)= 1.46 Ct = 0.15 5 300 3.18 1.48 586 90 496 L1 = Length d Ore-land Flow Hddng = 12.83 10 800 2.24 1.03 720 180 540 N = frlcflal recta of overland flow (.4 fa average crass coma!) 15 900 1.77 0.81 813 270 543 S = average slope of wetland flaw 20 1200 1.45 0.66 865 360 505 Tc (gttte) = Length (ft.)/Velacity (ftjsec.)/63 25 1500 1.21 0.55 888 450 438 8 = Bottom width of gutter a ditch 30 1800 1.04 0.48 906 540 366 Z1 - Inverse Of Goss slope one of ditch 35 2100 0.91 0.42 918 630 288 Z2 - Inverse of cross sicpe two of ditch 40 2400 0.82 0.38 940 720 220 d = depth of flow in gutter (estimate, sheds estinate with Row) 45 2700 0.74 0.34 950 810 140 Area = d*B +d ^2/2*(Z1 +Z2) 50 3000 0.68 0.31 968 900 66 Wetted perimeter = 8 *d +(1 / sin (atn(1 /Z1)) +1 /sln(atn(1/Z2))) 55 3300 0.64 0.29 998 990 8 Hydaullc Rad us = R = Area/Wetted Perimeter 60 3600 0.61 0.26 1035 1080 -45 Velocity = 1.486/n *R ^,667'5 ^S 65 3900 0.60 0.27 1100 1170 -70 Row = VolccIty*Area 70 4200 0.58 0 27 1143 1260 -117 n = 0.016 for asphalt 75 4500 0.56 0.26 1181 1350 -169 $ = Iongtudnlal slope d gutter 80 4800 0.53 0.24 1190 1440 -250 85 5100 0.52 0.24 1239 1530 -291 90 5400 0.50 0.23 1280 1620 -360 95 5700 0.49 0.22 1303 1710 -407 100 6000 0.48 0.22 1342 1800 -458 DRAINAGE POND CALCULATIONS Required gassy swale pond stooge vdume = Impervious Area x .51n,/ 12 in./ft = 17RYWE L FEODIREMENTS - 10 YEAR DESGN STORM M9x1mum swage required by Bowstring = Number and type Drywells Required = 383 w. ft provided: 390 cu. ft • CKI 543 0.1. It provided: 545 a. It 0(1 1 Sngle o Double BONSTRNG METHOD (TEN YEAR STORM DESIGN) PROJECT: RIDGEMONT NO2 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: BASIN REVIEWER: WFH Tc (wetland) Tc (glue Areas 'C NUMBER OF DRYWH.LS PROPOSED DATE: 8 -19 -93 0 Sngle (type A) 1 Double (type 8) a = 0.15 L2 = 190 0.34. 0.90 Tog! Area (calc.) (see H1) 1.16 Zl = 72 0.81 4 0.15 Time d Cmc. (calc.) (599 H1) 9.11 DA = 230 Z2 = 0.172 0.00 0.00 Composite 'C'' (calc.) (see 1-11) 0.37 N(A) = 0.4 B = 0 .o.00 o.00 Time d Cmc. (min) 9.11 S(A) = 0.021 n = 0.016 0.0o 0.00 Area (Acres) 1.1565 5 = 0.008 0.00 0.00 C Factor 0.37 Tc (A) = 7.21 d = 0.184 0.00 0.00 Impervious Area (sq. ft) 5930• Total A Comp 'C Volume Prodded 208: 260 storm. 366 L1(B) = 0 Tc (gi) = 1.90 1.16 0.37 1 Out ow (cfs) 1 N Area ` C' Factor R) = 0 Tc (A +B) = 7.21 0.43 S(B) = 0 O =CI`A= 1.04 Tc(tot.) = 9.11 O(est) = 1.02 #1 #2 #3 #4 #5 #6 #7 Tc (8) = 0.o Intensity = 2.41 Time Time Intensity 0 deer. Vin V out Sto-age A = 061232 Inc. Inc. WP = 6.8133 (min.) (sec.) (njtr.) (cfs) (cu. ft.) (cu. ft) (cu. ft.) R = 0.0899 ( # (A*C*#3) (Outf.*#2) (#5 -#6) - V = 1.67 Tc (mat) = Tc (overland) + Tc (tartlet) Tc(gu) = 1.90 9.11 546.45 2.41 1.04 759 546.45 213 Tc (werland) = Ct(L1'N/S A 05) Aos) O(est) = 1.02 Ct = 0.15 5 300 3.18 1.37 550 300 250 L1 = Length d O✓edand Flow Hddng = 6.77 10 600 2.24 0.98 758 600 158 N = fr!cflm facto- of overland low (.4 for average gass cover) 15 900 1.77 0.78 828 900 - 72 S = average slope of wetland flow 20 1200 1.45 0.62 865 1200 - 335 Tc (gutter) = Length CU/Velocity (Rfsec.)/W 25 1500 1.21 0.52 878 1500 - 622 B = Bottom width of gutter cr ditch 30 1800 1.04 0.45 889 1800 -911 Z1 = Inverse of cross slope one of ditch 35 2100 0.91 0.39 896 2100 -1204 Z2 - Inverse of cross slope two of ditch 40 2400 0.82 0.35 913 2400 - 1487 d = depth of flow In gutter (estimate, ched< estimate with Flow) 45 2700 0.74 0.32 919 2700 - 1781 Area = d`B +d_ 2/2`(Zl +Z2) 50 3000 088 0.29 933 3000 - 2067 Wetted perimeter = B`d + (1/ sin (atn(1 /Z1)) +1 /sln(atn(1(Z2))) 55 3300 0.64 0.28 961 3300 - 2339 Hydaulic Radus = R = trea/Wetted Perimeter 60 3600 0.61 0.28 994 3600 -2606 Velocity = 1.486 /n`RA .667`s A5 65 3900 0.60 0.26 1056 3900 -2844 Row = Veloclty•Area 70 4200 0.58 0.25 1095 4200 -3105 n = 0 016 for asphalt 75 4500 0.56 0.24 1130 4500 - 3370 5 = Imi tudral slope of gutter 80 4800 0.53 0.23 1138 4800 -3662 85 5100 0.52 0.22 1183 5100 -3917 90 5400 0 50 022 1203 5400 -4197 95 5700 0.49 0.21 1242 5700 -4458 100 6000 0.48 0.21 1278 6000 -4722 DRAINAGE POND CALCULATIONS Required gassy swale pmd storage volume = Impervious Area x .51n./ 12 In./ft = DRYWELL FEOIJIREMENTS - 10 YEAR DESIGN STORM Maximum stmage required by Boosting = Nurnber and type d Drywells Required = 247 nl. ft provided: 260 w. It OCI 250 cu. ft provided: 366 cu. ft � OC! 1 Sngie 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: RIOGEMCNT NO. 2 TIME CF CONCENTRATION (minutes) DETENTION BASIN DESGN BASIN: BASIN 1 REVIEWER: WFH Tc (overland) Tc (older) Areas 'C' NUMBER CF DRYWELLS PROPOSED DATE: 8 -19 -93 0 Sngle (type A) 1 Double (type B) Ct = 0.15 1.2 = 430 0.82 0.90 Total Area (calc.) (see H1) 1.70 Z1 = 36 0.96 0.15 Time d Cmc. (talc.) (see H1) 5.00 L1A = 20 82 = 0.172 0.00 0.00 COm poste'O' (calc.) (see Hi) 0.49 N(A) ) 0.018 8 = 0 0.00 0.00 Time of Conc. (min) 5.00 S(A) = 0.025 n = 0.016 0.00 0.00 Area (Acres) 1.782 s = 0.039 0.00 0.00 C Fact' 0.49 Tc (A) = 0.23 d = 0.2 0.00 0.00 Impervious Area (sq. ft) 15880 • Total A Camp V Vdume Prodded 208: 858 st7rn, 910 Ll(8) = . 0 To (tau) = 1.84 1.78 0.49 Outflow (cfs) 1 N(B) = 0 Tc(A +B) = 0.23 a' 1 Area' C' Facto- 0.88 S(B) = 0 O =CI•A= 2.80 Tc(tot.) = 5.00 O(est) = 2.81 #1 #2 #3 #4 #5 #6 #7 Tc (B) = 0.0 Intensity = 3.18 Time Tlme Intensity 0 derv. V In V out Swage A = 0.72344 Inc. Inc. WP= 7.4057 (min.) (sec.) Qn./hr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R = 0.0977 ( #1'60) (A'C•#0) (OUt`#2) ( #5 -#6) V= 3.89 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 1.84 5.00 300.00 3.18 2.80 1127 300.00 827 Tc (overland) = Ct'(L1'N/S "05) "06) O(est) = 2.81 Ct = 0.15 5 300 3.18 2.80 1127 300 827 L1 = Length d Overland Row Hddng = 15.32 10 600 2.24 1.97 1386 600 786 N = friction facto' of overland flow (.4 for average grass cover) 15 900 1.77 1.56 1563 900 663 S = average slope of overland flow 20 1200 1.45 1.28 1664 1200 464 Tc (gutter) = Length (IQ/Velocity (t1Jsec.)/E0 25 1500 1.21 1.07 1709 1500 209 8 = Bottom width of gutter a ditch 30 1800 1.04 0.92 1744 1800 - 56 Z1 = Inverse of Cross slope one of ditch 35 2100 0.91 0.80 1766 2100 - 334 Z2 = Inverse Of Cross slope two of ditch 40 2400 0.82 0.72 1809 2400 - 591 d = depth of flow In gutter (estimate check estimate with Flow) 45 2700 0.74 0.85 1828 2700 - 872 Area = d'B +d "22'(Z1 +Z2) 50 3000 0.68 0.60 1880 3000 - 1140 Wetted perimeter =B*d+(1/ sin (atn(1 /Z1)) +1 /sln(atn(1/Z2))) 55 3300 0.84 0.56 1919 3300 - 1381 Hydraulic Radus = R = Area/Wetted Perimeter 80 3600 0.81 0.54 1991 3600 -1609 Velocity = 1.486 /n`R ".667'5 "5 65 3900 0.80 0.53 2117 3900 -1783 Flow = VSOCIty'Area 70 4200 0.58 0.51 2200 4200 -2000 n = 0.016 for asphalt 75 4500 0.56 0 49 2272 4500 -2228 s = Imgtudrhal slope d gutter 80 4800 0.53 0 47 2290 4800 -2510 85 5100 0.52 0.48 2385 5100 -2715 90 5400 0.50 0.44 2425 5400 -2975 95 5700 0.49 0.43 2506 5700 -3194 100 6000 0.48 0.42 2582 8000 -3418 DRAINAGE POND CALCULATIONS Required gassy swale pond storage vdume = Impervious Area x .5 in./ 12 In,/ft = DRYW81 REQUIREMENTS - 10 YEAR DESGN STORM Mwdmum storage required by Bowstring = Number and type d Drywalls Required = 653 cu. ft provided: 658 cu. ft 0(! 827 cu. ft provided: 910 a/. ft 0(I 1 Sngle 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIC PROJECT: RIDGEMONT NO. 2 TIME OF CCNC ENTRAT1ON (minutes) DETENT1ON BASIN DESIGN BASIN: BASIN2 REVIEWER: WIt-I Tc (overland) Tc (giaer) Areas 'C NUMBER OF DRYWaLS PROPOSED DATE: 8 -19 -93 1 Sngle (type A) 0 Double (type B) et = 0.15 L2 = 50 0.15 0.90 Total Area (Cale) (see H1) 0.33 Z1 = 40 0.17 0.15 Time d Cmc. (plc.) (see 1-11) 7.99 L1(A) = 115 Z2 = 0.172 0.00 0.00 Composite 'C' (caic.) (see H1) 0.50 N (A) = 0.4 B = 0 0.00 0.00 Timed Cat. (min) 7.99 S(A) = 0.005 n = 0.016 0.00 0.00 Area (Acres) 0.3266 s = 0.007 0.00 0.00 C Factor 0.5o Tc (A) = 7.31 d = 0.129 0.00 0.00 Impervious Area (sq. Ft) 3610 Total A Camp 'C' Volume Provided 209: 166 storm. 236 L1(B) = 0 Tc Outflow (cfs) k+ ) 7.3 0.33 0.50 Free • C' Facto- .16 8( 8 ) = 0 Tc (A +B) = 7.31 fames S(B) = 0 0= C•I •A= 0.43 TC(tat.) = 7.99 O(est) = 0.41 #1 #2 #3 #4 #5 #5 #7 Tc (B) = 0.o Intensity = 2.62 Time Time Intensity O dw. Vin V out Sterage A = 0.334251 Inc. Inc. WP = 5.2925 (min.) (sec.) On./1 (cts) (cu. ft.) (cu. ft.) (cu. ft.) R = 0.0632 ( #1•60) (A•C`#3) (Outf *#2) (#5 - #6) V= 1.23 = Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 0.68 7.99 479.35 2.82 0.43 274 143.81 130 Tc (overland) = CN(_1'N'S "05) "0.6) O(est) = 0.41 • Ct =0.15 • 5 300 3.18 0.52 208 90 118 L1 = Length d aver Flow Hddng = 1/8 10 600 2.24 0.37 279 180 99 N = fric6ai factor of o:aand flow (.4 for average grass cover) 15 900 1.77 0.29 307 270 37 S = average slope of overland flaw 20 1200 1.45 0.24 322 360 - 38 Tc (glaer) = Length (ft.)/Velocity (ftJsec.)/OJ 25 1500 1.21 0.20 328 450 - 122 B = Bottum width of gutter a ditch 30 1800 1.04 0.17 333 540 -207 Z1 - Inverse of Cross slgle One cf ditch 35 2100 0.91 0.15 336 630 - 294 Z2 - Inverse of cross slope two of ditch 40 2400 0.82 0.13 343 720 - 377 d = depth of flow In gutter (estimate, deed( estimate with Row) 45 2700 0.74 0.12 345 810 - 465 Area = d'B +d^2/2•(L1 +Z2) 50 3000 0.68 0.11 351 900 - 549 Wetted perimeter = B d+( 1/ sin(atn(1/Z1)) +1 /$In(atn(122))) 55 3300 0.64 0.10 361 990 - 629 Hydaullc Rictus = R = keaAWatted Perimeter 60 3600 0.61 0.10 374 1080 -706 Velocity = 1.485/n•R ^.667.5" 65 3900 0.60 0.10 397 1170 -773 Row = Velccitykoa 70 4200 0.58 0.09 412 1260 -848 n = 0.016 for asphalt 75 4500 0.56 0.09 426 1350 -924 5 = Iaigltudral slope guitar 80 4800 0.53 0.09 429 1440 -1011 85 5100 0.52 0.08 448 1530 -1084 90 5400 0.50 0.08 453 1620 -1167 95 5700 0.49 0.08 488 1710 -1242 100 6000 048 0.08 482 1800 -1318 DRANAGE POND CPLCLLATION S Required grassy swale paid storage vdume = Impervious Area x .5 In./ 121n./Tt = DRYWR 1 FEOUIREMENTS - 10 YEAR DESGN STORM M3ldmum storage required by Bowstring = Number and type d Drywalls Required = 150 cu. ft provided' 186 a1. ft CKI 130 Cu. ft provided: 236 w. ft. DCI 1 Sngle o Double BOWSTRNG fuvt fHOD (TEN YEAR STORM DESIGN) PROJECT: RIDGEMONr NO2 TIME OF CDNCEN RAI1ON (minutes) DETENTION BASIN OESGN BASIN: BASIN 3 REVIEWER: WH-1 Tc (o✓erland) Tc (Gutter) Areas 'C' NUMBER OF DRYWELLS PROPOSED DATE: 8 -19 -93 1 Single (type A) 0 Double (type B) Ct = 0.15 L2 = 110 017 • 0.90 Total Area (calc.) (see H1) 0.31 Z1 = 40 0.14 • 0.15 Time d Conc. (calc.) (see H1) 5.00 L1 (A) = 18 Z2 = 0.172 0.00 0.00 Composite 'C (calc.) (see H1) 0.55 N(A) = 0.4 0 = 0 0.00 0.00 Time d Cmc..(min) 5.00 S(A) = 0.025 n = 0.016 0.00 _ 0.00 koa (Acres) 0.307 s = 0 01 0.00 0.00 C Factor 0.55 Tc (A) = 1.48 d = 0.134 0.00 0.00 Impervious Area (sq. ft) 4170• Total Comp 'C' Volume Provided 208: 182 simn. 259 L1(B) = o Tc Qitfl ow ds (gu) = 121 0.31 .. ( ) 0.3 N(B) = o Tc(A +B) = 1.48 Prey C Facto' 0.17 5(B) = 0 CI= C`I'A= 0.54 #1 #2 #3 #4 #5 #5 #7 Tc Tc(tot.) = 5.00 O(est) = 0.54 Time Time Intensity 0 derv. V In V out Storage 0.0 Intensity = 3.18 A = 0.360664 Inc. Inc. WP = 5.4976 (min.) (sec.) On./hr.) (ds) (cu. ft) (cu. ft.) (cu. ft.) R = 0.0656 ( #1*60) (A *C*#3) (Duff. *#2) (#5 -#6) V= 1.51 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 1.21 5.00 300.00 3.18 0.54 217 90.00 127 Tc (ovedant = CI*(_1 *NS ^ 05) ^ OE) 0(est) = 0.54 - C1= 0.15 5 300 3.18 0 54 217 90 127 L1 = Length d Overland Flow Hddng = 3.92 10 600 2.24 0.38 267 180 87 N = frictm facto' of overland flow (.4 for average gess !.over) 15 900 1 77 0.30 301 270 31 5 = average slope of overland flow 20 1200 1.45 0.25 321 360 -39 Tc (gutter) = Length (t.)Neiceity (ft/Sec.)/O3 25 1500 1.21 0.21 329 450 -121 B = Bottom width of gutter or ditch 30 1800 1 04 0.18 336 540 -204 Z1 = Inverse of cross slope one of ditch 35 2100 0 91 0.15 340 630 -290 Z2 = Inverse of cross slope two of ditch 40 2400 0.82 0.14 348 720 -372 d = depth of flow In gutter (estimate, deed( estimate with Flow) 45 2700 0.74 0.13 352 810 -458 Area = crB +d ^ 2/2 *(Z1 +Z2) 50 3000 0.68 0.12 358 900 -542 Wetted perimeter = B' d+( 1/ sIn(ael(i/Z1)) +1 /sln(am(1/Z2))) 55 3300 0.64 0.11 370 990 -620 Hydaullc Radus = R = Mea. etted Perimeter 60 3600 0.61 0.10 383 1080 -697 Velody= 1.486 /n *R ^5 65 3900 0.60 0.10 406 1170 -762 Row = Veloclty`Area 70 4200 0.58 0.10 424 1260 -836 n = 0.016 fcr asphalt 75 4500 0.56 0.10 438 1350 -912 5 = Imgtudrel sloped gutter 80 4800 0.53 0.09 441 1440 -999 85 5100 0.52 0.09 459 1530 -1071 90 5400 0.50 0.08 487 1620 -1153 95 5700 0.49 0.08 483 1710 -1227 100 6000 0.48 0.08 497 1800 -1303 DRAINAGE POND CN_CUATIONS Required gassy swaie paid storage vdume = Impervious Area x .5 in./ 12 In./it = DRYWELL PEOUIREMENTS - 10 YEAR DESGN STORM Maximum storage required by Bowstring = Number and type d Drywalls Pequlred = 174 cu. ft provided: 182 c1. ft C {I 127 ci ft. provided: 259 Cll. it 0(1 1 Single 0 Double BOWSTRING IVEFHCO (TEN YEAR STORv1 DESIGN) PROJECT: RIDGEMONT NO2 TIME OF CCNCENTRATiON (minutes) DETENTION BASIN CESGN BASIN: BASIN 4 REVIEWER: W11 . Tc (weriand) Tc (gutter) Areas 'C' NUMBER OF DRYWR I S PROPOSED DATE: 8 -19 -93 1 Sngle (type A) 0 Double (type B) Ct = 0.15 12 = 400 0.35 0.90 Tog! Area (calc.) (see H1) 0.75 Z1 = 38 0.40 0.15 llme d Cmc. (calc.) (see H1) 5.00 L1(A) = 20 Z2 = 0.172 0.00 0.00 Composite 'C' (calc.) (see 111) 0.50 N(A) = 0.016 B = 0 0.00 0.00 Time d Cmc. (min) 5.00 S(A) = 0.025 n = 0.016 0.00 0.00 Area (Acres) 0 75 s = 0.053 0.00 0.00 C Factor 0.50 Tc (A) = 0.23 d = 0.137 0.00 0.00 Impervious Area (sq. ft.) 9300 Total A Comp C' Vdume Prot' ded 208: 390 stern: 545 L7 Outflow (cfs) 0.3 N 0 Tc A = 1.89 0.75 0.50 (B) = 0 TcA+B) = 023 Area' C' Facto' 0.38 S(B) = 0 D =CI *A= 1.20 #1 #2 #a #4 #5 #6 #7 Tc (a) = 0.0 Intensity = 3. o(est) = 1.20 ee ry = 3.18 Time Time Intensity Odev. Vin Vout S[aage A= 0.339456 Inc. Inc. WP = 5.0729 (min.) (sec.) On./hr.) (cfs) (cu. hJ (cu. ft.) (cu. ft.) R = 0.0669 ( #1 *60) (A *C#3) (Ouff. *#2) ( #5 -#6) V = 3.52 Tc (total) = Tc (overland) + Tc (gutter) Tc(qu) = 1.89 5.00 300.00 3.18 1 20 481 90.00 391 Tc (wetland) = Ct*(L1 *N/S ^05) ^ 0.6) O(es) = 1.20 Ct = 0.15 5 300 3.18 1.20 481 90 391 LI = Length d Overland Row Hddng = 1425 10 600 2.24 0,84 591 180 411 N = frMcIm facto of overland flow (.4 fa average gess cover) 15 900 1.77 0.67 667 270 397 S = average slope of welandflow 20 1200 1.45 0 55 710 360 350 Tc (gutter) = Length (ft.)NelO lty (f t. /sec.)JEO 25 1500 1.21 0.45 729 450 279 B = Bottom width of gutter 1T ditch 30 1800 1.04 0.39 744 540 204 Z1 = Inverse of Gross slope one of ditch 35 2100 0.91 0.34 753 630 123 Z2 = Inverse oI cross Slope two of ditch 40 2400 0.82 0.31 771 720 51 d = depth of flaw In gutter (estimate. check esttnate with Flow) 45 2700 0.74 0.28 779 810 -31 Area = d*B +d +Z2) 50 3000 0.68 0.26 793 900 -107 Wetted perimeter = B* d+( 1/ sin(atn(121)) +1 /sin(atn(1/Z2))) 55 3300 0.64 0.24 818 990 -172 Hydraulic Radus =R= Area/Wetted Perimeter 60 3600 0.81 0.23 849 1080 -231 Votodty = 1.486 /n *R ^ .667 . 5 ^5 65 3900 0.80 0.23 903 1170 -267 Flaw = Velocity*Area 70 4200 0 58 0.22 938 1260 -322 n = 0016 for asphalt 75 4500 0.56 0.21 969 1350 -381 5 = Imgltudital slope d gutter 80 4800 0.53 0.20 977 1440 -463 85 5100 0.52 0.20 1017 1530 -513 90 5400 0.50 0.19 1034 1620 -586 95 5700 0.49 0.18 1069 1710 -641 100 6000 0.48 0.18 1101 1800 -699 DRAINAGE POND CALCULATIONS Required gassy swale pond storage vdume = Impervious Area x.51n.J 12In./ft = DRYWELL RECUIREMENTS - 10 YEAR CESGN STORM Maximum swage required by Bowstring = Number and type d Drywells Required = 388 cu. ft povided: 390 cu. ft CK I 411 cu, ft provided: 545 o.. ft OKI 1 Single 0 Double BOWBTFING METHOD (TEN YEAR STORM DESIGN) PROJECT: RIDGEMCNT NO2 TIME OF CON(ENTRA71ON (minutes) DETENTION BASIN DESIGN BASIN' BASIN REVIEWER. WHi Tc (o.e1and) TO (gutter) Areas '0 NUMBER CF DRYWELLS PROPOSED GATE 8 -19 -81 1 Single (type A) 0 Double (type B) Ct = 0.15 1.2 = 400 0.35• 0.90 Total Prey (talc) (sae H1) C.66 � 21 = 36 O ` � i 10.31 4 0.15 Timed Conc. (talc.) (see H7) 5.00 L1(A) = 20 22 = 0 172 0.00 0.00 Composite 'C' (calc.) (see H1) 0 55 N(A) = 0.016 8 = 0 0.00 0.00 Time d Canc. (min) _ 5.00 S(A) = 0.025 n = 0.016 000 0.00 Area (Acres) 0.6581 5 = 0.053 0.00 0.00 C Facldr 0.55 Tc (A) = 023 d = 0.135 0.00 0.00 Impevious NW (sq. ft) 93004 Total A Comp 0' Volume Provided 209: 390 storm' 545 L1 (B) = 0 Tc (gu) = 1 91 0.66 0.55 ON Outflow (cfs) 02 N(B) = 0 Tc(A +B) = 0.23 0.96 r Area *CI' Factor 0 36 5(6) = 0 O =CI *A= 1.15 Tc(tat.) = 5 00 0(est) = 1.15 40 #2 #3 #4 #5 #6 #7 Tc (B) = 0.0 Intensity = 3.18 Time Time Intensity 0 dev. V In V out Swage A = 0.329617 Inc. Inc. (min.) (sec) ( In, /fr.) (cts) (cu. 1t.) (cu. ft.) (cu ft) R R = 4.9989 = 0.0659 ( #1*60) (1 *C#3) (Outf *#2) (#5 - #6) v = 3.49 Tc (total) = Tc (ovarhnd) + Tc (gtmer) Tc(gu) = • 1 91 5.00 300.00 318 1.15 463 90.00 373 To (overland) =Ct"(L1 *WS ^05) ^g.8) 0(est) = 1,15 Ct = 0.15 5 300 3.18 115 483 90 373 L1 = Length of Overland Flew Hddng = 14.26 10 600 2 24 0 81 569 180 369 N = hot facia of we bnd flow (.4 for average Bass coves) 15 900 1 77 0.64 842 270 372 S = average slope of overland flow 20 1200 1.45 0.53 884 360 324 Tc (gutter) = Length (Ft.)/Velccity (EL /sec.)/9] 25 1300 1.21 0.44 702 450 252 B = Buttom width of gutter t7 ditch • 30 1600 1 04 0 38 716 540 176 Zi = Inverse of cross slope one of ditch 35 2100 0 91 0.33 728 630 96 72 = inverse of cross slope two of ditch 40 2400 0.62 0.30 743 720 23 d = depth of flow In gutter (estimate, check estt mate with Flow) 45 2700 0.74 0.27 751 810 -59 Area = d*B +d^ 2/2*(Z1 +Z2) 50 3000 068 025 764 900 - 136 Wett9d perimeter = 0* d+( 1/ sin(atn(1/21)) +1 /sIn(a1n(1R2))) 55 3300 0 64 0.23 788 990 - 202 Hydaulic RadUS = A = MeaiWetted Palm eta 60 3800 0.81 0.22 818 1080 - 262 Velodty = 1.488 /n*A^ .657*s ^.5 65 3900 0.80 022 870 1170 - 300 Row = Vdccity*Area 70 4200 058 021 904 1260 -356 n= 0015 For asphalt 75 4500 0.56 0.20 933 1350 -417 5 = Ionglludrlal Sloped gutter 80 4800 0.53 0.19 941 1440 -499 85 5100 0.52 0.1 900 1530 -550 90 5400 0 50 0 13 996 1620 -624 95 5700 0 49 0.18 1029 1710 -681 100 6000 0,48 0.17 1061 1800 - 738 DRAINAGE POPC CPLClJ ATIONS Required grassy swats pond storage vdume = Impervious Area x In /121n /fI. = DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowsbing Number and type d Dywells Required = 388 oJ. ft provided: 390 3J ft O{I 389 ❑1 ft provided: 545 ou . ft OCI 1 Single 0 Double &impson Engineers, Inc. CIVIL ENGINEERS AND LAND SURVEYORS N. 909 Argonne Road • Spokane, WA 99212 (509) 926 -1322 • Fax: 926 -1323 TO: gnu_ 4GMMiMGS EE. SPOeMJE rounrr-i EJG(PJFEES SUBJECT: "RiDGEMObJ-r Esrn K }oarr -r — Z " — n Alb W.\ DATE: A - 06osT 19 ig9_'S A r-,A t4E-s, Pre YOUZ cau_ THIS' AFTEktJoosi • 2; Ca P4 of 1)er+tklfaf -,F- PePdtr. ssi ?CD \\ • SET OF STRQ��r 1%, helm k1 AGF_ PAS i ", P2., ruts mm Sre3 - PPIwC t OF PLAT MIW 11 Signed LI'oa AUG 1 9 02- eel in Cxr_irrt4,satu V INLET NUMBER BASIN 1 LENGTH 3.0 STATION :22i-31.8 TOTAL PEAK DISCHARGE = 0.41 (cfs) GUTTER SLOPE = 0.0080 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD AT A SLOPE OF .008 (ft. /ft.) AND 0.41 (cfs)• IS 4.40 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 8.40 H (ft) = 0.583 DEPTH OF WATER. (ft) = 0.08 SPREAD (ft) = 2.75 Press any key to continue INLET NUMBER BASIN 3 SPREAD AT A SLOPE OF .008 (ft. /ft.) AND 0.54 (cfs) IS 4.88 (ft.) LENGTH 5.0 STATION 23 +67.8 TOTAL PEAK DISCHARGE = 0.54 (cfs) GUTTER SLOPE = 0.0080 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFECT. LENGTH (ft) = 8.60 H (ft) = 0.583 DEPTH OF WATER (ft) = 0.09 SPREAD (ft) = 3.26 INLET NUMBER BASIN 4 Press any key to continue LENGTH 10.0 STATION 1 +24 TO 1 +34 TOTAL PEAK DISCHARGE = 1.15 (cfs) GUTTER SLOPE = 0.0106 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD W W/T SW SW /SX Ec. a SSW SE 6.14 2.0 0.33 0.0278 1.0 0.65 1.0 0.042 0.055 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 11.1 E_FFIC :IENCY= 0.98 CFS INTERCEPTED= 1.13 CFS CARRYOVER= 0.02 Press any key to continue INLET NUMBER BASIN 5 TOTAL PEAK DISCHARGE = 1.46 (cfs) GUTTER SLOPE = 0.0154 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD AT A SLOPE OF .015 (ft. /ft.) AND 1.46 (cfs) IS 6.26 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 8.60 H (ft) = 0.583 DEPTH OF WATER (ft) = 0.18 SPREAD (ft) = 6.32 INLET NUMBER BASIN 6 LENGTH 5.0 STATION 23 +52 TO 23+5 Press any key to continue LENGTH 5.0 STATION 0+38 TO 0 +43 TOTAL PEAK DISCHARGE = 1.02 (cfs) GUTTER SLOPE = 0.0080 FT /FT PAVEMENT CROSS SLOPE = 0.0278 FT /FT SPREAD AT A SLOPE OF .008 (ft. /ft.) AND 1.02 (cfs) IS 6.19 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 8.60 H (ft) = 0.583 DEPTH OF WATER (ft) = 0.14 SPREAD (ft) = 4.98 Press any key to continue 1 1 1 1, 11 I' 1 1 1 1 1 1 1 1 1 STORMWATER DRAINAGE REPORT for Ridgemont Estates North - 2nd Addition A I4 -Lot subdivision located in the NW 1/4 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 for Tupper and Associates, Inc. May 5, 1993 Revised: July 26, 1993 Report Prepared By: Simpson Engineers, Inc. North 909 Argonne Road Spokane, WA 99212 ** TABLE OF CONTENTS ** Summary Table No. 1: On -Site Drainage Basins Summary Table No. 2: Bacinc Draining to Off-Site "208" Pond Volume Calculations Existing Ponds - Off -Site (followed by 4 pages of information submitted in 1992 for Ridgemont Estates No 4 - 4th At 5th Additions) Rational Formula Hydrology & Bowstring Calculations 1. For 6 on-site drainage basins 2. For 5 basins draining to off-site Capacities of Curb Opening Inlets Vertical Curve Stopping Sight Distance Data S.C.S. Soils Map and Descriptions "208" Individual Lot Plans t S'$ Q!N ate C . stars ePROS EXPIRES 7:17 /5 F "68it A , Gvlew' b, 3 4 1 1 1 11 1' Basin Name Total Area Pervious Impervious Ar© Houscs/D'ways Area Asphalt Streets "208" Volume Pond Floor Area Pond Perimeter Pond Vol. c 6" Pond Name I w STORMWATER DRAINAGE PLAN for Ridgemont Estates North - 2nd Addition A 14 -Lot subdivision located in the NW 1/4 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 for Tupper and Associates, Inc. April 19, 1993 Revised: July 26, 1993 SUMMARY TABLE NO.1: ON- SITE AINAGE BASINS 1 2 3 77,586 14,215 13350 41,956 7,605 6,180 35,630 6,610 7,170 7/6 I/1 1/1 20,000 3.000 3,000 15,630 3,610 4,170 652 150 174 1,170 266 294 142 66 70 656 166 182 1 2 3 L4 +5, 81 L -I, B -2 L -1, B -3 io 1/ 4 32,670 13,370 2/2 6,000 9,300 388 676 104 390 4 L -2, 84 42,140 23,960 18,180 3/3 9.000 9,180 383 676 104 390 5 L -I, B -5 NOTE• Basins 1, 5 and 6 include land area outside of Ridgemont Estates North - 2nd Addition that drains into those basins from the south and ease. 5 6 50,375 35,445 14,930 3/3 9,000 5,930 247 438 82 260 6 L -I, 13-6 SU1v1 Y TABLE NO.2: BASINS DRAINING TO OFF -SITE da is for portion of basin within Ridgemont Estates North - 2nd Addition 1 Units sq.n. sq.1l. sq 1L so.ft. sq.Il. cu.ft. sq.n. lin.n. cu.fl. Basin Name: u 1A I 2A 2B 3A 5A Units 6 970 Sn0 7 060 6 101) So ft Pervious , 0 5,310 0 7,280 4,220 sq.n. impervious Ana 2,740 1,610 500 680 1,880 sq.ft. houses/D'ways 0/1 0 0 0 0 Area 1.000 0 0 0 0 sq.tl. Asphalt Streets 1 1,740 1 1,610 500 680 1,880 sq. ft. "208' Volume 1 73 1 67 21 29 78 cult. Ex'g./Furure L-1, B-2 L -I, B -3 future plat future plat future R.E. ca Pond Location RE. #4 - 4th I R.E.#4 - 5th to north to north North - 4th NOTE: Existing ponds are adequate for drainage from Basins lA and 2A, as detailed on the following pages. Drainage from Basins 2B, 3A and 5A will be incorporated in future plats. j 1 1 1 1 11 1 1 1 11 1 1 11 II 1N GENERAL, for any drainage pond with 4:1 side slopes on all sides, the pond volume can be calculated with two components: the volume directly above the floor area plus the volume above the side slopes. Volume is calculated at 6" depth for '208" to alnient and at 8" depth for storage, as follows: At 6" depth: Pond Volume = (0.5 ft. depth x pond floor area) + (1/2 x 0.5 x 2.0 x pond floor perimeter) =0.5 A +0.5 P At 8" depth: Pond Volume = (0.67 R. depth x pond floor area) + (1/2 x 0.67 x 2.68 x pond floor perimeter) = 0.67A + 0.89P POND 1: H2.0 fccl—H I 6" = 0.5 ft Pond Floor Area, A = 26 x 45 = 1,170 sq. ft. Pond Floor Perimeter, P= 142 LF Volume at 6" depth = 0.5 A + 0.5 P =0.5 (1,170) +0.5 (142) = 585 +71 = 656 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(1,170) + 0.89 (142) =784+ 126 = 910 cu. ft. POND 2: "208" POND VOLUME CALCULATIONS Pond Floor 8" =0.67 ft Pond Floor Area, A = (14 x 8) + 1/4 x(14 = 112 + 154 = 266 sq. ft. Pond Floor Perimeter, P = 66 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (266) + 0.5 (66) = 133 + 33 = 166 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(266) + 0.89(66) = 178 + 58 = 236 cu. ft �� — 2.68 feet G Ro / L`1 2G 1 1 1 1 1 1 dI a 11 1 11 1' 11 1 11 11 11 11 POND 3: POND 4: POND 5: "208" POND VOLUME CALCULATIONS - CONTINUED Pond Floor Area, A = (14 x 10) + 114r(14 = 140 + 154 = 294 sq. ft. Pond Floor Perimeter, P = 70 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (294) + 0.5 (70) = 147 +35 = 182 CU. It. Volume at 8" depth = 0.67A + 0.89P = 0.67(294) + 0.89(70) = 197 + 62 = 259 cu. ft. Pond Floor Ann, A = 26 x 26 = 676 sq. ft. Pond Floor Perimeter, P = 104 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (676) + 0.5 (104) = 338 +52 = 390 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(676) + 0.89(104) = 453+ 92 = 545 cu. ft. Pond Floor Area, A = 26 x 26 = 676 sq. ft. Pondfloor Perimeter, P= 104 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (676) + 0.5 (104) = 338 + 52 = 390 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(676) + 0.89(104) = 453 + 92 = 545 tat fl. N 26 � 4 FLOOD -2_, c potib 5 FLo& . N z6 1 11 1 1 1 1 11 1 1 1 11 1' 1• 11 1' 11 1 1 1 POND 6: "208" POND VOLUME CALCULATIONS - CONTINUED Pond Floor Area, A = (10 x 20) + (14 x 6) + 1/4rr(14 = 200 + 84 + 154 = 438 sq. (t. Pond Floor Perimeter, P = 82 LF OVolume at 6" depth = 0.5 A + 0.5 P = 0.5 (438) + 0.5 (82) = 219 + 41 = 260 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(438) + 0.89(82) = 293 + 73 = 366 cu. ft. EXISTING PONDS - OFFSITE ***************** ii>ititii WIi*iiiit ►******kt }ikykii*t**** **t>ii ♦ii Basin IA drains to the existing "208" pond in Lot 1, Block 2 of Ridgemont Estates No 4 - 4th Addition, ( "Pond D ") at the southeast corner of 20th Avenue and Tamh:rlane Drive. This pond was sized to take drainage from an area which included the south side of 20th Avenue from Tamberlane to Sonora Street, on the assumption 20th Avenue would slope downward toward the west in this section. As it turns out, a high point is being created in 20th Avenue at Station 22 +31.57, roughly halfway between the plat line and the centerline of Sonora. Original "Paved Arca" of 'Basin D" of Ridgemont Estates No. 4 - 4th Addition, including south half of 20th Avenue to Sonora Street within Ridgemont Estates North - 2nd Addition that was originally included in sizing "Pond D" = 6,820 sq. ft. (see attached data for R.E. No. 4 - 4th Addition, dated March 6, 1992) Actual paved area draining to "Pond D ": From Original "Basin D" of Ridgemont Estates No. 4 - 4th Addition = 3,310 sq. R. of asphalt From street and one driveway in Ridgemont Estates North - 2nd Addition = 2,740 sq. ft. TOTAL = 6,050 sq. ft. Conclusion: Since the area of asphalt pavement draining to existing "Pond D" is less now than it was originally designtd for, the existing pond has sufficient capacity for drainage Basin 1 A of Ridgemont Estates North - 2nd Addition. Basin 2A drains to the existing "208' pond in Lot 1, Block 3 of Ridgemont Estates No. 4 - 5th Addition, at the northeast corner of 20th Avenue and Timberlane Drive. This pond was sized to take drainage from an area ( "Basin F ") on the east side of Timberlane Drive north of 20th Avenue, including a paved temporary cul-de -sac. The cul- de-sac is no longer a pahrt of this drainage area, since a drainage pond was &signed on the east sidc of Tamberlane immediately north of the Ridgemont Estates No. 4 - 5th Addition plat line (see Ridgemont Estates North - 1st Addition). The portion of Ridgemont Estates North - 2nd Addition that drains into this pond is the north half of 20th Avenue from the high point at Station 22 +31.57 to the west, which is a smaller area than the cul-de -sac was. Area of east part of cul-de-sac = 4,680 sq. ft. (see attached tkata for "Basin F ", submitted June 3, 1992) Area of 20th Avenue from High point to plat line = 1,610 sq.ft. Conclusion: Since the area of pavement that is being added to the existing pond is fess than the area of pavement that is no longer draining to the pond, the net effect is that the existing pond has sufficient capacity to accept the drainage from Basin 2A of Ridgemont Estates North - 2nd Addition. la" an aa ait a as St ME Mt IN Mil MS M. ail la lilt 7/ k,D&ci'o E r;TE3 r -ia. 4 4T". A - > > > . I 50 ¢ FUTURE TIMBERLANE DR.. p,S1� u; / < / FOND " A Ftco0. "ALA- 515 Fla F.000. LLCV - 95 9 3:1 3iOC S1-0PL5 s, v•7 • Tb . 3 O- '. ( Z4;77 RT. CONISTR 1CT LF Cu0.5 L✓T5 6 Dar_ Sr..1S Boni 17. AYE/ RT. -w 7 t o R p ` L o f ° c /� r1 N y POND "G.r FLOVC L:l,^. 55 3:1 SmDC 512PLS / •I I 2 f STA. i5• LO TC 19•75 ' / (2.0T-``A. ) 57.14. 65 SITE OF rU7URE -, FAG_ u 111E5 4 fro F, BA51N' _l. SAS 1N1 ToTP`L A+ 5 4. FT. 14o, sso 134,190 FAVct Aeck 17,0'72. II 5C• FT. gcOFS + b c 46re t r, oo So PER. 1-0T ' IMPEXVIOU.S,; Cc. F7. GLASS /LUDSC P. 6c. F7. APr.v;. x' /z = "208•• S TD PAGE RCG'D., ru, rT. „ 20" POND VOLUn•,E cu. F7. 2-;500 6 +3 e'7. 35,5'72 '7I1. 0'15 Dryw=LLS z- .•G., 970 18,000 S +zE '1Z I 29, 37 10,720 1;562 ' /l. or L I 12:,22_0 48.8 4 4 6.7 cost 44-8 2 -'. ET" _— • / 7 IB, oi.0 -G,E20 334 1 -. 14.4,439 • I� ,35o 12 400 2,4,06 0 21,000 q or L - 8 LOTS 6+ 2 e :'/¢ I 5,32.0 4-0 580 39,420 100,978 104,220 1'7,180 9 1a1 G39 11E3,491 51,580 284.1.. 662.5 517.5 232.5 570 157, 91 1 63,'1.0 5 580 6, 000 1 14 F £. 4 - V ! Tc '.mgH/r n...' ' 1 1, I i (Fmrrr ) SEE ND- n rJ PIFN F.E: FVIVIE $LNDLL 51. I 1JOTE .Ors=nJ .. A.. If.YLUL'E `c, rifle l"1 CJL?� re-f-•/- FIt�Cf-0,-/1 cz7,T N .4 — r'1;FpniSI.I co I1..) •'F I I.1C,LU b' = ef- ef..yc rPr f -5 t'1)(5f 'CA r r !7 C I Jo .4 - 2l'ti ,4L L'•IT101J . (-•,ICh�IIJ °. "G•' AND " b" mac t_urc or= FSIT rant.-, I ct1:N=1 4-7,0L-:•) ZO _`_• /,VCIJV_' . Cljgf.slN - G I/JC+ -ubCS C,','F-S- vovg(, Fiy Fut'G ev.cd 130. F2-,s10,15 " G " AND •• H vJ(LL vltriJTD Lckl e. to nr.l ra, »( r :r, 1 nG'._fl _ &A5lntS •. .. /-+J'0 ' . ,s_c chi-cuL- rt For- Fun J:G USE Wh L.Jnr4' To E* T or - no rLN ?Lt:.LCU S. WEST cF Pu.T I 72, 488,c co 2,520 cwJrU T 15 I20 /+ II, 16o FUTURE) 5,000 � FvTVF E, r SSw.E man. 2 520 copksor :( r E0 ) F../71./LE T , 2 m 14 00 n l Tr r 0 � p V p 3• Z G, 30 0 • n z. I5,120 69, 'DO •' c c1r.41- 472580 4 3,7401 / (or EN uWD) (Ge4 1 Construct Co Curb Cut - 1"dcep Sta.lGtoa lef and r 15ht O O 0 5. LIo d sited fch.IC. I ~ 1� 4 � LT ArioFtsoe 3 IMSIDE PeoP.uuCS' 10" PVC. PIPE nen.E.l4 Oat I' 30 LE a -3.0 (we FL 3'1 =m(eA 36 `5 0 ,r\LR) I D AC 11 14 11 1 5 3ra55 \dered 1 9 / l a Barret .ta\ Frame : \l* 15 , 3z' le p Crate, 33. \ nd Botto ;3 Two-Double Sorrel Dryweils T B Metal Frame Grate ape uo. 3 Spokane Cow,* Standard Timberlane Sta. 19•53, 28 LT. opGrate Elev.42`- Ti.n her lanc Sta.. 19.2 , 2.8L. Top Gra.teElev. 42fi Fond Floor Elev. 4Z! CUL 1PE -SAC EASEMeNT - -- PAVE Ca um PoPAVCy, _ DF l - SAC I a s 0 I " I ti F A Ice J Iota 1 1� 1 1 la its N Ir I� Singyle- Barr Drywall Type A" stork ant- Co,4nt.) 5ta. wrth Solid Lid Tr. 5ta. 19+13 L °- P.r. Top of Lid Elev. 43 2 t P SIDES ' XCEFT LOW ENO 0 BE MIN. 8 FLOOR Prtor. L1 NE •' 1 D• M; a I •, *OVERFLOW FROM FL \INYAIN MINt l7 sC FROM NoR.TH To Soi - END DITCH AT 5w...L1 DE 1 / V • I .9 ---- Double Barr L'ryr Metal Frame ? G \ Spokane Ctr4mfy Stand Sta.. 16 420, Top Grate El ev. Pond Bottom, E. v el Drywalls, T p, 1 1 1 1 1 1 1 - - -- asF+SIN _ .._....__ AREA. 4 TOTAL .. .-----..• -- • II . ... , 7 s , coo .I I, coo F t , - 'Arc/ l+Y` cf. LOY�.. ..74 � . 1 FUFs +Dew 10 c-o y � 11 ...... .__. IMFEAUiOVZ. 'AKrA uNC W. (G4CS gICGEMorJT. ESTATE t' o. 4 — EJ± ACCIT%OI -1 - 72_ 35 _ -. 7, 192 . F = 1: 55 G ACi 9184 Erg (cigars Az Pc. rr.LvIcus + 4,680. FT: (rr.nsr PArt o cu - oc- s,;cJ = I S o (GPI -. FT . ToTnL_ =.._Jb,8“4._ &.y0(2 = Z"L., 864Fr, Z - .0.525 ACkv• — . 6'7, ?92. — S64 44, 92-8 FT' = I. Aci-a 208 sToRAGE Vot_uME pink.) POND "F" VOLUME e 6 °Ticpll-t = 1- TYPE E PK.tt.JF -L .t 5 30 Cu. Fr _7ors,CE cEgv,r.EL For-n) "F" VOLUME C 8 " Pcf mt . 0 69 (I, oyS "000 FT t . r[t{ Z: 1 SIbC St-oPES PciJC vow, -tE G C i 1 i J O 5 ( FLOO AC lL e =ri P i- 0 �� ( F�o j_ Gi_■ln�Tj. 0 A - o P 1 222-1!-- -) 2271 + 292 + 5 94 = 1053 P V = 0 =1 t 0 195 6Th ) = 5/1-G.5 t 4 = 5'74.8 OA-).FT. I IL = t 6, 86. 7� I L " FT. — 5 78 CAL FT. 554 Cu• FT, :, hi;EQvtTE '17..Z cu. FT. Apt 1110,TE = 7/26/93 KV][CT NAME = klDGEM(]NT ESTATES NORTH — 2ND AUDITION DESCRIPTION = STORMNATER DRAINAGE TO OM—SITE PONDS ILUBASEA | = .U19 ACRE C � SUBAREA 1 RUNOFF COLEF1C]ENl = .9 w ��SUBAREH 2 = .963 rCRE5 CUBAREA 2 RUNOFF COEFFICIENT = ^l5 II nUTAL AREA = 1.732 ACRES OVERLAND FLOW VALVES 11 Ct = .15 L = 2') N = .016 S = .025 � [�HAHNEL F LOW VALUES � L = l;0 Z| = �6 Z2 = ./72 H = .0l5 8 � » S = .039 TD "Z CONFUTED VALUES DUN = 5^0U 110 = ;.18 210 = 2.80 QA = 2.8[ RATIONAL FOHHULA HYDROLOGY DES = D.M.C. BASIN 1 COMPOSITE RUNOFF Li:OEFF1C1FN1 = .;54,±.R�7�7.%97 1 .6,c.0 1 65.0 I 70.0 75.0 00.0 . 25.0 j 9„:,.o • 5., , II OONGFRINC EALCULATIONS DATE 7/26/9: DESIGNER = E.H.C. B(451N 1 A FEBJECT NAME =, RIDOENCINT ESTATES NORTH - 2ND ADDITION EFELBIRTION = STFIBMWAlER DRAINAGE TO ON FENDS I t . L Ifltecunty Odev. Vin VOLAL' EtccHgc (mix].) (sec,) (mm./hr.) (c.F.s.) (cu. ft.) (cL. ft.) •u.. 3 0 N00 7.10 2.80 1127 300 H:7 10.0 600 2.24 1.97 13.8b 600 724 I 15.0 900 1.77 1.26 1561 6671 4 20.0 1200 1•15 1.20 1664 1200 41•4 27.0 1z00 1.21 1.07 1709 1500 209 1,.0 1800 1.04 .92 1744 1800 - 56 715.0 2100 .91 .00 1766 • 2100 40.0 •400 .82 .72 1.309 7400 -291 . 45.0 .74 .65 162S 2700 50.0 2000 .68 .60 1060 -1140 5Z.0 .61 191? -1:21 2600 .61 . :600 -1609 3900 ,60 .52 2079 - 101 1200 .5B .51 22("Ti 1700 ' 4500 • .19 2252 two -2218 4G00 .5:: .47 2290 4800 -25.10 5100 .Z : 15 2:62 5100 -2730 )5100 .50 .44 7125 5400 -2975 5700 .49 2506 5700 -:191 100.0 4000 .48 .4 25,82 .6000 2410 THE MAXIMUM STORAGE IS 826.93825GO] CO. Fl. - rant. i ■11_, :::: am..c = cu Em 'A The tlne ui concentrntior, jE 5 mlnuten. Tho Undevelopod flow mut is 1 c. +.;. --->, THPE - i)P--tt..-Azt-L Ir.1 F!-Ici L TEN YEAR STORM CALE 1 41 = 7/26/9S I ROJECT NAME = R1DGE°IONT ESTATES NORTH 2ND ADDITION DESCRIPTION :_ £TORMWATER DRAINAGE TO ON- -SITE PONDS 11[WSAREA 1 = .152 ACRES SUBAREA 1 RUNOFF COEFFICIENT = SUBAREA 2 = .1746 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 111 -OTAL AREA = .3266 ACRES COMPOSITE RUNOFF COEFFICIENT = 49905082&679 OVERLAND FLOW VALUES 1 11 1 1 1 1 1 a 11 1 Ct = .1t5 L = 115 N = .4 -005 CHANNEL FLOW VALUES Z1 = 47 Z2 = .172 N = .016 E: = 0 S = .007 TO = .1'29 COMPUTED VALUES 110 010 = .41 ® DA = .41 RATIONAL FORMULA HYDROLOGY DESIGNER = O.H.C. BASIN 2 1 "LATE = 7/26/93 BOWSTRING CALCULATIONS DESIGNER .= D. H. O. BASIN 2 •rROjECT NAME = R1DGEMONT ESTATES NORTH - 2ND ADD1 T ION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS II t t i n t e n s i t y Odev. V i n Vout Storage (min. ) (sec. ) (in. /hr. ) (c.f . s. ) (cu. Ft.) (cu. f t. ) (cu. ft.) II 5. 0 300 7.18 ......., 208 90 1 1 a 3.0 * 479 2.53 .41 265 1•4 121 II 10.0 600 2.24 279 180 15.0 900 1.77 . 107 270 37 II 2 0.0 1200 1.45 .24 :22 360 _ - 38 Il 25.0 1500 1.21 . 20 120 450 -122 30.0 1300 1.04 . 17 333 540 -207 II 35,0 210 .91 , 15 316 6 -224 40.6 2400 . 82 . 17 ;43 720 11 45.0 2700 . 74 . 12 ;45 810 -465 II 50.0 3000 .68 . 11 351 900 -549 55.0 1100 .64 . 10 361 990 -622 II 60.0 3600 .61 . 10 374 10S0 ' 65.0 3900 .60 . 10 391 1170 -776 1 70,0 4200 .58 .09 412 i 2a0 -840 ll 75.0 4500 .09 422 1;50 - 80.0 4800 .53 .09 429 1440 , -101i I I 85.0 100 .52 .08 442 1530 -1088 90.0 5100 .50 .08 451 1620 -1167 II 95.0 5700 .49 .08 168 1710 -1242 100.0 6000 .48 .08 482 1800 -1712 1M IIIHE Mn ): I MUM STOR(10E IS 121.022740762 CU. FT. -÷ Fn-b 9 u 01.7 . (a f ei . ' Dia = 13C., c.u. FT. air The ti me of concentration • 15 7.909172 mi nutes. The Undeveloped f 1 ow out i 9 3 C . f . E. -* riFE . 7A D 14:.Jcl...t.. im 1 9 i FEN YEAR STORM CALL 1 1 DATE = 7/26/9: RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 3 PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS 11 SUBAREA 1 = .16ff ACRES SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 = .142 ACRES SUBAREA 2 RUNOFF COEFFICIENT = II TOTAL AREA = .307 ACRES COMPOSITE RUNOFF COEFFICEENT = .553:094462541 OVERLAND FLOW VALUES 41 L = 18 41 N = .016 S = .02S CHANNEL FLOW VALUES 41 L = 110 71 = 40 41 Z2 = .172 N = .016 B = 0 S = .01 111 TD = .134 COMPUTED VALUES II DUR = 5.00 110 = 7&12 010 = .54 1 OA = .54 DATE = 7/26/93 11 11 11 11 11 11 11 11 11 8OWSTKlN8 CALCULATIONS DESIGNER = D.H.C. BASIN 3 PROJECT NAME = GlUGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = 3TORMWATFR DRAINAGE TO ON-SITE PONDS � t Intensity 8dev^ Vin Vout Storage (min.) (sec.) (in./hr.) (c"f"s.) (cu. f1.) (cu. ft.) <c0. ft.) 5,0 * 300 3.18 \ .54 217 90 10.0 600 2.24 .39 267 180 87 15.0 930 1.77 .30 301 270 31 20.0 1200 1.45 .25 321 360 25"0 1500 1.21 '21 329 450 - 121 7 .0. 0 1800 1.04 .18 336 -204 35^0 2100 .91 .15 340 6_.0 -290 40.0 2400 .62 .14 348 720 45.0 • 2700 .74 .l3. 352 810 - 458 50.0 3000 .68 .12 352 900 -342 55.0 :300 . .64 .11 370 990 -620 60^0 3600 .61 .10 383 1080 -697 65,0 3900 .60 .10 404 1170 70.0 4200 .58 ^10 424 1260 -839 75.0 4500 .56 .09 134 1350 -916 80.0 4800 .53 .09 441 1443 -999 85.0 5100 .52 .()9 455 15:0 -1075 90.0 5)'|o0 .50 .08 467 1620 -115: - 95.0 5700 .49 "08 483 1710 -1227 100.0 6000 .48 .08 497 1800 -1303 MAYIMU� STORAGE [S 127.�b��2G CU. FT, -> }-01.112, - -.1. o��- €_ �5'n�F�\ 1HE ��S9 co�FT. The tim� of concentration is 5 minutes. The tim� oF cnnc�ntration zs 5 winutes. � N� �e Undeveloped flow out is ..3 c.f.s. .+ TN7s | �w ' �� TEN YEAR STORM CALC 1 RATIONAL FORMULA HYDROLOGY "DATE = 4/26/93 DESIGNER = U.H.C. PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION MI DESCRIPTION = STORMWATER DRAINAGE TO ON -SITE PONDS I SUBAREA 1 = .3512 ACRES SUBAREA 2 = .:3069 ACRES 1 TOTAL AREA = .6531 ACRES OVERLAND FLOW VALUES II L _ .1S L 20 N = .016 ii = .025 CHANNEL. FLOW VALUES 4 L = 400 Z1 = _ Z2 = .172 I N = .016 B 0 8 = .051 TD = .135 Ill/ COMPUTED VALUES D0 = S.0 III 110 10 1.18 010 = 1.15 OA - 1.15 II 1 1 1 1 1 1 1 BASIN 4 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT :. .15 COMPOSITE RUNOFF COEFFICIENT = .5502431241 -15 a DATE = 1/26/9=1 PROJECT NAME = R1OGEMONI ESTATES NORTH - 2N0 IIIDESCRIPTiON = STORMWATER DRAINAGE TO ON-SITE PONDS II t t Intensity Odev. Vin Vont Storage (min.) ('mac:.) ' (in. /hr.) (c. f. s.) (cu. ft.) (cu. ft.) (cu.. f t. ) 1 1 1 1 1 1 1 1 1 1 1 THE MAXIMUM STORAGE 1S 329.418595190 CU. FT. PoND 4I- VOLUME e 6° D EPTH 4 = 545 =u.FT. T time of concentration 15 5 minutes. 5.0 *• _100 7.18 1_15 463 90 -- 7 _ 10.0 600 2.24 .81 569 130 3129 15.0 900 1.77 . 64 6=42 270 20.0 1200 1.45 .53 684E 160 124 1500 1.21 . 44 702 450 252 7.0.0 1800 1.04 .38 718 540 176 35.0 2100 .91 .33 726 630 40.0 2400 .82 .30 741 720 45.0700 .74 .27 751 310 50.0 1000 .68 .25 764 900 -136 55.0 3100 .64 728 990 80.0 3600 .61 818 1080 -26. 65.0 I ..'900 . 60 .22 862 1 170 -300 70.0 4200 .58 .21 904 1 260 - -356 75.0 450LI . 56 .20 925 1150 .._425 60.0 4600 .51 .19 941 1440 --499 85.0 5100 .52 .19 970 1530 - -560 90. C' 5400 .50 . 18 996 1620 -624 95.0 - 5700 .49 .18 1029 1710 _..681 gi 100.0 6000 .48 .17 1061 1800 -719 Th2 Undeveloped flow out is . i TEN YEAR STORM CALC BOWSTRING CALCULATIONS DESIGNER = D.H.C. BASIN 4 c.f.5. .- 7-1PE „A„ DRY'Wa-L_ 'NJ Pot-ID 4- 1 4 1 11 11 4 4 4 4 4 4 1 4 11 1 DATE _ :/26/93 PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON -SITE PONDS I SUBAREA 1 = .4174 ACRES ' SUBAREA 2 = . 55 ACRES TOTAL AREA = :9674 ACRES OVERLAND FLOW VALUES Cl = . 1 5 L = 18 N = .016 = .02S CHANNEL FLOW VALUES L = 360 21 - 36 Z2 = .172 N = .016 8 = 0 S = .01 TD = .202 COMPUTED VALUES DUR = 5.00 I10 = 71.1S 010 = 1.46 GA = 1.46 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 5 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 • COMPOSITE RUNOFF COEFFICIENT = .473599=70437 11 1 11 1 1 1 11 1 11 1 III BOWSTRING CALCULATIONS DATE = 7/26/97 DESIGNER = D.H.C. BASIN 5 ii PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON --SITE PONDS t t. Intensity Odev. Vin Vuut. Storage (min.) (sec.) (i n. ihr (c. f.s.) (cu. ft.) (cu. ft.) (cu. ft.) 5.0 4 300 3.18 1.46 526 90 176 10.0 600 2.21 1.03 720 160 510 15.0 900 1.77 . 81 213 270 51 20.0 1200 1.45 .66 365 -60 505 25.0 1500 1.21 1 . 55 339 150 138 30.0 1300 1.04 .43 906 540 366 35.0 2100 .91 .42 918 630 2 40.0 2100 .62 .:E3 940 720 22tl 27 . 45.0 00 .74 .74 9 50 810 140 50.0 7.000 .62 .31 966 900 66 55.0 300 .64 .29 998 990 8 60.0 3600 .61 .23 1035 1030 -45 65.0 7900 .60 .27 1 091 1170 -79 70.0 4200 .58 .27 1143 1260 - -117 75.0 4500 .56 1 170 1350 -180 30.0 4300 .5. .24 1190 1440 250 85.0 5100 .5 .24 1227 1530 -303 90.0 •5400 .50 .23 1260 1620 -36.0 95.0 5710 .49 .22 1303 1710 - -107 100.0 6000 .43 .22 1342 la up -153 I THE MAXIMUM STORAGE IS 5425650864 CU. FT. ) poiib 5 J Luma - c.. ri S" I-EPT 54 -.5 au FT 4 The time of concentration is 5 minutes. Ill The Undeveloped Flow out is c.f.s. -_ rift "A Dc- ywei -L u-J'1'500g TEN YEAR STORM CALL a RATIONAL FORMULA HYDROLOGY DATE = 7/26/93 DESIGNER = D.H.C. BASIN 6 II PROJECT NAME = RIDGEMONT ESTATES NORTH — 2N0 ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON —SITE PONDS II SUBAREA 1 = .3426 ACRES SUBAREA 1 RUNOFF COEFFICIENT = SUBAREA 2 = .8137 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 11 TOTAL AREA = 1.1565 ACRES COMPOSITE RUNOFF COEFFICIENT = .372:0869001: OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1I 1 1 1 C c. = .15 L = 2=0 N = .4 Ei = .021 CHANNEL FLOW VALUES III = 190 L1 = 36 2- _ .172 N = .016 11 = CI .003 TD = .1o4 COMPUTED 'VALUES DIJR = 9.11 I10 = 2.37 010 ._ 1.02 OA = 1.02 1 II 13OWSTRING CALCULATIONS DATE = 7/26/93 DESIGNER - D.H.C. BASIN 6 "PROJECT NAME = P1DGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON -SITE PONDS II t t Intensity Odev. Vin Vout Stcr ge (min.) (sec.) (in. /hr.) (c.f.s.) (cu. ft.) (cu. ft.) (cu. ft.) 5. 0 300 3.18 1.37 550 300 250 9.1 546 i . 37 1.02 747 546 II 1 10.0 60 24 .96 7:58 158 601(1 ill 15.0 900 1.77 .76 828 90ii - -72 20.0 1200 1.45. .62 265 12110 -33Z III 25.0 1500 1.21 . 878 1500 -622 30.0 1 200 1.04 .45 889 1800 -911 II 35.0 2100 .91 .39 896 2100 -1204 II 40.0 2400 .82 .35 913 2100 - -1487 45.0 2700 .74 .3 2700 -1781 II 50.0 7000 .68 .29 3000 -- 2067 55.0 . -300 .64 .28 961 3300 -2339 li 60.0 3600 .61 . 26 994 3600 -2606 li 65.0 3900 60 .26 1047 3900 70.0 4.2t -10 58 5 1095 = },.;1 0 - 3105 l i 75.0 4500 456 .24 1720 45 10 _1380 80.0 4800 .53 1138 4200 - -3662 11 05.0 5100 .52 . 2, 1 172 5100 -3928 II 9 1 i 1 5 400 5 C1 120:= 5[' til -4 1.97 • 95.0 5700 . 49 . 21 12.1 5100 -4 =1Sa I 1 00.0 6000 .48 .21 1270 6000 -4722 THE MAXIMUM STORAGE IS 250.429857 CLI. FT. -; Pm -5ti G uoL` e- 6" UL,-l�l lil ' = s c,,G cv , FT, +: fhe time of concentration ins 9.1075F4 riinut s. The Undeveloped flow out is 1 ii 1 - EN YEAR STORM CALC "T-9. _y TNPE )i W:y..JcL.L• tr..) Polio tp 1 ilATE = 4 %26/93 1 1 1 1 1 1 1 1 1 4 4 4 4 1 PROJECT NAME = RIDGEI`IONT ESTATES NORTH - 2ND ADDITION, DESCRIPTION = STOFiMWATER DRAINAGE TO OFF -SITE. SUBAREA 1 =, .0622 ACRES SUBAREA 2 _ .027 ACRES II TOTAL AREA = .1492 ACRES OVERLAND FLOW VALUES C t = .15 N = .4 S = .000 CHANNEL FLOW VALUES L = 100 Z1 = 40 Z2 = .172 N = .016 B = 0 S = .01 TD = .091 RATICINAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 1A SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .462667560322 COMPUTED VALUES DLJR = 5.00 110 = 3.18 ��cK - - Z °F 010 = ( T— 1 S QA = To EXIST7tiIG , . poND D TJ , ADLIT1or1 1 .._._ P41DGeMOrIT ESTATES No' 4— 4- or.J.'� — GF I . SEE EX PLitnJATtor-) uNDe= °E%I577tJG F 11 s DATE __- 4/26/93 me PROJECT NAME = RIDGEMONT ESTATES NORTH -- 2ND ADDITION DESCRIPTION = STORMlr1ATER DRAINAGE TO OFF -S.1TE SLJBAREA 1 = .0363 ACRES MI[SUBAREA 2 = .1219 ACRES TOTAL AREA = .1582 ACRES OVERLAND FLOW VALUES 1 1 41 7 4 1 4 1 1 1 1 1 1 1 Ct = .15 L = 115 N = .4 S = .005 CHANNEL FLOW VALUES L = 85 21 = 40 Z2 n_ .172 N = .016 F.3 = 0 9 = .014 TD = .073 RATIONAL FORNULA HYDROLOGY DESIGNER = D.H.C. BASIN 2A SUBAREA 1 RUNOFF COEFFICIENT = . a ' SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .322092288247 COMPUTED VALUES DUR = 8.50 I10 = 2.46 010 = .. 1 OA = .17 > ID EXIST, h1 G 11 OS rot-ID C L0T_ 1 gt_cc of g ESTATES hJO 4 - S TN ADD rOP4) See EX pL■NATI o utdi> t "EX ISTKI6 Po ubS OFF51"i� 1 SUBAREA 1 = .012 ACRES I' TOTAL AREA = .012 ACRES II OVERLAND FLOW VALUES 1 1 11 11 1 1 1 1 1 1 1 RATIONAL FORMULA HYDROLOGY DATE = 7/26/93 DESIGNER = D.H.C. PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION III DESCRIPT1ON = STORMWATER DRAINAGE TO OFF -SITE Ct = .15 L = 18 N = .016 9 = .028 I CHANNEL FLOW VALUES = 21 Z1 = Z2 = .172 N = .016 I COMPUTED VALUES DUR = 5.00 I10 = 3.18 010 =. .03. , c o 00/ OA = .03 -* Dw ,3S oPFS BASIN 2B SUBAREA 1 RUNOFF LOEF FICIENT = . COMPOSITE RUNOFF COEFFICIENT = 1 1 J DATE = 7/26/93 DESIGNER = D.H.C. PROJECT NAME = R1DGEMONT ESTATES NORTH — 2ND ADDITION I DESCRIPTION = STOIRMWATER DRAINAGE TO OFF - -SITE SUBAREA 1 = .016 ACRES "SUBAREA 2 = .167 ACRES TOTAL AREA = .183 ACRES 11 OVERLAND FLOW VALUES 1 Ct = .15 L = 140 N = .4 "'CHA NNEL = .047 C FLOW VALUES 1 1 1 1 1 1 1 1 4 1 L. = 0 TD = 0 RATIONAL_ FORMULA HYDROLOGY COMPUTED VALUES DIJR = 5.00 110 = 7.18 010 = .1: --3 p, sj JS OFF°nc To ouinlll CA = 0.00 BASIN _ A SUBAREA 1 RUNOFF COEFFICIENT =_ .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMFOSITE RUNOFF COEFFICIENT = .215573770492 11 II DATE = 7/26/97 DESIGNER = P.H.C. PROJECT NAME =TRIDGEMONT ESTATES NORTH — 2ND ADDITION "'DESCRIPTION = STORMWATER DRAINAGE TO OFF—SITE SUBAREA 1= .04:2 ACRES "SUBAREA 2 = .097 ACRES TOTAL AREA = .1402 ACRES NI OVERLAND FLOW VALUES "CHANNEL FLOW VALUES 11 _ COMPUTED VALUES DUR '= 5.00 II 110 = 3.18 010 = '.17 OA = .17 Ct = .15 L = 12 N = .016 = .029 L = 95 ZI = :6 Z2 = .172 N = .016 B = 0 = .01 TD = .09 RATIONAL FORMULA HYDROLOGY BASIN 5A SUBAREA 1 RUNOFF LUEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = COMPOSITE RUNOFF COEFFICIENT = .181098430311 --> D r4; I k) or-rst - re) ONST yo e. 7 - - c Lubbt s PAopoSsnTh PLAT OF RIbGCMCT EE7ATeS MO — 4E A bin 0 r`-i 1 1 4 _ .g1D.Gcmokrc_Cs _ _ fif.t5IN _Q L� = 2-. BO CPS TP _1.0_4-E CU g.-1S___01'.14st_G_,. �. 1 .--DL-0 Pot r1/4.1r, FiG . 11 ' id t DEL-Ikeli : _ _ -. 3 cfr. i L_F _ . _ e q 2_, a cr3, -,-- 9.3 F c_o 10 NAPC_c_u&S 1:) STA _2-3.7P SC? TD_ t 6 , I t-rci 1 .1 E o_.V.C..,...C4 ::Z) s F. hic.. 7P kin _ __ _____ _ _ _ _ ___ _ _ . ______ _. irou-?_FT, .. eic_2-?-÷ .-8 ____. 2-0 - . 1 . Ave Li E • F . 0 12-9 1 0,5 _., 1-1/4/L. 0.2-58 Oh_ .= 0.14 02_ q °.41 cS 5 _ 1/2-nDc CuA_t PP.oP 2 - 1 * 91, a To.. rn c_x_Jgg cow PT; _STA:. 2-3 4 : _ 2-0 .AuL..).JuE_ FIG. ri tG H?P,r1&3 _ _ FAL= 0.134 = 0. GurDe H = /t_= o. te c; 0, 54 c-Ps L- = 3. Ca r . _PG— I po,up . _ _ _ :,_co h.)s e 7- WIDE cog B bgop e sTA . 23+6'1. E To Z3 ÷, 8 Ail 3 OF 1 1 : _Q = IL 1 c_fs_ to 1 0 t-F oPe Pgr-W 4 1 1 CF CQg- OPDJL4G corkaniusa-15Ggat2E, sTA JtL4 To 1 t s lAvE .1 F:r a = I 11 _ g /- _ • Jo (a 2.5 = 0. 55 I . - _____ ____ oirio _ => 1 1 clis,,3_,.:.:.,..Lg._..._,Ti2_v_5.-__it.I.c.4..,L9.gt_li‘__gLp_GoLto,:_lt ESTATE 1.J0?_ — ._ ___ __ __.. _ _.________________c+2. SP g-tri trviireg.-.._>P,A1 t•itt G c_nAts.A._._____._.________________ t afs m 5 I-F Cug-1; OPW/MG it Po&ID 5 Low poi kyr; sTA . 2-3 + 54 _1.4 o _S77W. FIG j d 6u1DEL4Ada - s" • 0,5 H /kr 0,4 = co, c 7L-F 1,46 ces, L= , Et au_ga__Pg-PP e_anci 4_2-3±, 5r 7 pg.+. CAPP° Illa O C.-v?-15 Q PC)Jfr& to Lt.T.5.. t-ro e 1..) ED .._ 1 4 -_-_____,______ 6 1:\q!N- Gj-------q 0 _r7-_ 1 02._c _r_o__5_1-F___clARS_oes.vii n..ko_Tc? _ P.0/-0 _G . . _ __ g L-0 vu Po 1 /NIT . $ TA a 2.21-3_8_8 r _ RENZ._D_RIN/ E.. _. _ 111 . U_,____ H fli ----- 0,37 Q/1-_ 1 1 4 1 = 1.02 cf'5, 4-,o8 • A co NI s FT-WIDE' tuAL5 D gr) P s - Ft 0 1- 43 g.T gen) Z-- Rt ye 4 4 1 iJ • • I eft --c __VEycraced__Oavc__.Stckm:bL4:rf:soc-e becri\ _IFic._rox_itp„..,,,,,._.sitT-P,TICAL-..S-141c_k? - C_C-clOCin -I LE_ .Ai;C__ EAT-et _ _o t-l_riac_F Inc- !..".1!).G.... • • . . . L) _21 LAT DES R7 M._ 5; rat —3 0 At‘.1.1 Teo t_is _Fe; W gyilk - OM LA/ = _ SS D_ _ bier .020) 2. _ A S . .s . . „ , A 6ss 11) 39 39 ..\). c . I s O L .. i ___________..._pi_v_ce_zio,____ ........ _Er__.en_.:______.,,,v,._?•__.?,P...0_.E.r. _..G ichpc7,..a..." ,./ 0 2a a 0.. 5 c0 .7.0 .. . . ... • 1 . • _L- = A Cscb) - • . , c.12-') (29 . I, „ - '7 7 CI ( 2.43° ) L - . 11 . • . . tT JIC = fr, 5•Rp:`,.7Q . A C ssr)) 5 8 (i 19 5 --Ft _ 5 . 32-9 s cow(' camider Ger awn:. 26 1 11 1 1 1 1 (Joins sheet 67) i ' i'• ' t.... fri k . _,,,,,,,.,„,,....„ .„....:„.: .i„,:•, .. ,,.:Ii*1."-Ac.111,-;; ie'ri •.• S! i •••.;:m.,,. -1. itl' - :to • 4 •ss " • - • vx) a 4 .;4 ••,•tr ••••••n• • redArt , t . i ,„,.A.,..„.."-",,,, . .._ .• 'r i {tii'.ieli ): 0 .1.. ;•!! :E:• r: Y (John sheet 85) SPOKANE COUNTY, WASHINGTON — !IHEET NUMB! • Pr 't^ R.44 E. R 45 E I •, 'Lis! 1 :1 . • • ‘. : • '.• 'Rat 1 \1 . - I IL - 1 i'' 0- ' '• . 417J ... arc; !ii --•:, r -1—.1--Litz.- - - ---LI. :• 1.1- coif t ,.• :: I ... • , .. i i it ; c Chq IN , N • , ',', , .,:• ea - t ..I i nfi a PO% 31 h. UhE Bai 74 Map symbol DsC DsD DvD EkB EIC EID Em Fa 8 Fa 03 FaC3' Fm GgA GgB Soil name Dragoon stony silt loon, 0 to 30 percent slopes. Dragoon stony silt loath, 30 to 55 per- cent slopes. Dragoon very rocky complex, 20 to 55 percent slufxts. Eloika silt loan, 0 to 20 percent slopes. • Eloiku very stony silt loath, 0 to 30 per- slope. L•'luika vary stony silt loam, 30 to 55 percent slopes. Emdent silt loans. Freeman silt loam, 5 to 20 percent slopes. Freem silt loam, 5 to 20 percent slope severely eroded. Freeman silt loam, 20 to 30 percent slopes, severely eroded. Fresh water marsh. GaC3 Garfield silty clay loam, 0 to 30 percent slopes, severely eroded. Garrison gravelly loam, 0 to 5 percent slopes. Garrison gravelly loam, 5 to 20 percent slopes. GmB Garrison very gravelly loan], 0 to 8 percent slopes. G,8 Garrison very stony loam, 0 to 20 percent slopes. .. GpA Glenruse silt loam, 0 to 5 percent slopes. GpB Glenrose silt loam, 5 to 20 percent slopes. GpC Glearose silt loam, 2U to 30 percent slopes. GpD Glenrose silt loath, 30 to 55 percent slopes. SOIL SURVEY Description of suil and site Similar to Dragoon silt loan, 0 to 30 percent slopes, except that Use surface layer is stony. Dragoon part similar to Dragoon silt loam, 0 to 30 percent slopes, except that depth to bed- rock rages from 10 to 20 inches. Rock out- crop included in this complex. Ittediu In -hex lured, well- drained soil formed from glacial till containing a large amount of vol- canic ash in the surface tayer;u derlain by gravel at depth of 30 to 60 in CLes; occupies undulating, umrainelike topography. Similar to Eloik'a silt !maul, 0 to 20 percent slopes, except that they are very stony throughout. ill odium- textured, somewhat poorly drained, alkaline soil (urged in alluvium fruits culear- euns silt, voleal,ie nail, and diatomite; depth to water table fluctuates Gun near the surface to about 6 feet. Very deep, Moderately well drained upland soils with Iticllhl1 n-tex to red surfacu layer and medi- um or Moderately fine textured subsoil; formed from silt ott rolling to hilly uplands. Shallow, swampy, intermittent ponds and fringes aruttitd lakes that have a fluctuating water table. Engineering data 6 not given, as laud type 6 tau variable. Very deep, well - drained soil developed in loess um ridgetops and knobs of the rulling to hilly uplo in the l':duuau suit urea. Similar to Garrison gravelly loan, except that the sun (ace layer 6 very gravelly. Sit, ilur to Garrison gravelly loam, except that the surface layer 6 very stony. Very deep, medium-textured, well - drained soils funned frum acid igneous glacial till; surface layer iutluenced Ly loess and volcanic ash; on gently rolling to sleep uplands. TABLE G. —Brie) dcscripl uJ suds and tL r l CIzo iheation L'1 Depth from surface ra. 0 to 2 4 24 to 44 44 to 53 53 to 60 U to 26 26 to dl it to GU 0 to 22 22 to 72 0 to S S to 23 23 to 60 Gravelly, medium-textured, somewhat execs- 0 to 15 lively drained suila funned in gravelly glacial 15 to 44 o'twaxh material from a variety of acid, 44 to 60 igucuus parent roe k; on nearly level to mud - erulely sloping lessees; dept, to mixture of sand, gravel, and cuLblestoues ranges from 2j-i to 5 fact. 0 to 15 15 to 44 44 to 60 USDA tUxturc 7111 16arn Gravelly loam.-.... Very gravelly sandy luau,. Gravel _.. S:IL loan] .... Very hue sandy. loam. Sandy clay loam_.. Silt loam . --. Silty clay loam.._. Silty clay peen__... Silty clay . : Silty clay loam I Gravelly toms.._ \'cry gravelly luaw. Saud, gravel, and cobblestones. I Very gravelly Io.a n - Very gravelly loam Sand, gravel, and . cobblestones. 0 to 72 - Silt loam 1 viite ' O U y E os emen` 80 82.23' 5 Double Barrel Drywell,Type "B" with Metal Frame & Grate, Type No.3 okone County Standard, Sta.23 +85 of Sonora Street p of Grote 2022.50 See Detail "A" Bottom of Pond Floor Elev. 2022.00 66 See Detail P14t Wog, dV■... J LP O as a "Drainage Easement LOT 4 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION Curb Une Drainage Easement 11 Curb Drop, w' Deep x 10 LF Sta. 23 +50 to 23 +60 LT Sonora St.,, w ooncrete CurlZlnl , Type 1, L =10' ______...---Sf)okane County Standard See Detail "A" ` - S F ' 1. ' " JULY 28, 1993 4oatgl GRAPHIC SCALE (IN FEET) 0 10 20 40 1" = 20' rounded ,v.4 Vimpson Engineers, Inc. GNL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -1322 1 1 1 1 11 1 1 1 1 11 11 1 1 1 1 1 1 1 8 0 .0 0 PLAT 82.23' Cu( One S 5 setbac u ildin9 E 10' Ut""' 80 QD P 5� LOT 5 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION Double Barrel Drywell,Type "3" with Metal Frame & Grate, Type No.3 S.•.ane County Standard, Sta.23 +85 of Sonora Street p of Grote 2022.50 See Detail "A" -4 0 N � G 0 11 Curb Drop, - i" Deep x 10 LF Sta. 23 +50 to 23+60_,L1.--- _ Sonora St., witF .0 creorr to 2e Easement Curb type 1, L =10' d& --S crane County Standard See Detail "A" F. oat 9/ - 3ottom of Pond Floor Elev. 2022 00 See Detail "A A, •11 JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 1" = 2 0' Fanew ,w< Simpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -13 ?? 1 4 11 11 1 11 1 1 0 an � Z 1 1 4 4 q 4 q 4 1 O O n Curb Line —‘ 30' Building Setback - -�_ 85.00' 10' Utility Easement 1 &N-OR A 5 T Bottom of Pond Floor Elev. 2038.00 Floor Area 266 sqft See Detail "A" 17'x25' Drainage Easement 100.00' N33'41'45 "W LOT 1 BLOCK 2 RIDGEMONT ESTATES NORTH 2ND ADDITION 1 4' N 114 I _ I `r 17' 30' JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 — A = 90'00'00" R = 20.00' T = 20.00' L = 31.42' N O N 1n Q1 L + r .-•" 5 -N O Z Q a1 c = CO v In O > 05 E c ▪ j 1n N L w .0 a 0) W 6 .0 0od c O NI >. M '5 - Er) v ] N v _a U i O E0cy-J°_ D O U 0 o _ _ O 03 lu- C„ y- v O p 10' 7' 18' Founded 1646 1 = 20' N S su as Simpson Engineers, .Inc. CIVIL ENGINEERS k LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -1322 ort qD are 0 O N 1 1 0 Ln Sr c m C 0 C. O 0 w Q CI_ N N a y 0 O E 17-1`1 Q 0 a 0 0 0 0 CO C. Lcn = 90'00'00" R = 20.00' T = 20.00' L = 31.42' 10' 0 0 o 0 0 0 30' 1 27' s n w 0 0 co 0 L 100.00' N 56'18' 15 "E 1 30' Building Setback � 17 Drainage Easement 10' Utility Easement 80.00' n Curb Line Curb Drop, 6" Deep x 5 LF Sta. ER 23 +67.8 to 23 +72.8 LT 20th Avenue, with Concrete 20th Curb Inlet, Type 1, L =5' AVE. Spokane County Sta _ See Detail '"A I.L,so t039.€3 Single Barrel Drywell,Type "A" with Metal Frame & Grate, Type No.3 Spokane County Standard, St 35'Lt of Cr_ 20th Avenue Top of Grate 2039.00 See Detail "A" LOT 1 BLOCK 3 RIDGEMONT ESTATES NORTH 2ND ADDITION JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 II 1 I IdYWI I i 1 111141 1" = 20' cuneml 11040 Vimpson Engineers, Inc. CIVIL ENGINEERS k LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PM •926-1322 111 11 1111 4 111 1 73 a (f) = 90'0000" R .= 20.00' T 20.00' 0 L = 31.42' 0 of %11 (f) --A LOT 2 BLOCK 4 RIDGEMONT ESTATES NORTH 2ND ADDITION Single Barrel Drywell,Type "A" with Metal Frame & Grate, Type No.3 Spokane Cou Standard Sta. 1+10, 0Lt of Top of Grat 121.50 See Detail " Curb Drop. Dejdo x 10 LE' Sta. 1+24 t9..-1134 RT with Concrete Ct b Type 1, L=10' pokane County Standard See Detail "A" F.L . 2oz2 .36 JULY 28, 1993 r 6 Bottom of Pond Floor Elev. 2021.00 Floor Area 676 sqft See Detail "A" GRAPHIC SCALE (IN FEET) 0 10 20 40 1" = 20' F4J I4 (§impson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N 909 ARGONNE ROAD SPOKANE, WA 99212 PH 926-1322 ii• •I I I II gi Single Barr c Sonora Street op of Grate 2022.50 See Detail "A" E6 Y/SE. 11 Curb Drop, a Oee Sta. 23+52.4o +57 RT LAS nera'St., with Concrete Curb Inlet, Type 1, L =5' Spokane County Standard See Detail "A" rt.s•a»19 cot one ell,Type "Atk M e game & Grate No.3 okone C andard, Sta.23 +70 PLAT • LOT 1 BLOCK 5 RIDGEMONT ESTATES NORTH 2ND Bottom of Pond Floor Elev. 2022.00 Floor Area 676 sqft See Detail 5 2: ADDITION 28'x34' Drainage Easement JULY 28, 1993 = 90'0,i'00" R = 20.00` T = 20.00'` L = 31.42 RI GRAPHIC SCALE (IN FEET) 0 10 20 40 1 11 III 1. I: 11011 1 IIYIII; 111 • liu 1" = 20' r o.aa.a icw impson Engineers, Inc. a'a ENGINEERS if LANG SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PM 926 -1322 SO Double Barrel Drywell,TT pe%': wit Metal Frame dIe, Type No.3 S._• ounty Standard, Sta.21+30 f Sonora Street of Grate 2024.50 Detail "A" PLAT' 5 Bottom of Pond Floor Elev. 2024.00 Floor Area 438 sqft See Detail "A" LOT 1 BLOCK 6 RIDGEMONT ESTATES NORTH 2ND ADDITION n 90 R = 20.00' T = 0.00' L = 1.42' 1 Curb Drop, D Sta. R 0i 8 to 0- Ren rive, with Curb Islet. Type Spoken County See De ail "A" ,.a.2os5. 23'x27' Dr inage Eoseme tY zl JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 W 20 40 1" = 20' fuw,Wi 146 \cr■ 1 eep x 5 F Rem.: 43 T Con 1 •rote 1, L 5' Ston ord 05' impson Engineers, Inc. CAL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PR 926 -1322 11 11 1 11 1 1 1 1 1 q 1 POND ENTRY POND ENTRY "ASPHALT EDGE OF PAV'T. OR BACK OF CURB "208" POND : SECTION DETAIL NOT TO SCALE rr 0 0 J ❑ z 0 D VARIES DRYWELL GRATE CD U 0 ca • 0 U a o- w 0 w : SLOpe CONCRETE CURB INLET, TYPE 1 SPOKANE CO. STD. PLAN VIEW: VARIES, S MIN. 4- PORTLAND 1 CEMENT CONCRETE DRYWELL 1 h 3 H "L " =2' MINIMUM OR AS SPECIFIED ON PLANS DETAIL AR re 0 0 0 J 4 ❑ z 0 a RIDGEMONT FSTATES NORTH — 2N2 ADDITION BACK AND SIDES OF '208' POND TO BE HIGHER THAN PAVEMENT SIDE MIN. UNE POND WITH GRASS SOD A:Y st oPE '208' POND FLOOR SLOPE SOD TO TOP OF ORYWELL OR MASTIC ANY EXPOSED JOINTS ro.nya ,P4 Vimpson Engineers, Inc. GV,L ENCiNEERS k LAND SURVEYORS N.909 ARGONNE ROAD SPOAANI, AA 99212 Pn 925 -1372 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STORMWATER DRAINAGE REPORT for Ridgemont Estates North - 2nd Addition A 14 -Lot subdivision located in the NW 114 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 for Tupper and Associates, Inc. May 5, 1993 Revised: August 30, 1993 Report Prepared By: Simpson Engineers, Inc. North 909 Argonne Road Spokane, WA 99212 ** TABLE OF CONTENTS ** Summary Table No. 1: On -Site Drainage Basins Summary Table No, 2: Basins Draining to Off -Site "208" Pond Volume Calculations Existing Ponds - Off-Site- (followed by 4 pages of information submitted in 1992 for Ridgemont Estates No 4 - 4th & 5th Additions) Rational Formula Hydrology & Bowstring Calculations 1. For 6 on -site drainage basins 2. For 5 basins draining to off -site Capacities of Curb Opening Inlets S.C.S. Soils Map and Descriptions "208" Individual Lot Plans 1 EXPIRES 7n7' g 3 K os. A vvaek Ca n ! 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 Basin Name: IA 2A Tm Area 5 510 6020 . Pervious 2,790 5,310 1 Impervious Area 2,740 1,610 llouses/D'ways 0/1 0 Area 1.000 0 Asphalt Streets 1,740 1,610 . "208" Volume 73 67 Ex'g.IFuture L -1, B-2 L -1, B-3 Pend Location R i14 - 4th R.E.l14 - 5th STORMWATER DRAINAGE PLAN for Ridgemont Estates North - 2nd Addition A 14-Lot subdivision located in the NW 1/4 of Section 25, T.25 N, R.44 Veradale, Washington 99037 for Tupper and Associates, Inc. April 19, 1993 Revised: August 30, 1993 SUMMARY TABLE NO 1: ON - SITE DRAINAGE BASINS Basin Name: 1 2 3 4 Total Area 77,586 14,215 13,350 32,670 Pervious 41,956 7,605 6,180 17,370 i Impervious Area 35,630 6,610 7,170 15,300 Houses/D'ways 7/6 U1 1/1 2/2 Area 20,000 3,000 3,000 6,000 Asphalt Streets 15,630 3,610 4,170 9,300 "208" Volume 652 150 174 388 Pond Flour Area 1,170 266 294 676 Pond Penmeler 142 66 70 104 Pond Vol. (iii 6" 656 166 182 390 Pond Name 1 2 3 4 Pond Location L-4 +5, 81 L -1, B -2 L -1, 8 -3 1.-2, B4 NOTE: Basins 1, 5 and 6 include land area outside of Ridgemont Estates North - 2nd Addition that drains into those basins from the south and east. SUMMARY TABLE NO.2: BASINS DRAINING TO OFF -SITE data is for pardon of basin within Ridgemont Estates North - 2nd Addition 213 500 0 500 U U 500 21 future plat to north 1 5 E 6 Units . 42,140 50,375 soil. 23,960 35,445 soft. 18,180 14,930 soil. 3/3 3/3 9,000 9,000 9,180 5,930 sq-l. 383 247 cu ft 676 438 soil 104 82 lin.ft. 390 260 cull. 5 6 L-1, B -5 L -1, B-6 3A 1 _ 5A Units 1 7 960 6 tan cn ft 7,280 4,220 sq.l 680 1,880 soft. 0 U U 0 so.l. 680 '1,880 so.fL 29 - 78 cu.ft. future plat future R.E. to north North - 4th NOTE. Existing ponds are adequate for drainage from Basins lA and 2A, as detailed on the following pages. Drainage from Basins 28, 3A and 5A will be incorporated in future plats. POND 1: H-2° feet 1 6" = 0.5 ft. Pond Floor Area, A = 26 x 45 = 1,170 sq. ft_ Pond Floor Perimeter, P = 142 LF Volume at 8" depth = 0.67A + 0.89P = 0.67(1,170) + 0.89 (142) = 784 + 126 =910 cu. ft. POND 2: Volume at 6' depth = 0.5 A + 0.5 P = 0.5 (266) + 0.5 (66) = 133 + 33 = 166 cu. ft. Volume at 8" depth = 0.67A + 0.89P = 0.67(266) + 0.89(66) = 178 + 58 = 236 cu. ft. "208" POND VOLUME CALCULATIONS 1N GENERAL, for any drainage pond with 4:1 side slopes on all sides, the pond volume can be calculated with two components: the volume directly above the floor area plus the volume above the side slopes. Volume is calculated at 6' depth for "208" treatment and at 8" depth for storage, as follows: At 6" depth: Pond Volume = (0.5 fl. depth x pond floor arra) + (1 /2 x 0.5 x 2.0 x pond floor perimeter) = 0.5A +0.5P At 8" depth: Pond Volume = (0.6711. depth x pond floor area) + (1/2 x 0.67 x 2.68 x pond floor perimeter) = 0.67A -1- 0.89P 8 " =0.67a k _ 2.68 feet Po nd Floor ************* ***** s***** sss***** ss*** s* sNS S** s *s**** **s* *s***s* * *** **s ****** ** Volume at 6" depth = 0.5 A + 0.5 P z ror.hD =0.5 (1,170) +0.5 (142) = 585 +71 = 656 cu. ft. Pond Floor Area, A = (14 x 8) + 1/4 x(14 = 112 + 154 = 266 sq. R. Pond Floor Perimeter, P = 66 LF 4 1 Ch ? 6 1 1 1 1 1 1- 1- 1_ 1- 1 POND 3: POND 4: POND 5: Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (676) +115 (104) = 338 + 52 = 390 cu. 0. "208" POND VOLUME CALCULATIONS - CONTINUED Pond Floor Arca, A - (14 .c 10) + 1!4x(14 = 140 + 154 = 294 sq. ft. Pond Floor Perimeter, P = 70 LP Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (294) +115 (70) = 147 +35 ' =182cu.ft. Volume at 8" depth = 0.67A+ 0.89P = 0.67(294) + 0.89(70) = 197 + 62 =259cu. (1. Volume at 8" depth = 0.67A + 0.89P = 0.67(676) + 0.89(104) = 453+ 92 = 545 cu. [t. Pond Floor Area, A— 26 x 26 = 676 sq. 11. Pond Floor Perimeter, P = 104 LF Volume at 8" depth = 0.67A + 0.89P = 0.67 (676) + 0,89(104) = 453 +92 = 545 cu. 1t. Pond Floor Area, A = 26 x 26 = 676 sq. 1L Z G Pond Floor Perimeter, P= 104 LF 4 Foi.t D Volume at 6" depth = 0.5 A + 0 5 P 4 = 0.5 (676) + 0.5 (104) ci FL nog:. --- = 338 +52 l r = 390 cu 0. ( por.tp FLfiC' zc POND 6: "208" POND VOLUME CALCULATIONS - CONTINUED Pond Floor Area, A= (10x20) +(14x6) +I /4x(14 = 200 +84 +154 = 438sq.ft. Pond Floor Perimeter, P = 82 LF OVolutne at 6" depth = 0.5 A + 0.5 P = 0.5 (438) + 0.5 (82) = 219 + 41 = 260 cu. R. Volume at 8" depth = 0.67A + 0.89P = 0.67(438) + 0.89(82) = 293 + 73 = 366 cu. 11. EXISTING PONDS - OFFSITE ***swat ♦wtwtwwwwwkw }sFiw trsw sr wssrrssYw wt i**Mwwwwwwwkwwwwwrwwwwwwwwwtw Basin lA drains to the exising "208" pond in Lot 1, Block 2 of Ridgemont Estates No. 4 - 4th Addition, ("Pond D ") at the southeast corner of 20th Avenue and Timberlane Drive. This pond was sized to iglu- drainage from an area which included the south side of 20th Avenue from Tamberlane to Sonora Street, on the assumption 20th Avenue would slope downward toward the west in this section. As it turns out, a high point is being created in 20th Avenue at Station 22 +31.57, roughly halfway between the plat line and the centerline of Sonora. Original "Paved Area" of "Basin D" of Ridgemont Estates No. 4 - 4th Addition, including. south half of 20th Avenue to Sonora Street within Ridgemont Estates North - 2nd Addition that was originally included in sizing "Pond D" = 6,820 sq. ft. (see Muscly :it! data for R.E. No. 4 - 4th Addition, dated March 6, 1992) Actual paved area draining to "Pond D ": From Original "Basin D" of Ridgemont Estates No. 4 - 4th Addition = 3,310 sq. ft. of asphalt Front street and one driveway in Ridgemont Estates North - 2nd Addition = 2,740 sq. ft. TOTAL = 6,050 sq. ft. Conclusion: Since the area of asphalt pavement draining to existing "Pond D" is less now than it was originally designed for, the existing pond has sufficient capacity for drainage Basin IA of Ridgemont Estates North - 2nd Addition. • Basin 2A drains to the existing '208" pond in Lot 1, Block 3 of Ridgemont Estates No. 4 - 5th Addition, at the northeast comer of 20th Avenue and Tamberlane Drive. This pond was sized to take drainage from an area ( "Basin F ") on the east side of Tamberlane Drive north of 20111 Avenue, including a paved temporary cul-de -sac. The cul-de -sac is no longer a part of this drainage area, since a drainage pond was designed on the cast side of Tamberlane immediately north of du: Ridgemont Estates No. 4 - 5th Addition plat line (see Ridgemont Estates North - 1st Addition). The portion of Ridgemont Estates North - 2nd Addition that drains into this pond is the north half of 20th Avenue from the high point at Station 22 +31.57 to the west, which is a smaller area than the cul-de -sac was. Area of east part of cul-de - = 4,680 sq. ft. (see attached data for "Basin F ", submitted June 3, 1992) Area of 20th Avenue from High point to plat line = 1,610 sq. ft. Conclusion: Since the area of pavement that is being added to the existing pond is less than the area of pavement that is no longer draining to the pond, the net effect is that the existing pond has sufficient capacity to accept the drainage from Basin 2A of Ridgemont Estates North - 2nd Addition. i _ on no in In ims TvrE A =: w -D 23' L.v. t Z5 RT r r.) o • 4 — . X 50 E FUTURE TIHBFRLAIJE Dq. .< / FUND "D F a. �\ oo I( Ac FT. F2.-"R ELL v.= 95- 3:1 SIDC SLDPts ( : O2.,.t l . T••S7..• RT. 1.7 ( 7',7 AV .,...9 Z j\_ <s 11 7 / 6-, Asr ' 7 r CoNt1 RUGT 4 LP CURS Car; 6 DCLP STA. 15.15, SoTn Li. A•D RT. POND "C" FLCU! A.L.. 813 •,3 Fz.•R L4CV.. S5 f 9 1 DIDC SIDPLS STA 19 • 6D To 19• ��T.• AJLj 25 • Tn 65 RT. s ■TE. or FIJI LIRE DRAINAGE f`AG TICS . • 4 Fv'l f. s&S I,J H BASIN - TOTAL Att 54. FT. PAVED APIA St- F7. • gcoFS + llwAY C J,orc t I,00 0 SC• PElL LOT 1µp FT. I I CrASS /L NDSC P. A P�VT. 7 /7 = "208" STDPAGE g , u, FT. POND \/ OL.t/WE cu. F-T yryW:L (, C F - IIJ • • 14o,550 134,i90 Z°, q00 I6,O7-O i 17,072. 22,500 18, orn I 2 °, r7O 35,572 100,978 '11I.a, 15 2 S'. INIII 11•• 1 0'70 I6, 720 1,;500 7, or L 12, 22.0 I i Io4,12O 1'7, 180 A98.8 446.7 c.'52 448 C /IiD U iJC -UDC Or F`.11 ' G ' 1tac1 IbES Crr-PS- vovir,-- (7:4) 'G' "H WILL td...-!!!J Tr 1 -c ) f,t cA CA tU A%1] Aar- rl,vr' -r use, t„F1E1J 1, 5o0 V or L -.1 8,32b (3, "100 334 1 A" t i 1(6,550 2.4/ y o 40 380 IOQ • 3 MN 141,-,4 9 157, 91 I i I I 17_ I 2 ?,000 I 8 LETS e. ze:y2 I 39,420 I , • • QrJCuJ A.. Iw_LUL C.F,aett c ✓CZ. Ht -,. PLGc7 -on c ■•n,4 — -t. Q f.,• 3 F II.Y.LUbL= CHI VC. UCC r l=t 1 F. •5G( lir/!T C5,7 rt T L: , 110.4 — 71ab 1 72,40 2,520 1 , 1 n4.0 ZCkL(r.,Lkn.,T 6, coo i i 5 ,0 0O 1 1,.,CE• 4 -i "t Fup-rv ->= rrnn 4r. -Ne. #SS ME dcrrt, 6 51"7.5 232.5 570 I 928 G c4 Fi; ;lint..) AL: b fl 1 OI-_I . • ✓f C b.f Fr:nl l: ;r. U� o'er'• .V( JUL :12/.".-•• E KG:G,4cIrr E�rC t Kr), 4 - • 7_.'L! /.bbrnNJ Ord 1 = dT4'C �ry IL I i.. rycc IIJ� C -IJiJ L_JC“e' +CST To Cr••1T or 71 :, r(nt ?c.r ;.RbS. 2,5 2O u r-ke-rT 4S 8,cco 15,120 bo / \ F., to F o,, 90 51 =50 curs l 472 43, 7401 r. / (OPEN LMJD) • (F (Fmri_E) ECE NoTESpr.1 PLp1J / f:E1 FtrntI'E Scuccc. 57. (684 1 m wcsi of Pu.T Z. I s,1 7_0 ii (FU7us.E) • Z C30 cla T --c Construct & Curb Cut l'deep<! 51 to$ left and r i5ht 3 • • N \ II o s 9rass v s\dered 11- rune fF 'and Sited r of fv#ure. M13tetie.l --... 1• 3. 44' . r L- • II' I?k.1D Ftao t\ 1 WSrDE 1 "' reoP.uNES i 1 lo" PVC vIPt IIETNEEN [Mx.a 3o LC" t' -3.O rt. 36 is ( ea rt 31! o.nCrA 1 C -Able. Barrel e.ta1 Frame i G 17 "a.11415 , 32 le I Top Crate, 33 \Pond Bottom 3 Two - Double Barrel Drywclls Type Frame_ F.am ee Grate ' Spokane Goan b Standard Ti..iberlane 5ta• 19.53, 2131--T. Timber lane Sta. 13.25, 2b L . Top GratcEl•v. 4i Pond Floor Elev. 42° DE -SAC EASEMENT PACE 671 - reM ro$ARy f cut- - DF - 3AC I R� op G rate El Sin Barrel Orywell T Sla ane. County SM. with Sol id, Lid TI..berlane Sta.. 19.23 Top or Lid elev. 431° 2.° Rt. r • 0 BE MIN. 6A130VE FLOOR Dry r. * OvERFLOw FROt PROP. LI N6 L N N I =50 \ MAINTAIN MIN. 17 FROM NonrH to 5 END DITCH AT 5 w. \ Doable Barr tkr Metal Frame •6\ Spokane Cnunt $tar Sta. 16 tto, 7_4 Top Grate, CIev Fond Bottom, E v rel Drywells,Ty I , F .1A KEA. 'TOTAL 1 E cAKe� DCVGu4 9, 992. — Z-1 S64- = fr 7 =g Fr = 1.031 Acne r .KIDGEMo,JT._ ESTATE. No. 4 ACb1TnON G-? _ - 61,'l92 .F 1.556 A Ci_FS .. FT 2 (STKfirs, At Eck_ Fr. v10US rvClIrTfrL + 4,680 Fr,'" .PAV-T OF ect-•DG-Sr..� I j O G 2 1 - . FT C. .TOTSL coo . I, coo r-i1- _ thcFS+DKIVEwhYs - LoYS. __i( .. for 7 000 FT . AKE -R iMFCU11ou5 = • .. 864 .4- `2000 = i , 864 FT = O. 52E.: Ac =r is . w 1 Si D.E Sc.aPEs Pc,JC vowr -&c c 05 (F[�oti. Age:,' 4- 0 3 2— ( FLOC = 0 A + o �!� p 1 2 r-2z) t (t tcr1)-P (Isi a?..) = 4 _= Zz9 + 272- + 594 = 1,0a3 .P = 128.7 .v = 061073)+ 0 -&i = 54c .s +- 48.3 = 554.8 1 LC :TOkAGE Vowr(E gEQu11ctii = 13 iC = 578 C.4 FT. POND "F" Vot..uME C+ G "peen -t = 554 Cu. FT, :. AiE4u ;1- TYPE t 530 cu. Fr :IN r- Er vIee0 F. VOLUME C 2 Pam( _ r)6 ( 1 ?. _ 17.Z cu.F'r. APEriutcTE C. G rtn'T}'t Cu. FT. 1 RATIONAL FORMULA HYDROLOGY ' DATE = 6/3o/9: DESIGNER = D.H.C.BASIN 1 ' 1='RO,IECT NAME = FtIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMi -G TER DRAINAGE TO ON-SIFE PONDS. REVISED ' SUBAREA 1 = .819 ACRES SUBAREA 2 = .963 ACRES I TOTAL AREA = 1.782 ACRES OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1 1 . 1 1 1 1 Ct = .15 L = _r iV = .016 S = .0'8 CHANNEL. FLOW VALUES L_ = 430 1 Z 1 == 76 Z2 = .172 N. = .016 D = 0 Ei = .039 TD ._ .2 COMPUTED VALUES DUR = 5.00 110 = 3.18 O10 = 2.80 OA = 2.81 SUBAREA 1 RUNOFF COEFFICIENT _ .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .49+696969697 DATE = 2/30/93 BOWSTRING CALCULATIONS DESIGNER = D.H.C. BASIN 1 PROJECT NAME = RIDOEMONT ESTATES NORTH - 2N1) ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS, REVISED Intensity Odev. Vin '.'out. SLorege (sec.) (in./hr.) (c.V.s.) (cu. ft.) (cu. Vt.) ft.) 300 5.0 V :.18 2,80 1127 100 82 10.0 600 2.24 1.97 1188 SOO 736 15.0 900 1.77 1.5G 156 900 -26: 20.0 1200 1.15 1.22 1664 1200 1L.4 25,0 1500 1.21 1.07 1709 1.01 1744 L 800 I I: 30.0 35.0 2100 .71 .20 1766 ' 2100 -131 40.0 2100 .82 .72 1807 2100 -591 15.0 2 700 .71 . 182,8 65 2700 -872 50.0 3000 .68 .60 1960 1000 -1140 .55.0 3:00 .61 cr• ....J6 1719 3300 -133 - 60.0 3600 .61 .54 1991 3600 1609 0 1700 -1801 65. .60 .52 2099 :900 70.0 1200 .5.2 .51 2200 1200 75.0 4:500 .56 .19 2252 4500 • -22-16 80.0 ,:i 800 .47 2290 -251(.. 4E300 85.0 5100 an ...J..- .45 27362 5100 -2738 90.0 5400 .50 .41 2425 -2975 3 2506 95.0 5700 .49 .4 :::: -3191 100.0 6000 .48 .47 2 56 2 6000 -3118 THE MAXIMUM STORAGE IS 826.9:825001 CU. FT. ---) poop 1 VC,L...e..-8 = ,10,C- V The time of concentration is 5 am The Undeveloped flow out is 1 c...f .s. •---> Tim S" Dg•-•/•JE1--1.- lb- Pi ki D 1 TEN YEAR STORM CALC DATE = 8/30/93 PROJECT NAME = RlD8B101T ESTATES NORM - 2NU ADDITION ~~ CESCRIPTlUN = STORMWArER DRAINAGE TO ON-SITE PONDS, REVISED I SUBAREA 1 = .152 ACRES 3U8AREA 2 = .1746 ACRES I TOTAL AREA = .3266 ACRES COMPOSITE RUNOFF CDEFF1ClENT.= .:27050S26..I;9ri OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1 1 1 1 1 1 Ct = .l3 L = 115 N = .4 9 = .02S CHANNEL FLOW VALUES L = 50 Z1 = Z2 = ^172 N = .Vl6 B = ') S = .008 ' ' TD = .l43 COMPUTED VALUES DUR = 5,05 ]10 = �.17 010 = "521 Q8 = .52 RATIONAL FORMULA HYDROLOGY � DESIGNER = D.H.C. BASIN � SUBAREA 1 RUNOFF CDEFFlCIENI = .9 SUBAREA 2 RUNOFF COEFFICIENT = '15 DATE = 8/30/91 BOWSTRING CALCULATIONS DESIGNER = D.H.C. 72(ASEN 2 PROJECT WANE RIDGEMOMT ESTATES NORTH -- 2N1) ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS, REVISED t t intmnsity Pdsv. Vin ''out Storage (min.) (sec.) (in./hr.) (c.f.s.) (nu. ft.) (cu. qt.) (cu. -FL .7 5.0 700 7.18 .5 :208 90 718 5.1 4( 701 7.17 210 91 119 10.) 800 2.24 .17 257 180 77 15.0 900 1.77 .29 ,,,, 60-7 19 20.0 1200 1.45 .24 30S 760 2....7.00 1500 1.21 .20 116 450 -114 10.0 1800 ' 1.04 .17 540 -217 75.0 2100 .91 .15 327 610 40.0 2400 .82 .17 175 720 -185 45.0 2700 .74 . .12 338 210 -472 50.0 7000 .68 .11 141 900 -556 L-4.0 7700 . -66- ....1,.. 790 -67.5 60.0 1:7„600 .61 .10 763 1000 -712 65.0 7 .60 .10 388 1170 -782 70.0 4200 .53 . 1280 -0E1 4500 .56 .09 ' 416 1150 -934 80.0 4800 .51 .09 424 1/140 -1015 85.0 5100 .52 .00 177 1510 -1097 90,0 5400 .50 .08 448 7620 -1172 95,0 5700 .49 .08 467 1710 -1247 100.0 6000 .48 .03 477 1000 -1721 THE MAXIMUM STORAGE IS 112.7954c:6904 CU. FT. -÷ P0017 9 e5" °cc = 236, cv.FT. * Ths tins: of concentration Ls 5.051187 ifilnutes. The Undeveloped flow out Is .1 c.f.e. - A"DP-iwel-L e PonD TEN YEAR STORM CALL. 1_ DATE = 7/2&/97 ' PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DR-(AINAGE TO ON --SITE PONDS ' SUBAREA 1 = . 165 ACRES SUBAREA, 2 = .142 ACRES ' TOTAL AREA = .307 ACRES COMPOSITE RUNOFF COEFFICIENT = .5570444S2541 1- 1- 1- 1 1. 1_ 1_ 1- 1- 1- 1- 1- 1 OVERLAND FLOW VALUES Ct = . 1 5 L = 18 N = .018 S = .025 CHANNEL FLOW VALUES L = 110 21 = 40 Z' = .172 N = .016 = 0 b = .01 TD = .174 CONFUTED) VALUES DUR = 5.00 110 = 7.18 U10 = .54 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .155 BOWSTRING CALCULATIONS DATE = 7/26/93 DESIGNER = D.H. C. BASIN 3 I PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION STORMWATER DRAINAGE TO ON--SITE PONDS 1 t Intensity Odev. klin Vout SLorage _ (min.) (Ee.c.) (in./hr.) (c.c.s.) (cu. ft.) (cu. ft.) (cu. ft.) I 5.0 * 100 3.18 \ . 217 q0 127 54 10.0 600 2.24 . 267 10) I 15.0 900 1.77 .30 101 270 11 II 20.0 25.0 1500 . 1.21 " 121 .21 327 . 450 360 -121 -39 1200 1 45 . 1 7:0.0 1800 1.04 .18 37: 540 -204 35. 0 2100 .91 .15 140 610 -290 40.0 2400 .82 .14 348 720 -172 45.0 2700 .74 .11 352 810 -458 I __ 50.0 :3000 .1-8 .12 352 900 -542 II_ 55.0 3300 .64 .11 370 990 -620 50.0 1600 .61 .1() 383 1080 -697 3900 .60 .10 404 1170 70.0 4200 .58 .10 424 1260 1. 75.0 4500 .56 .09 434 135 - C 1 15 I - 80.0 4800 .51 .09 411 1440 • -999 85.0 5100 -52 .09 455 1510 -1075 II - 90.0 5400 .50 ' .013 467 1620 -1153 95.0 5700 .49 .ow 483 1710 -1227 11 - 100.0 6000 .48 .02 497 1800 -17,07 1 THE MAXIMUM STORAGE IS 127.065528 CU. FT. - FntJt. 3, vat-. e-abEHTI ' =_. a95 2-4)F, - * The timo f concentrdition is 5 minutes. 111 Th& Undevoloped flow t ou- 15 .1 o.f.s. '...-. TEN YEAR STORM CALC 1_ I/J For lb 3 1 ' DATE = 2/30/93 I PROJECT NAME = RIDGEMONT ESTATES NORTH -- 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON - -SITE PONDS, REVISED ' SUBAREA 1 = Y 512 ACRES SUI SUBAREA 199[_ ACRES 1 • T01 AREA = .75; ACRES OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C:t = .15 L = 20 N = .016 S = .025 CHANNEL FLOW VALUES L = 400 71 = : :56 .,172 N = .016 B = 0 J = .053 TD = .1:7 COMPUTED VALUES DUR = 5.00 110 = : :.1E1 O10-= 1.20 OA = 1.20 RATIONAL FORMULA HYDROLOGY DESIGNER :: D.H.C. BASIN 4 SUBAREA 1 RUNOFF COEFFICIENT SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .5012 BOWSTRING CALCULATIONS I DAF2 2/30/93 DESIONCR = 0. El, SA 4 PROJECT NAME = ElDSEHONT ESTATES NO9TH - 2N1) 5DEITION DESCRIPTION = STO8OWATE9 DRAIO(ZE TO DNF--SLTE POtTS, REVISED 1 1 1 1 1 1 1 1 1 1 1 1 1 5.0 4: 74.18 1.20 4C1 90 391 • 10.0 600 . 2.24 . 34 591 180 . 411 15.0 • 900 . 1.77 . 67 667 270 ' 397 1200 1.45 . 5'5 710 11 7.50 25.0 '1500 1.21 . 11 729 450 279. /T=0.0 1800 1,04 . 39 7'.L2k 54-0 . 204 21(1') .91 . 31 40.0 2400 , 82 .3t 720 51 28 779 8]0 -31 50.0 7000 . 68 .2-) 701 700 --107 55.0 - :::,00 . 64 .24 818 - flO -172 60.0 3600 . 61 . 23. 840 1080 65..0 3900 . 60 <8. 1170 -277 70.0 1200 . 59 88 V3E1 1260 75.0 4500 . 56 . 21 ;80 17,50 20.0 1-ELL..) .20 977 1440 -453 i 1 CU . ti. . 1 9 1007 1570 -527 90.0 51n0 ' .50 .19 1014. 1620 95.0 5700. ,, 49 . 18 106k7 • 1710 -641 15(1.5 ' 50110 . 48 . 18 1101 1000 - --599. I m t ci t y Odev. Vin C I 1 A (in,/hr,) (c.1,;1c.) •cu. .Ft.) 4 .cu. ft./ (L..... t. THE MA! IMUN STORAGE IS 411.0s52 CO. ET. -* P6m)D. 4- V L.- " T'ePTH IF s4s CU. FT. 4 The t it c.F c:oncentratictn ie minutes. Mt.: Undy610p0d 4 1 .7H DUt i s . 3 C ,-# Tt D A 1! D KVW6LL P"Th 4 TFN YEAR STGRN [TALC 1 1 1 - DATE = 7/26/93 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 5 PROJECT NAME = RIDGEMONT ESTATES NORTH - :AND ADDITION DESCRIPTION = STORM WATER DRAINAGE TO ON -SITE PONDS ' SUBAREA 1 = .4174 ACRES SUBAREA 2 = .G5 ACRES TOTAL AREA = .967=1 ACRES OVERLAND FLOW VALUES 1 _ GL = .1.J L = 18 ' N = .116 S = .028 ' CHANNEL FLOC -J VALUES L 360 71 = =':6 I2 = .172 ' N = .016 F• 0 S = .O1 ' TD = .202 CONFUTED VALUES ' DUR = 5.00 I10 = 3.18 010 = 1.46 1- IY L ].46 i_ 1- 1- 1 1- 1 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT _ .15 COMPOSITE RUNOFF COEFFICIENT = .47`=99313433 1_ 1 BOWSTRING CALCULATIONS _ DATE = 7/26/91 DESIGNER = D.H,C. BASIN Z I PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION m DESCRIPTION = STORMWATER DRAINAGE TO ON-5ITE PONDS II t t Intensity Udev. Vin Y5.ut Storage (min.) (sec.) (in./hr.) (c.f.s.) (cu. ft.) (cu. ft.) (cu. ft.) I 5.0 4:. TOO 1.18 1.46 586 90 496 • 10.0 600 2.24 . 1.01 720 180 540 _ 15.0 900 1.77 .81 311 270 543 II_ 20.0 1200 1;45 .66 865 160 505 25.0 1500 1.21 .55 888 450 438 1 _ 30.0 1800 1.01 .48 906 540 366 15.0 2100 .91 .42 918 630 ....68 1 _ 40.0 2400 .92 .38 940 720 220 45.0 - 2700 .74 .3.4 950 alo 140 50.0 3000 .68 .31 966 900 66 II _ 55.0 :100 .64 .29 999 990 8 60.0 1600 : 61 .28 1015 1080 . 111_ 65.0 3900 .60 .27 1091 1170 -79 1 ..., 70.0 4200 .0 .27 1143 1260 -117 _ 75.0 4500 .56 . 1170 150 -180 80.0 4800 .53 .24 1190 1.440 ' --250 85.0 5100 .24 1227 1510 90.0 ' 5400 .50 1260 1620 -160 1 - 95.0 5700 .49 2 ..4 1:0: 1710 -407 100.0 6000 .48 2, 1142 1800 -458 I THE MAXIMUM STORAGE IS 542.5650864 CU. FT. --). poiii, 5 l/C.L.L mCd- 545 Fr. The time of concentration is 5 minuttils. I The Undaveloped /lam cut is .3 c.f.s. -* A - Dg. , /weit...1_ t i'006 m TEN YEAR STORM CATO 1 _ 1 - ~~ PROJECT NAME = RlDGE|iONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STOPMWATFR DRAINAGE TO ON-SITE PONDS U SUpAREA 1 = 47428 ACRES SUBAREA 2 = ,9fl7 ACRES TOTAL AREA = 1"1565 ACRES �- OVERLAND FLOW VALUES w� - Ct = ^15 L = 230 IL N = .4 1 - 1 1 _ 1 _ 1 - - 1 - 1 - 1 - DATE = 7/24/93 DESIGNER = D.H.C. CHANNEL FLOW VALUES L = 190 Z1 = 36 22 = .172 N = .016 B = 0 S = .(08 TD = .184 COMPUTED VALUES UUR = 9.11 I10 = 2.37 010 = 1.02 DA = 1.02 RATIONAL FORMULA HYDROLOGY :BASIN 6 SUBAREA 1 RUNOFF COEFF1CIH1T = .? SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .372308690013 1 BOWSTRING CALCULATJONS DATE = 7/26/93 DESIGNER = D.H.C. PROJECT NAME = R1DGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS BASIN 6 Intensity Odev. Vin Vout S tor cly= (sec.) (in./hr.) (c.c.s.) (cu. ft.) (cu. ft.) (cu. ft.) 5.0 300 7.10 1.37 550 300 250 9.1 * 546 2.37 1.02 747 546 200 10.0 600 2.24 .96 758 600 150 15.0 900 1.77 .76 828 900 20.0 1200 1.45 .62 865 1200 -335 25 .0 1500 1.21 c.4 .2,2 878 1500 -522 30.0 1300 1.04 .45 389 1200 -911 35.0 2100 .91 .39 096 2100 -1204 40.0 2400 .82 .35 913 2100 -1487 45.0 2700 .74 , .2 919 2700 -1781 50.0 3000 .68 .29 3000 --2067 3300 .64 .28 961 3300 -2337 60.0 3600 .26 994 3600 -2606 65.0 3900 .60 -1, .....0 1047 7900 -2257 70.0 4200 .50 . 1095 1200 -7105 75.0 4500 .55 .24 1120 4500 -;380 80.0 4800 .53 .23 1138 1200 73662 05.0 . 5100 .52 .22 1172 5100 -7928 90.0 5400 .50 1207 5400 -4197 95.0 5700 .49 . 1242 5700 -4458 100.0 6000 .48 .21 1278 6000 -4722 THE MAXIMUM STORAGE IS 250.429057 CU. FT. --> pot4t. I e me ef concent ti i raon s 9. 107544 mi nuts. _ E The ti = 3(0C, cv.FT. ,..t P ir' / . The Undeveloped flow out is 1 c.f.s. -÷ T-IPE e. l)l-A:1-L' 1 - '°' -' II TEN YEAR STORM GALL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DATE = 3/30/97: RATIONAL. FORMULA HYDROLOGY PROJECT NAME = RIDGEMONT ESTATES NORTI -I - 2ND ADDITION DESCRRIPTION = STORNWATER DRAINAGE TO OFFSITE OVERLAND FLOW VALUES Ct = .15 L = :7 N = .4 S = J 008 CHANNEL FLOW VALUES L = 100 21 = Ii 22 -_ .172 N = .07.6 It = tt S = .013 TD = 09 DESIGNER = D.H.C. BASIN lA SUBAREA 1 = .06122 ACRES SUBAREA 1 RUNOFF CCE.FF 1 G i EN F = .9 SUBAREA 2 _ .064" ACRES SUBAREA 2 RUNOFF COEFFICIENT __ .15 TOTAL AREA = .1262 • ACRES COMPOSITE RUNOFF COEFFICIENT = . 519051. '•"r7063 COMPUTED VALUES DUR = 5.00 I10 = 7.18 010 = .21 To Ex.i.sn/Q Noe D e I EL - ocK - -2- of OA = .21 sr Es '11 3 TEs Ilo. 4T"� AD D tT1or�i. SEE EX PtakNAno?J Ut 'Jot E CI Sr1NCi PONDS — OFFSITE 1 1 DATE _ 4/ PROJECT NAME = RIDGEMONT ESTATES NORTH — 2ND ADDITION — DESCRIPTION = STORMWATER DRAINAGE TO OFF —SITE I SUBAREA 1 = .0363 ACRES SUBAREA 1 RUNOFF COEFFICIENT = .9 _SUBAREA 2 = .1219 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 ' TOTAL AREA = .1502 ACRES COMPOSITE RUNOFF COEFFICIENT = .32209228024' OVERLAND FLOW VALUES 1 1 CHANNEL FLOW VALUES 1 L = 85 21 = 40 Z2 = .172 ' N = .016 0 S = .014 ' TD = .073 COMPUTED VALUES ' DUR = _ 8.50 I10 2.46 010 = . 1 3 OA = .1- 1 1_ 1_. 1 _ 1- 1- Ct = .15 L = 115 N = .4 9 =- .005 RATIONAL FORMULA HYDROLOGY DESIGNER == D.H.L. BASIN 2" To EXIST1t.\G c ‘2pB " pc -m C. L&V— 1-, ti-oc� G F r.0) GE- mos.1T ESTATES IJO. 4 - S ADbrnct SEE E7( PLANATIO L1 Uu7ELv 'E(LST poubS — oFFSI"1F_ 1 _ 1 - DATE = 7/26/9S DE33GNER = D.H.C. BASIN 28 �� PROJECT NAME = RIDSENDNT ESTATES NORTH - 2140 ADDITION I DESCRIPTION = STORHWATER DRAINAGE-TO OFF-SITE SUBAREA 1 = .012 ACRES II- AREA = .012 ACRES OVERLAND FLOW VALUES N� Ct = .l5 L = 18 0� N = ^016 �� - S = .028 _ 1 CHANNEL :0;: 36 Z2 = .172 N = .0l6 B = 0 S = .009 TD = .95 I COMPUTED VALUES DUR = 5.00 I10 = S.10 010 = .03 o�rz'ns �o 004-11A Nl DA = ^03 -+ »^�`^IS �� mm mm _ 1 _ 1 _ 1 _ 1 _ RATIONAL FORMULA HYDROLOGY SUBAREA 1 RUNOFF COEFFICIENT = '9 COMPOSITE RUNOFF COEFFICIENT = .9 1 1 DATE = 7/26/9' PROJECT NAME = RIDGEMONT ESTATES NORTH - CND ADDITION DESCRIF1ION = STORMWATER DRAINAGE TO OFF --SITE SUBAREA 1 = .016 ACRES SUBAREA 1 RUNOFF COEFFICIENT = .9 , SUBAREA 2 = . 167 ACRES SUBAREA 2 RUNOFF COEFFICIENT = .15 TOTAL AREA = .183 ACRES COMPOSITE RUNOFF COEFFICIENT = .21ti57_.770492 1 OVERLAND FLOW VALUES Et = .15 L = 140 N = .4 S = .0=47 1 _ CHANNEL FLOW VALUES 1 L = 0 TD = 0 COMPUTED VALUES OUR = 5, 00 I10 = 3.18 010 = .1v OA =. 0.00 RATIONAL_ FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 3A PKAIIJS oFVSITC 'TO NoR111 1 1 RATIONAL FORMULA HYDROLOGY DATE = 7/26/93 DESIGNER = D.H.C. BASIN 5A PROJECT NAME = RIDGENIDNT ESTATES NORTH — 2ND ADDITION DESCRIPTION = STORMWATER DRAINAGE TO OFF —SITE SUBAREA 1 = .04M ACRES SUF 2 = .097 ACRES TOTAL AREA = .1402 ACRES COMPOSITE RUNOFF COE=FFICIENT = .71.81098410S1?. I OVERLAND FLOW VALUES Ct = .15 N = .016 S = .029 . 1 _ CHANNEL FLOW VALUES 1 L = 95 Z1 = 3S Z2 = .172 N = .116 B = 0 S = .01 1D = .09 COMPUTED VALUES DLJR = 5.00 I10 = 3.18 1 010 = .17 OA = .17 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 -�j DKFINiS orFSI'TE To GZIT To E1= INC(-ubgb IN PR- opcSCt PLa.T OF gUDGeA&rr ESTATES Ma — 1 _ 1 1 ___ Lo= • ccs _o-v_r- S_orzt .xoYasb L_ G L- IA J___POI / r S2 STP-tf_i 1 1 1 1 R5 I t a _Q to LP_ cog oPc■urt-)C-; TV P b. a. Lou, F s nA et' 2- I y L.) E _ Fi k 0 . 55 1- 1= .AutIn o NJ_ _CAD:C-111ES._ o _ ugg._o re l&lc-G le . 1.-k c . - kr- 0,5E3) •-. . ____ ..__ ... co...3 5:-.1-g_o c-7- 3 -Er. - umDe q 2.5 cr5, 9. Z •'. Co.4Sfljc 10- FInies.APS cugt ngop sTA 2_3 -t- 50 Tr> 2- vo;r41 ciitr7ci. 14.E tr. . rt.:v ..-• q . G Z c S L2 ... '3 FT. I - • _ ________ Opts/ cc:P._ _To__ 5_e...5 _cqgb.I.SPC.rJ1F.JG T7:2_ Po 'Qt. 3 ._ Lm 2oAuuC. . "GuiDE.1.4■QC's • o . 134 H = o --= = o 55 L - = 3 G FT. 1. Co 1..1 SM.) c_T - FT- 1./ (Ds 1-1 -= o.2-S C2/1._ -= 0.15 1 _MAI PC.. ± °F • 2.2-fr 1, 5 TO 23. E avg.& DROP g STA 23-10.8 To..72+ 1 1 1 1 c.PPAciTIZ oF CvAlLoPEKli G — cc tficStiQ 4 q = 1 zo c...-Es to iaisp 7t Pcn-ib 4 _ON Co _ CA-1 APC s7)_L+2.4 D It 3-4 L = 10 Fr a. I" Q r- 120&S = .137 Fr. ` = 2,6i • FIE, ( L_ • 10 = 0. 54 • .FiG 6uip,Ez.hyoS • H' 0,121 cl,Se H 0,35 q 1 = 0 c 71.-F Pei 2 I 3 0, 85 c -es Row ota_ — 1,20 —0. 85 - o . SS acs ef ov TD 13C 1N cd-uP5A — 412± D pm4r-...) S s _ Q = .. 4-Qcd....porsi-c_ _536 7.14 .gtl; __So/JoKA_ S728 _ _ L = 4,, Ft .1 co f-.1.57gu a- cup pg.op e 5n 23±5 TO 2-3+5 (Qr. / 1 1 1 1 1 1 _ . 3oF 3 BASIN 6: Q10 = 1 oz cfs TO 5 LF cuRB e- I-0 lA.) PoINIT ) 5 ReNL_PRI v _ _ _ FIG 17 f _ "GuiDEL-INe_a_ _ k o H 68 A 0. Q /i_ = 0. 2_5 Q Loa a-Cs e 4.o8 • cog., sTKucT 5- FT-wIDE — _______ _ _ . e. 57A. __eF-_oritsa__ ..R P-c•Nizr_Dp_tyc. 1 (Joins sheet 67) _ 1P A ,, "-tt./S.•::: cP o r, it !=as.t., ,Ertt:'t hla4fr.1fori CAG :• tr ;IA. :{ • H t.: . j • • ■ ••• .'i •• j_LI ,Y,e . 1 ; " • • ;I t . 11; 1 al li• 11:• Lay , • Cr.' :14 1 4N1 2.1; rfiNt 4.Ir r r •"; 9 e l e : J I ; C 1 ' 1 1 1 1 1 1 1 1 0 • CuB 1. • (Joins sheet 85) SPOKANE COUNTY, WASHINGTON — E;HEET NUf•tlE R.44 E. 1 R 45 E (IfeS,f:i, fi • T - 0;;V : ;; • p: • ZAT 1...' .1.:■ 1 .'Arbeb ItC L° 4 4 :'‘ G g i . 1 •••' 'bA iSzY3 • • : ry B • - a `. - • • - '4 17 2 ChC Co-38 T .:Sufi det tjr 1 1 1 1 1 1 1 1 1 1 1_ 1_ 1_ 1- 1- 74 Al tip bymbul DsC DsD DvD EkB EIC EID Em Fm GaC3 GgA GgB Gm8 GnB GpA GpB GpC GpD E nulunt silt loam. Soil saute Dragoon stony silt loan, 0 to 30 percent slopes. Dragoon stony silt loam, 30 to 55 per- Cent slopes. Dragoon very rocky complex, 20 to 55 percent slolx:s. Eloika silt loam, 0 to 20 percent slopes. Eloika very stony silt loans, 0 to 30 per- emit slop.. Eloika very stony silt loam, 30 to 55 percent blolwi. FaB Freeman silt loam, 5 to 20 perccut slopes. FaB3 Freem silt loam, 5 to 20 percent slopes, severely eroded. FaC3 Freeman silt luant, 20 to 30 percent nlup severely eroded. Fresh water marsh. Garfield silty clay loam, 0 to 30 percent slopes, severely eroded. Garrison gravelly loafs, 0 to 5 percent slopes. Garrison gravelly loans, 5 to 20 percent slopes. Garrison vet y gravelly loam, U percent slopes. Garrison very stony loamy 0 to 20 percent slopes. .. Glenrose silt loam, 0 to 5 percent slopes. Glenrosc silt loam, 5 to 20 percent slope,. Glenrosc silt loam, 20 to 30 percent slopes. Gleuruse silt loam, 30 to 55 percent slopes. SOIL SURVEY Description of buil and site Similar to Dragoon ails loam, 0 to 30 percent elopes, except that the surface layer is stony. Dragoon par aim ilar to Dragoon silt loam, 0 to 3U perccut slopes, except that depth to bed- rock ranges (anti 10 to 20 inches. hock out- crop included ilk this complex. 51 ediu m- textured, well - drained soil formed front glacial till containing u large amount of vol- canic wit in the surface layer;' underlain by gravel at depth of 30 to 6U inches; occupies undulating, nmruineliko topography. Similar to L•'Ioikkt silt loam, U to 20 percent slopes, except that they are very a Luny throughout. Alcdiunt- textured, somewhat poorly drained, alkaline suil funned in alluvium from calcar- eous bill, volcanic Jul', • nd diatmaite; depth to water table fluctuates from near the burface Lit about 6 feel. Very deep, moderately well drained upland soils with umdiu no- textured surface layer and medi- um or moderately fine textured subsoil; formed from silt on fulling lu hilly uplands. Shallow, swannpy, intermittent ponds and fringes around lakes that have a fluctuating water table. Engineering data 6 nut given, as land type is tun variable. Very deep, well - drained boil developed in loess uu ridgetups mid knobs on the rolling to hilly uplands in the Palouse buil area. Gravelly, medium-textured, ,oumwlat execs - bively drained boil fi•med in gravelly glacial outw:mh material from a variety of acid, igneous parent rock; on nea level to mod- erately duping terraces; depth to naixtufe of band, gravel, and cobblestones r :rages front 24. Re 5 feet. to 8 Similar to Garrison gravelly lo:un, except that the billf ace layer is very gravelly. Similar to Garrison gravelly loam, except that the surface layer is very stony. Very deep, medium- textured, well- drained soils formed from acid igneous glacial till; surface layer influenced by loess am volcanic ash; um gently rolling to steep uplands. • TABLE 6. descriptions of suds and de, ao Depth from surface O to 24 Silt loam 2 4 to 41 Gravelly 4-1 t0 53 Very gravelly sandy luaus. 53 to 6U Gravel ... U to 26 26 to 41 41 to 6u 0 to 2 22 to 72 0 to St S to 23 23 to 60 0 to 15 15 to -61 44 to 60 0 to I S 15 to -N 4410 Oil Cl.- .ideation USDA texture 5111 luaus Very fine sandy loans. Su clap' loam... Silt loam - .. Silty clay loam..... Silty clay lu :uu..... Silty clay . Silty day loam-.... Gravelly to :ua...... Very gravelly Iwm Saud, gravel, and cobblestones. Very gravelly loam. Very gravelly 10aab. Sand, gravel, and cobblestones. O Lo 72 Silt loans Gentlemen: S P O k 14 w f \reYON41 Broadway Ave. A N E OFFICE OF THE COUMV ENGINEER A DIVISION OF THE PUBLIC WORKS DEPARTMENT Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director - 7444 Q qe4 & ciaact 9 Date: 44/AS 27, x4 43 • SUBJECT: Qlb*-on.r ankiat Weep.. O Alb, 2. A review of the road, drainage, and parking plans for the above - referenced plat, short plat, binding site plans and /or building permit 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 nlans are resubmitted, mark all chanties 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 C O U N t Y William H. Hemmings, P. E. Development Services Engineer/Manager Spokane, WA 99260 -0170 (509) 456 -3600 FAX (509) 456 -4715 BOWSTIING hk MCO (TEN YEAR STORM DESIGN) PROJECT: RIDGEMCNT NO2 TIME OF CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: BASIN 2 REVIEWER: W-I-1 Tc (overland) Tc (gutter) Areas '0' NUMBER OF DRYWELLS PROPOSED DATE: 8 -19 -93 1 Sngle (type A) 0 Double (type B) Ct = 0.15 L2 = 50 0.15 0.90 Total Area (talc.) (see H1) 0.33 7.1 = 36 0.17 0.15 Time d Conc. (talc) (see H1) 5.05 L1(A) = 115 Z2 = 0.172 0.00 0.00 Composite 'C' (calc.) (see 1-11) 0.50 N(A) = 0.4 8 = 0 0.00 0.00 Timed Cmc. (min) /area Acres) ) 0. 266 SA = 0.026 5 = 0.016 0.00 0.00 5 = 0.008 0.00 0.00 C Factor 0.50 Tc (A) = 4.46 d = 0.143 0.00 0.00 impervious Area (sq. ft) 3610 Toni A Comp '0' Volume PrdAded 208: 166 stmt 236 L1(B) _ 0 0 Tc (g+) 0 0.33 0.50 Outflow Outfl (cfs) 0.3 kea • C' Facto 0.16 (A = 4.46 S(B) O Q =CI *A= 0.52 Tc(tot.) = 5.05 Q(est) = 0.52 #1 #2 #3 #4 #5 #6 #7 Tc (8) = 0.0 Intensity = 3.17 Time Time Intensity Qdev. Vin Vout Storage A= 0.389841 Inc. Inc. WP = 5.2951 (min.) (sec.) On./fr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R = 0.0698 ( #1 *(30) (A*C#3) (Outf. *#2) (#5 - #6) V= 1.41 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 0.59 5.05 303.07 3.17 0.52 210 90.92 119 Tc (we1and) = Ct*(1_1 *N/5 ^05) ^0.6) (Nest) = 0.52 Ct = 0.15 5 300 3.18 0.52 208 90 118 Lt = Length d Ovedand Flow Holding = 1.78 10 600 2.24 0.37 257 180 77 N = filmic!'" facia of overland flow (.4 Fv average crass cover) 15 900 1.77 0.29 289 270 19 5 = average slope of overland flow 20 1200 1.45 0.24 308 360 - 52 Tc (gutter) = Length (tt.)Nelocity (ft./sec.),60 25 1500 1.21 020 316 450 - 134 8 = Bottom width of guts cr ditch 30 1800 1.04 0.17 323 540 -217 Z1 = Inverse of cross slope one of ditch 35 2100 0.91 0.15 327 830 -303 Z2 - Inverse of cross slope two of ditch 40 2400 0.82 0.13 335 720 - 385 d = depth of flow in gutter (estimate, check estimate wlth Flow) 45 2700 0.74 0.12 338 810 - 472 /tea = d*8 +d ^ 22*(Z1 +Z2) 50 3000 0.68 0.11 344 900 - 556 Wetted perimeter = B *d+ (1/ stn (atn(1 /Z1)) +1 /sin(atn(1/Z2))) 55 3300 0.64 0.10 355 990 - 635 Hydraulic Radus = R = kea/Weaed Perimeter 60 3600 0.61 0.10 368 1080 -712 Velocity = 1.486/n *R ^.667*s ^5 65 3900 0.60 0.10 391 1170 -779 Row = Vdacity*Area 70 4200 0.58 0.09 407 1260 -853 n = 0.016 for asphalt _ 75 4500 0.58 0.09 420 1350 -930 ' $ = Imgltudral slope gutter 80 4800 0.53 0.09 424 1440 -1016 85 5100 0.52 0.08 441 1530 -1089 90 5400 0.50 0.08 448 1620 -1172 95 5700 0.49 0.08 463 1710 -1247 100 6000 0.48 0.08 477 1800 -1323 DRAINAGE POND CALCLLAT10NS Required gassy swale pmd storage vdume = impervious Area x .5 in./ 12 in./tt = DRYWB_L REQUIREMENTS - 10 YEAR CESGN STORM Maximum storage required by Bowstring = Number and type d Drywalls Required = 150 4u. ft provided: 166 cu. ft CKI 119 cu. fL provided: 236 GU. ft OCI 1 Sngle 0 Double SPOKANE COUNTY HUMAN RESOURCES DEPARTMENT TO: DEPARTMENT HEADS AND ELECTED OFFICIALS FROM: SKIP WRIGHT, Human Resources Director DATE: AUGUST 26, 1993 SUBJECT: REVISED SHARED LEAVE PROGRAM In July of 1991 the Board by resolution 91 -0963 created the Spokane County Leave Sharing Program. That program allowed County employee's to donate vacation time to other employee's who were without pay due to a serious or extraordinary illness of themselves or a close family member. Earlier this year a group of employee's convened to review the Leave Sharing Program. As a result of that effort the Board has approved the attached modified Leave Sharing Program. Almost all of the bargaining units have responded in favor of this new program and we expect approval shortly from the remaining bargaining units. From now on please submit any requests for shared leave on the new forms. The most significant changes in the modified program are as follows: 1. Employee's may donate either vacation time or sick leave. (Under the old program only vacation could be donated). 2. Requests to receive donated leave are to be approved either by the Human Resources Director or the Shared Leave committee. 3. The revised program provides for hour for hour donation and receipt of leave. This results in a substantial reduction of paper work and time for payroll clerks and operating departments. Attached find a copy of the COUNTY LEAVE SHARING PROGRAM, the REQUEST FOR SHARED LEAVE form and the DONATION OF VACATION AND SICK LEAVE form. Please make copies as needed for your department. Forward the requests to the Human Resources Department. When the Request for Shared Leave has been approved, the Human Resources Department will notify the recipients Department Head or Elected official so that the department may notify employee's of a co- workers need. SW:po d?f ENER7 1.1 Occasionally county employees or their spouse /dependent(s) or other relatives living in the home contract a cata- strophic illness or sustain a disabling injury, whereby the employee exhausts his /her 1 balances. Often co- workers who have substantial leave balances wish to donate some of their leave to these employees. Leave sharing is the mechanism to accommodate both groups. 1.2 This policy is divided into the following sections: SECTION SECTION SECTION SECTION SECTION SECTION APPENDIX A COUNTY LEAVE SHARING PROGRAM 1 - GENERAL 2 - STATEMENT OF POLICY 3 - ELIGIBILITY TO RECEIVE SHARED 4 - LEAVE TRANSFERENCE PROCESS 5 - DONATING LEAVE 6 - ADMINISTRATION LEAVE •ATEEMENT rPOLICY 2.1 It is the policy of the County to permit employees (represented and non - represented) to donate vacation time and sick leave to a co- worker who is suffering from a severe or extraordinary non -job related illness, or who has a spouse /dependant or other relative living in the home suffering from a severe or extraordinary illness, injury or other impairment as determined by the Shared Leave Committee, and is out of vacation time and sick leave and who will immediately go on leave without pay or terminate employment. LT.GIDIIIITO%rRECEIVEnSHARED"=EEAME. 3.1 An employee may receive leave under this program if the employee suffers from an illness, non -job related injury or impairment, or who has a spouse /dependant or other relative living in the home suffering from a severe or extraordinary illness, injury or other impairment which has caused, or is likely to cause, the employee to go on leave without pay or which may cause the employee to be termin- ated from County employment_ 3.2 Requests to receive the leave sharing benefit shall be submitted to the Director of the Human Resources Department The H.R. Director or designee may approve the request or convene a committee comprised of one employee from the Human Resources Department, one management employee and one non - management employee frown another department. The -2- committee members will be appointed by the Human Resources Director and will serve for a one year term in order to provide consistency in the decision making process. If the requestor is in a bargaining unit a member of their union may be present. The decision of the committee shall be final; however, if the decision of the committee is to deny the request, the requestor.has the right to petition the committee for reconsideration. The decision of the committee shall not be subject to the grievance procedure. 3.3 An employee must have exhausted his or her sick leave and vacation time before receiving shared leave. 3.4 An employee receiving the shared leave benefit must have abided by the County's policies respecting sick leave. 3.5 An employee receiving the leave sharing benefit shall receive no more than a total of 2,000 hours of such leave during the course of his or her employment with the County. 3.6 The employee's position must be one in which vacation and sick leave can he accrued and used. 3.7 The employee must be eligible to use vacation time and sick leave time. 3.8 The employee must not be receiving time -loss payments as a result of an on- the -job injury or illness or receiving long term disability payments. 4. liEAyErTRANSEERENCE PROCESS' .. �•.. . -�_. _...w 4.1 An employee wishing to receive shared leave shall submit a written request to the Human Resource Director and attach a statement from his /her physician verifying the severe or extraordinary nature and expected duration of the con- '' dition. .A union representative or any-other person may submit the request on behalf of the employee. 4.2 The Human Resource Department will, after the request is approved, notify the employee's department head and request the department head to communicate the employee's eligibility for leave sharing to the other employees in that department. Employees may request that the Depart- ment head communicate the status with other departments. 4.3 There shall be no retroactive applications of donated leave. 5. DONAT_ING:LE7:VE 5.1 Employees wishing to donate leave shall send the Donation of Vacation /Sick Leave form to the Human Resource Dept. for. processing. -3- 5.2 All leave donated under the leave sharing program shall be in full hour increments. No difference will be made between the salary level of the donor and the recipient. The minimum amount of time for donation is four (4) hours. 5.3 An employee may donate to an individual(s) a maximum of eighty (80) hrs. of vacation or sick leave, or any combina- tion that does not exceed eighty (80) hours, in any calen- dar year. All donations shall be entered as sick leave in the recipient's account. 5.4 Donations of vacation time may not bring the donor's vacation time balance below eighty (80) hours; donations of sick leave may not bring the donor's sick leave balance below eighty (80) hours. 5.5 All donations of leave shall be strictly voluntary and confidential and shall be done on the Donation of Vaca- tion /Sick Leave form, a copy of which is attached. The donor shall designate the recipient. 5.6 No employee shall he coerced, threatened, intimidated, or financially induced into donating leave. 5.7 Once leave has been donated, it becomes the recipient's leave - regardless of any changes in his /her employment status. 6. ADMINISTRATION 6.1 The Human Resources Department shall administer the Leave Sharing Program. REQUEST FOR SHARED LEAVE TO: SPOKANE COUNTY HUMAN RESOURCES DIRECTOR I hereby state that I am eligible to receive shared leave under this program as I suffer from an illness, non -job related injury or impairment, or I have a spouse /dependent or other relative living in the home suffering from a severe or extraordinary illness, injury or other impairment which has caused, or is likely to cause, me to go on leave without pay or which may cause me to be terminated from County employment. I have exhausted my sick leave abided by the County's policies eligible to use vacation time and Therefore, I submit my request to the shared leave program. Employees name SS# Employees Department My situation is: and vacation time and I have respecting sick leave and I an sick leave time yes or no be considered as a recipient of I will need approximately days of shared leave. Attach a statement from your physician verifying the severe or extraordinary nature and the expected duration of the condition. A union representative or any other person may submit this request on behalf of the employee. Signature of Employee (or) Approved by Human Resources Director (or designee) If reviewed by the Committee /Approved by Committee ,SPOKANE COUNTY DONATION OF VACATION AND SICK LEAVE TIME UNDER THE LEAVE SHARING PROGRAM TO: HUMAN RESOURCES DIRECTOR I hereby donate hours(s) of my vacation time, and /or hour(s) of my sick leave time to: RECIPIENT'S NAME RECIPIENT'S DEPARTMENT I acknowledge that this is a voluntary donation and does not drop my vacation balance below eighty (80) hours (if I am donating vacation time) or my sick leave below eighty (80) hours (if I an donating sick leave). (Print name of Donor) Social Security # of Donor (Signature of Donor) (Donor's Department) APPROVED: Charles C. Wright, Director Human Resources Department Distribution After Approval: (Date) Original: Auditor's /Payroll Copy: Human Resources Dept. Copy: Recipient's Departmental Payroll Clerk Copy: Donor's Departmental Payroll Clerk THE INFORMATION CONTAINED IN THIS FORM IS TO REMAIN CONFIDENTIAL! STORMWATER DRAINAGE REPORT for Ridgemont Estates North - 2nd Addition A 14 -Lot subdivision located in the NW 1/4 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 • for Tupper and Associates, Inc. May 5, 1993 Revised: July 26, 1993 Report Prepared By: Simpson Engineers, Inc. North /909 Argonne Road Spokane, WA 99212 / ** TABLE OF CONTENTS ** Summary Table No. 1: On -Site Drainage Basins Summary Table No. 2: Basins Draining to Off -Site "208" Pond Volume Calculations Existing Ponds - Off -Site (followed by 4 pages of information submitted in 1992 for Ridgemont Estates No 4 - 4th & 5th Additions) Rational Formula Hydrology & Bowstring Calculations 1. For 6 an -site drainage basins 2: For 5 basins draining to off-site Capacities of Curb Opening Inlets Vertical Curve Stopping Sight Distance Data S.C.S. Soils Map and Descriptions "208" Individual Lot Plans It CO. &G'S OfFit& 414•64/4 ? ?weaaa. Basin Name: Total Arc ! 77,586 Pervious ✓ 41,956 Impervious Arcs 1_75,630 Houscs/D'ways 7/6 Area 20,04)0 Asphalt Streets j 15,630 "208" Volume ✓- 652 Pond Floor Area ✓ 1,170 Pond Perimeter ✓ 142 Pond Vol. 01 6" ✓ 656 Pond Name 1 Location L -4-'-S, 131 STORMWATER DRAINAGE PLAN for Ridgemont Estates North - 2nd Addition A 14 -Lot subdivision located in the NW 1/4 of Section 25, T.25 N., R.44 E.W.M. Veradale, Washington 99037 1 Basin Nan t : 1 - I A d , 2A Total Ajra \ / 6 970 Pervious iC47.1,791) 5,310 1 Impervious Area 1 ,/ 1,610 flouscs/D'ways 0/1 0 Arca 1.000 0 Asphalt Streets ✓- 1,740 -✓ 1,610 "208" Volume ✓ 73 ♦/ 67• Ex'g. /Future L-1, B-2 L -I, B -3 Pond Location R.E. #4 - 4th R.E.#4 - 5th O K. toit— for Tupper and Associates, Inc. April 19, 1993 Revised: July 26, 1993 n,370 SUMMARY TABLE NO.I: ON- SITWDRAINAGE BASINS 3 f I 4 I , 5 6 2 ' . /13,350 \II 3 _ 670 • 1/42.140 ✓ 7,605 / 6,180• 3 3 0• 23,960• ' ✓_ 6,610 ✓- 7,170 i15,3040 (118,180 • 1/1 1/1 2/2 3/3 3,000 . 3,000 6,000 9,000 '1 / 4,170 • /_9,300.- ✓9,180., ✓ 150 ✓ 174 / 388 of 383 • 266 ✓ 294 1 676 ✓_' 676 ./ - 66 1' 70 ✓ 104 w 104 ✓ 166 1,/ 182 ✓ 390 ✓ 390 2 3 4 5 L -I, 13-2 L -I, 13-3 L-2,13-4 L -I, B -5 /50,375 ✓ 35,445 t/ 14,930 3/3 9,000 ✓5`930. ✓ 247 ✓_ - 438 ✓ x2 ✓ 260 6 L-1,13-6 oK OK op. OK- OK. NOTE: Basins 1, 5 and 6 include land arcs outside of Ridgemont Estates North - 2nd Addition that drains into those basins from the south and cast. MARY TABLE NO.2: BASINS DRAINING TO OFF -SITE data is for portion of basin within Ridgemont Estates North - 2nd Addition Units ,.n. sa.ft. soli. su lt. sq.ft. cu.ft. so -ft. lin.ft. cu. R. 213 3A __.�_.. SA Units ✓ ✓ 500 I 7 0611 6 100 / ' n tL at 0 1 7,280 ✓ 4,220 soil. ,/ 500 of 680 ✓ 1,880 soft. 0 0 0 0 0 0 soft. 1 ✓ 500 ✓ 680 ✓ 1,880 sq.a- 1,/ 2 1 29 ✓ 78 , cu.ft. future plat future plat future R.E. to north to north North - 4th oK oE.. oK NOTE: Existing ponds are adequate for drainage from Basins IA and 2A, as detailed on the following pages. Drainage from Basins 2B, 3A and 5A will be incorporated in future plats. IN GENERAL, for any drainage pond with 4:1 side slopes on all sides, the pond volume can be calculated with two components: the volume directly above the floor area plus the volume above the side sloprs. Volume is calculated at 6" depth for "208" treatment and at 8" depth for storage, as follows: At 6" depth: Pond Volume = (0.5 ft. depth x pond floor arca) + (1/2 x 0.5 x 2.0 x pond floor perimeter) = 0.5A +0.5P At 8" depth: Pond Volume = (0.67 ft. depth x pond floor area) . t' (1/2 x 0.67 x 2.68 x pond floor perimeter) = 0.67A 'I 0.89P \ H2.0 feetH 1 6 " =0.51L POND 1: ,// Pond Floor Area, A = 26 x 45 = 1,170 sq. ft.• Pond Floor Perimeter, P = 142 LF (/ Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (1,170) + 0.5 (142) = 585 + 71 / = 656 cu. ft.+ Pond Floor Volume at 8" depth = 0.67A + 0.89P = 0.67(1,170) + 0.89 (142) = 784 +126 / = 910 cu. 11.1( POND 2: Yolttme at 6" depth = 0.5 A + 0.5 P = 0.5 (266) + 0.5 (66) = 133 +33 = 166 cu. 11.1 Volume at 8" depth = 0.67A + 0.89P = 0.67j266) + 0.89(66) 17 +58. / = 236 cu. 11. �/ "208" POND VOLUME CALCULATIONS 8" = 0.67 11. Pond Floor Area, A= ( 1 4 x 8 ) + 1 / 4 2 - ( 1 4 2 ) = 1 1 2 + 1 5 4 = 266 sq. ft. Pond Floor Perimeter, P = 66 LF �— 268 feet 26 ZG S 1 VI POND 3: POND 5: "208" POND VOLUME CALCULATIONS - CONTINUED ✓ ✓ 1 ✓ / Pond Floor Area, A = (14 x 10) + I/4-414 = 140 + 154 = 294 sq. ft. Pond Floor Perimeter, P= 70 LF Volume at 6" depth = 0.5 A + 0.5 P = 0.5 ( ) +0.5(70) = 14 + 35!/ = 182 cu. R. POND 4: Volume at 8" depth = 0.67A + 0.89P = 0.67(294)0.89(70) 197'+ 62 = 259 cu. ft. Pond Floor Area, A = 26 x 26 = 676 sq. ft. 26 Pond Floor Perimeter, P = 104 LF Volume at 6" depth = 0.5 A + 0.5 P 4 = 0.5(f76)+0.5(104) N F1.0O1 = 338 +52' = 390 cu. ft. 6 ' Volume at 8" depth = 0.67A + 0.891 = 0.675676) + 0.89(104) = 453+ 92✓ = 545 cu. ft. ✓ Pond Floor Area, A = 26 x 26 = 676 sq. R. Poud Floor Perimeter, P= 104 LF ✓ Volume at 6" depth = 0.5 A + 0.5 P = 0.5 (676) + 0.5 (104) = 338 + 52 = 390 cu. ft../ Volume at 8" depth = 0.67A + 0.89P = 0.67(676) + 0.89(104) = 453 + 92 = 545 cu. ft. ✓ 26 ?4 - FLIJD ▪ 5 FLOA c. POND 6: Pond Floor Area, A = (10 x 20) (14 x 6) 114 rr(14 = 200 + 84 + 154 = 438 sq. It Pond Floor Perimeter, P = 82 LF OVolumeat6 " depth = 0.5A +0.5P = 0.5 1 + 0.5 (82) = 219 + 41 / = 260cv.ft. Volume at 8" depth = 0.67A + 0.89P = 0.679138) + 0.89(82) = 293 +73 / = 366 cu. ft. ✓ "208" POND VOLUME CALCULATIONS - CONTINUED EXISTING PONDS - OFFSITE v' I I v =14- 0 0 e*************************** r******** sss s * * * * * * ** * * * ** * * * * * * * * * * * * * * * *sr Basin IA drains to the existing "208" pond in Lot 1, Block 2 of Ridgemont Estates No. 4 - 4th Addition, ( "Pond D ") at the southeast corner of 20th Avenue and Timberlane Drive. This pond was sized to take drainage from an area which included the south side of 20th Avenue from Thmbertanc to Sonora Street,' on the assumption 20th Avenue would slope downward toward the west in this section. As it turns out, a high point is being created in 20th Avenue at Station 22 +31.57, roughly halfway between the plat line and the centerline of Sonora. Original "Paved Area" of "Basin D" of Ridgemont Estates No. 4 - 4th Addition, including south half of 20th Avenue to Sonora Street within Ridgemont Estates North - 2nd Addition that was originally included in sizing "Pond D" = 6,820 sq. ft. (see attached data for RE. No. 4 - 4th Addition, dated March 6, 1992) Actual ]raved arts draining to "Pond D": From Original "Basin D" of Ridgemont Estates No. 4 - 4th Addition = 3,310 sq. R. of asphalt we From street and one driveway in Ridgemont Estates North - 2nd Addition = 2,740 sq. fry" TOTAL = 6,050 sq. ft. Conclusion: Since the area of asphalt pavement draining to existing "Pond D" is less now than it was originally designed for, the existing pond has sufficient capacity for drainage Basin IA of Ridgemont Estates North - 2nd Addition. V Basin 2A drains to the existing "208" pond in Lot 1, Block 3 of Ridgemont Estates No. 4 - 5th Addition, at the northeast comer of 20th Avenue and Timberlane Drive. This pond was sized to take drainage from an area ( "Basin F ") on the east side of Timberlane Drive north of 20th Avenue, including a paved temporary cul-de -sac. The cul-de-sac is no longer a part of this drainage area, since a drainage pond was ..designed on the cast side of Timberlane immediately north of the Ridgemont Estates No. 4 - 5th Addition plat line (see Ridgemont Estates North - 1st Addition). The portion of Ridgemont Estates North - 2nd Addition that drains into this pond is the north half of 20th Avenue from the high point at Station 22+31.57 to the west, which is a smaller area than the cul-de -sac was. Arta of cast part of cul-de -sac = 4,680 sq. R. (see attached data for "Basin F ", submitted) June 3, 1992) Area of 20th Avenue from High point to plat line = 1,610 sq.11. Conclusion: Since the area of pavement that is being added to the existing pond is less than the area of pavement that is no longer draining to the pond, the net effect is that the existing pond has sufficient capacity to accept the drainage from Basin 2A of Ridgemont Estates North - 2nd Addition. OK OK sio _ l is Um So in is a los . TvrE A : ND. 3 tD 23 Ly. 4 25.RT. � � J � Q�. 7 \ • T 11= 5O 1 ¢ Fu TiM NE DR. CONLT hJCT LF Curt CUTS, Sbrz/; 5tn. 15 4-15, Bor•. Li. A..'D RT. 1m R.1 'D rf,or.tr r 1 TYT_ - !Jo. 4- . 55 FLDO / POND "D" �\ I. nRLa• 0 r7. F.00c LLL • 95c �' 9:I DIDC 5IDPt_5 STn 2-n Tn � ( 5 :4-o5 •T. v a_ 7 � - \ . , v -z J � y / y y 93.3 ' cA i \; AS1 / , o. / t "` d 6 . V '4 7 '- POND " C F{oon sun.. 613 FT' tort [ 55 9 5:1 DIDC !. tOPLS STA.ID•ID To 19•1f ($bTTM AVE )2 65 KT. rweaaLE SITE Or rLnURC pPhl t4AG C FAGILI1ICS FCF, Bti5IN H \61 INN alme :me is Imo BASIN TD L AR /k So.. FT. f AVER AaE A SQ.F7. 1cDFS + li'wAyc C .Zo•e t ,000 SQ. Ff, PER- SC. F1'. S[ . PT. AA t PAJT . x 17 = "208" s1DPAGE D., u,. FT. PorJD \ /OLUME cu, FT. 140,550 134,190 2-4 oO 15,02:p 11,0 11. 10, 720 G, 620 22,soo 1 8,o6c) I; Soo ',5o° • 4-. 3e'/2 5+7_Q '! '/s of L-IZ li o r L -j I I 56,5 ?2 2 °,970 17-,22D 8,810 GeASS /LtJPSCP. 100,978 104,220 17,180 °3 70 •H W e t-E " WEST of PLAT - I D t 14.4,47 15'7,91 I a ',GO 72, 4Z0 488,000 n ify ! i 1 I 1,2....:3 1*i 16., - .80 12,420 5;560 ew t 15,IZO in c. X11,3 498.8 446.7 284.2- 662.5 '25 GA 448 334 928, Lryw =_LLS — _ - - - - 2 - „ 2_..b.. - "A 1 A' Z --- E UN au 2,4,00 27,000 CATS B + 2 e I' /a 40'580 39,420 1 104;039 118 4 °1 / 1 I 11,580 5 1,583 (0 1 5,000 1 . — 1.a L E. 4- i "-1 P u of-E. 2 , 52 - 15 120 (7.E.,46 ) 6,, TOO 232.5 570 (F.rvr -E) tEL n:07 ES nrJ Pt F.N RE 7 FtnvfE So IJrtL 51, • IJ •Orr :Iia ..A.. a LUL -ES E'7P. -rzz h3n — �j Pi P,$IIJ •' F" I IJ:1u CP@i_ t./ LP_ r P_L r.J, P..'b GE`f- 4c•,!T E17T\7i...5 I Jo,4 - Z , -lb ALbillOIJ (fGA51I 'C htiD •.U•• INCL.uGC OFFS 17C DI;huJf.(E . Fi.N 1 ftivlu 67 20 " / UC JUE /2-1,\EtAOItJ •G l,JCJ -"LES C,,- rs-vov (_ PE=Ur ktt :6E/1c+JT E"rf}•r•--, ,JO. 4 - 2* u AE,T>nlo oh =w •• b .. H WILL DItnJ TO Lc vJ e, L7,1 o,e P.,n'FC Cn fn l, [7i =c; eAc I,d_ • •• Hsi) ••[k” f C At- at/LAIE] For= Forut -E VSE, La 1- '0 DCJt.L -tt •-tSr TD E".ST or nil: r L NT ?e- r:CU>S. 03, 740 ( ) r.nv oPLN WJD 030 ( ask ; 3 o.S 3r &ssi S \dered 1- 'anofF ,nd sl:ed 1 o f &het .3 eltl O.1 .� 14 Er r wuv 7 1NfiDE rotor u*C5' 1 1 14 Io" PVC PIPE nen...0: V DRwe 30 L a -3.0 YL 3Be 1w („re rt. 37- owr(en A "Q Construct & Curb Cut tdeepe Sta.l6to8 eft and richt �' O NCI Two - Double Sorrel Or wells Typ Me.tal Frame trGrote y r'ipe No. 3 Spokane Court y Stan Timber lane 5ta. 19 +53, 28Lt. opGrate. Elev.42` -' 7;4, lane Sta. 19. Z .3, 28 L . Top Gre ttElev. 4Z Pon4 Floor Elev. 42' cuL.IDE -SAC EASEMCMT _ —�- PAJE t5iTE }' \ UI; -SAC R I 0 single Barrel OryweSt Type q" SEb�iane. County St with 5elid Lid TI.-bet line Sta.19 +23 Top of Lid Elev. 43 T. r =50 510E5 XCEPT LOW ENO 0 et MIN. 6 FLOOR. PROP. uN6 *OVERFLOW FROM DE \ MAINTAIN MIN. 170 SL FROM NORTH To Sou END DITCH AT SwALI Double Barrel C-kr• Metal Fram : G at Spokane Cou.rty stand S ta. 16 *to, 2...4 r• y` �x.17 \r3 Top Grate Elev. lo 5a.rr el G Pond Bottom, E v 1 at Frame '+ 6 . 11. 15 , 37... 1e -lord FSot-tom,3 P e, 3 o Gra4 9 M4. • . • rel Dr yvrells,Typ, 1 EF, °IN F" 1 AKEA- = -- -- Col -l9Z .FTZ. =. 1.55 Co ACi-E TOTAL A KEA et\v = 9184 F, (smalls:, As Frig rCLVrouS Svc/du + 4680 FT,!" (am .F'Ap_'I" OF CuL-OG -Sn ^- 1 Co = ..13, &4. _. .. .. .. (?..,cco 4 c000 `Tt1 J tor 1 . 1 1 . 1. 1 1 1 - -- C KcfS rDGVEwh'j iMPCwlou5 UNOLV, (c ". s S . %CGEMO,JT_. E`.TATCS No. 4 — �,�{ ACse1Tol4 &,-3- 3 5 tb po nID F fl.borz n • I \ • 1 3 LoT° ... 900G FT. L it, 8G4 ± ZG, 5 6 4 i- Fr Z. = . 0. 525 Aa gE — . 67, 791. — Zz- SS64- _ ` STOkAGC UGC -UNIE P�PuIF.t1) = 138��1 11� 1z" /rte = 578 W . FT. PGNj "F" VotUME e G "pen - K = 594 Gu. FT. AICQuerre ,2-6 FT- = I. pal 1 T1PE 1 . 5.30 Cu. Fr _rmg/1GC FEqut.EJ ....... pot--)1) "F VOLUME C'- 2" GC/TI -t o 3 ( 1, °" 5 = r l %Z cu . FT. APCgvATE 05 A +0 P z A-= + (161. (1s 3 3) 22'1. + v - + 594 = 1,093 P = 128.7 o '60q) + o 5 (Ra .7) 546.5 1- 48.3 = 554 C.u. w ITH 1 Si DC Sc.c+PE i pc i. Litt- L/1-ce. C'. C S = 0 ( Fc oo P . gper\) + 0 ( Fcoo j_ 1 1 1 1 DATE = 7/2S197I PROJECT NAME = RID6B1OUT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STOKMNATER DRAINAGE TO OH-SITE PONDS II SU8AREA 1 = .019 ACRES SUR8RE8 2 = .963 HCR[S — TOTAL AREA = 1.722 ACRES • UVERLNND FLOW VALUES 1 1 1 1 1 � 1 1 1 1 1 1 1 Ct = .15 L = 2') N = ^016 S = .025 ^0�� CHANNEL FLOW VALUES Z} = 72 = .172V1. N = .016d :2 ^ 6 = "O39 COMPUTED VALUES OUR = 5.00 I10 = � D10 = 2,8/}�r QA = 2.01 RATIONAL FURM'1LA HYnROLORY DESIGNER = U.U.C. BA5(N | SUBAREA 1 RUNOFF COEFFICIENT = "9 SU8tAkEA 2 RUNOFF SgEFFlCIEIT = .15 CUUPDS]TE RUNOFF COEFFICIENT = .4 � � �� ~~ �� BOWSTRING CALCULATIONS DATE = 7/26/93 DESIGNER = D.H.C. �1� NAME = SIMGE|�ONT ESTATES NORTH - 2ND ADDITION � DESCRIPTION = STORMNATER DRAINAGE TO ON-SITE PONDS 1 1 1 1 1 1 1 1 1 1 1 1 1 �� THE MAXIMUM STORAGE IS 826.97825301 CU. FT. -+ |owo i ,^t. �� S'»siTM �� ^�r u� = Cv.FT. ~~ 4 The time of concentration is 5 minutes. 1 t L Intensity Qdev. Vtn ;uut Storage (min,) (sec.) (in./hr.) (c.f.s.) (cu. ft,) (cu. [t.) (cu. ft.) 5.0 4 300 3.18 2.80 1127 700 827 10.0 600 2.24 1.77 1386 600 786 15.0 900 1.77 1.56 1567 900 663 20.0 1200 1.45 1.28 1664 1200 464 9 5.0 1500 1.21 1.07 1709 1500 fl09 70.0 1800 1^04 .92 1744 1900 35^0 2100 ^91 "80 1766 2100 -771 40^0 2400 ^82 .72 1009 2400 -591 45.0 2700 .74 ,65 1020 2700 -872 50.0 3000 .68 .60 1860 7000 -1110 55.0 3700 ^64 .56 1919 7300 -1331 6().0 76o0 .61 .54 1991 7699 -l609 65.0 7900 .60 .5^ 2099 7900 -1801 70.0 4200 .53 .51 2'00 4200 -2000 75.0 4500 .56 .49 2252 4500 -2248 30.0 4800 .53 .47 2290 4800 -2510 85.0 5100 ^52 .45 23,52 5100 -2733 90.0 .5400 .50 .44 2425 5400 -2975 - 95.0 5700 ^49 .13 2506 5700 -3194 100.0 6000 .48 .42 2592 6000 L '. N1� �The Undeveloped flow out is 1 c"f^s. '-� T1PE ^�� Dr.)°a-L- /,a Puui.) 1 TEN YEAR STORM CALC BASIN 1 1 1 PROJECT NAME = RlOGEMONT ESTATES NORTH - 2HD ADDITION DESCRIPTION = STOKMWATER DRAINAGE TO ON-SITE FONDS I SUBAREA 1 = .152 ACRES SUBAREA 2 = .1746 ACRES N� TOTAL AREA = .3266 ACRES � OVERLAND FLOW VALUES 1 1 1 1 1 COMPUTED VALUES DUK = 7.99 110 = 2.53 A 010 = .41 "~ OA - .41 o� . � 1 1 1 1 1 DATE = 7/26/97 Ct = .15/ L = 115 N = .4 , S = _005 CHANNEL FLOW VALUES � L = 50 ° 71 = 7.2 = N = .016 ° B = 0 S = "007 ^ bbe t TD = .129 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 2 SUBAREA | RUNOFF COEFFICIENT = .Y SUBAREA 2 RUNOFF [DEFFlClEN[ = ,15 COMPOSITE RUNOFF COEFFICIENT = '47905082,I,6 1 BOWSTRING CALCULATIONS � w� DATE = 7/26/93 DESIGNER = D.H.C. RAS1M 2 PROJECT NAME = KlDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STORMWAlER DRAINAGE TO ON-S1TE PONDS �� t t Intensity Qdev. Vin Vout Storase � (min.) (scc.) (in./hr.) (c'f.s.) (cu. [t.) (cu. Ft.) (cu. ft.) 3.0 C;00 3.18 .52 206 90 118 S"(/ * 479 2.57 .41 265 144 121 10.0 600 2.24 .77 279 180 15.0 900 1,77 .29 270 20.0 12()0 1.45 ^24 322 360 . -38 25.0 1500 1^21 .20 3 450 -122 :0.0 1800 1.04 '17 J.:- 540 35'0 2100 .91 .15 736 670 -291 � 40.() 2400 .82 .13 743 7 -777 I 45.0 2790 .74 .12 345 910 -465 II 50^0 7o00 .68 .11 751 -549 55,0 3300 .64 .10 ;61 990 - 629 �I 6O./) 7600 "61 .10 374 1080 -706 � 65.0 3900 .60 .10 394 1170 -776 ' I 70.0 4��0 .58 .09 �� Z�0 -340 75.0 4500 .56 .09 422 1350 -928 ~~ 80.0 4800 .09 429 1440 -1011 N� 85.0 5100 .52 .08 442 1570 -102R � � 90.0 - 5400 .50 08 457 1620 -1167 95.0 5700 .49 .08 468 1710 -1242 � 100.0 6000 .40 .08 482 1800 -1318 I THE MAXIMUM STORAGE IS 121.022740762 CU, F7. -* yuui> a_v"�.e 8`»«ir1 � � 2_36, cu.FT. I * The time of concentration is 7.909172 minutes. The Undeveloped flow out is .7 c.f.s. -+ Ve.yuER-~ .m . P0 y N� TEN YEAR STORM CALC � 1 II PROJECT NAME = RlDGEMnNT ESTATES NORTH - 21 ADDITION DESCRIPTION = STDRMWATEK DRAINAGE TO ON-SITE PONDS II SUBAREA 1 = .165 ACRES °� SUBAREA 2 = .142 ACRES II TOTAL AREA = .307 ACRES OVERLAND FLOW VALUES 1 1 1 1 1 COMPUTED VALUES DUR = 5.00 110 = 3.1G 210 = ^5� DA = .54 1 1 1 1 1 1 1 DAIE = 7/26/93 CL = .l5 L = 18 N = .016 S = .025 CHANNEL FLOW VALUES L = 110 Il = 40 I2 = .172 N = .016 = 0 3 = .01 TD = .l34 RATIONAL' FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 3 SUBAREA 1 RUNOFF COEFFICIENT = .? SUBAREA 2 RUNOFF COEFFICIENT = il5 COMPOSITE RUNOFF COEFFICIENT = .553074462541 1 BOWSTRING CALCULATIONS I � mm DATE = 7726/9: DESIGNER = D.H.C. BASIN : I PROJECT NAME = R1DGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STOHMW6TER DRAINAGE TO OH-S1TE BONDS N� t. t Intensity Qdev. Vin ;out Storage � (min.) <sec.) (in./hr.) (c.f.s.) (co. ft.) (cu. ft.) (cu. ft.) I 5.0 Y;4 300 3.18 217 9» 127 10.0 600 2.24 .38 267 130 C, 15.() 900 1.77 .30 301 270 81 20.0 1200 1.45 .2 5 321 360 -19 ~ �5,0 1500 1.21 .21 829 450 -121 II 30.0 1800 1.04 .18 3 540 -204 35"0 2100 .91 .15 340 410 -290 I � 40^0 2100 .82 "14 848 720 -872 � 45.0 2700 .74 .13 352 810 -458 I 50.0 7000 .68 .12 352 900 -542 55.0 330(> .64 .11 170 990 -�� 60.0 3600 .61 ^10 383 1080 -�97 � 45.0 3900 .60 ^10 404 1170 -766 � 70.0 4200 .58 .lo 424 1260 -8:6 75.0 0 I � 45 0 .5,11 ,09 4:4 1350 -914 G/).0 4800 .5: .99 441 1440 -999 I 85.0 5100 � .52 .09 455 ]530 -10T5 -- 93^0 . 5400 54� .50 .08 467 1620 -1151 � , ^. 95.0 5700 .49 .00 483 1710 -1227 I 100.0 6000 .48 .08 497 1200 -l�03 � -7›, . THE MAXIMUM STORAGE IS 127.065528 CU� FT. � ��,�� oo�-�e-�� xs�lD �� ea 2.55 io.F7`. w� t The time of concentratinn is 5 minutes. Tna UoUevelope� {low out is .3 cf.s. ~* riys |/o [nub 3 �.� p� TEH ',EAR STORM CALC 1 DATE = 4/26/93 PROJECT NAME = RlDGEMDNT ESTATES NORTH - 2ND ADDITION � � p=DESCRIPTION = STORMWATER DRAINAGE TO 0N-SITE PONDS SUBAREA 1 = .3512 ACRES SUBAREA SUE 2 = ^3069 ACRES 9UB�REA ^ m TOTAL AREA = "6581 ACRES /5 AC ~~ OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ct = .15 L = 20 N = .016 S = .3n5 CHANNEL FLOW VALUES L = 403 = 36 Z2 = .172 @ = .01,5 � = 0 S = ^053 TD = "l35 COMPUTED VALUES DUR = 5.00 {1() = 3.18 010 = 1.15 QA = 1^J5 RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 4 o CDMF'OS .1 'r 1 RUNOFF COEFFICIENT = .9 2 RUNOFF COEFFICIENT = .15 RUNOFF COEFFICIENT = .550243124145 % cer Leto efs mi el ImICES DATE = 7/26/93 1 1 1 1 1 1 1 1 1 1 1 1 1 1 [t - -15�� / r L = 10 N = .016 /// ' S = ^028 CHANNEL FLOW VALUES L = 360v ( `1 � �6� � /. Z2 = l7� . '^ N = .016 � B = 0 w^Ott- � = ,01 TD = .202 COMPUTED VALUES DUR = 5"00 Ii0 -" 3,16 010 = 1.16 QA = 1.46~^��w� RATIONAL FORMULA HYDROLOGY DESIGNER = D.H.C. BASIN 5 PROJECT NAME = RlDGEnnNT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STURMWHTER DRAINAGE TO ON-SITE PONDS "SUBAREA 1 = .4174 ACRES SUBAREA 2 = .55 ACRES ' ,TOTAL AREA = .9671 ACRES �� OVERLAND FLOW VALUES SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .473599=8433 � � � 1 BOWSTRING CALCULATIONS J/\TE = 7/26/93 DESIGNER = D.U.C. BASIN I PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION 1 DESCRIPTION = STORMWATER DRAINAGE TO ON-SITE PONDS L t Intensity Ddev. Vin Yout Storage ((win.) (sec,) (in./hr.) (c.f.s.) (ru, ft,) (cu. ft.) (cu. ft.) 1 1 1 1 1 1 1 1 1 1 1 1 ff.0 * :03 3,1R 586 90 496 10.0 600 2.24 1.()3 720 180 540' 15.0 900 1.77 .81 813 270 543 20.0 1200 1.45 .66 865 :60 505 25.0 1500 1.21 .55 838 450 433 30.0 1800 1.04 .48 906 540 :66 ' 35.0 2100 .91 ^42 918 630 2 88 10.0 2400 .82 .3R 940 720 220 . 45^0 2700 .74 .34 950 310 140 50.0 3000 .68 966) 900 66 55.0 3300 .64 .29 999 770 R 6().0 3600 .61 .28 1035 1080 -45 65.0 3900 "b'} .27 1091 1170 -79 7 0.0 4200 .58 .27 1143 1260 -117 75.0 4500 .56 .25 1170 11:s50 -180 20.: 4800 .53 .24 1190 1440 -250 85.0 5100 .52 .24 1227 1530 -30: 90.0 5400 . .2 1260 1620 -360 95.0 57(}0 .49 .22 1303 1710 -407 100.0 6000 .48 .22 1312 1800 -453 THE MAXIMUM STORAGE IS 542^5653864 CU. FT. -* po/�b 5 op Low*� ��^ �E�T� � = 54.5 t�. t The time o� concentration is 5 minutes. � �� 1 The Undeveloped flow out is c.f.s^ Tvrc ^/\`l>AY^/e:I'L. /w F 5 IITEN YEAR STORM CALC 1 RATIONAL FORMULA HYDROLOGV DATE = 7/2,E/93 DESIGNER = U.H.C. PROJECT NAME = RlDGEUOHT ESTATES NORTH - 2ND ADDITION m DESCRIPTION = 6TORNNATER DRAINAGE TO ON-SITE PONDS � n� S;6AREA 1 = .3128 ACRES SUBAREA 2 = ^81= ACRES TOTAL AREA = 1.3565 ACRES COMPOSITE RUNOFF COEFFICIENT = .372308690013 OVERLAND FLOW VALUES 1 1 1 1 I CHANNEL FLOW VALUES L = 190*' Zl = 36 22 = .172 N = .016 8 = o S = TD = .184 1 1 1 1 1 1 1 1 1 Ct = .15 L = 230 N = .4 � ^ /^ S = ,021^ COMPUTED VALUES DUR = 9.11 I10 = 2.37 010 = l^02 so � �� QA = 1^02 � BASIN 6 SUBAREA 1 RUNOFF COEFFICIENT = .9 SUSA8EA 2 RUNOFF COEFFICIENT = ^15 1 1 DATE = 7/26/93 BOWSTRING CALCULATIONS DESIGNER = D.H.C. BASIN 6 PROJECT NAME = 6lDGEMONT ESTATES NORTH - 2ND ADDITION DESCRIPTION = STOCMWATER DRAINAGE TO ON-SITE PONDS intensity DUev. Vin Vuut Storage (min.) (sec.) (In./hr.) (c.f.s.) :cu. ft.) (cu. ft.) :cu. Ft.) 5.0 100 3.18 1.37 550 300 250 9.1 * 516 2.37 1.02 747 546 200 10.0 600 2.24 .96 753 600 158 15.0 900 1,77 .76 028 900 -72 20.0 1200 1.15 .62 865 1200 I . 25.0 1509 1.21 " J 2 078 1500 10.0 1200 1'04 "45 889 1800 -911 I 15.9 2100 "91 .39 896 210� -1204 40.0 2400 .G2 �35 911 2400 -1487 ~- 45.0 2700 .74 .32 919 2700 -1781 U� 913 50^0 300� .68 9� 1000 -2067 � � 55.0 330u .64 .28 961 3333 -2119 N� 60.0 3600 .61 -26 994 3�(>� -2606 = 65.0 3900 ^60 .26 1047 3900 -2851 I 70.0 4200 .25 1095 '4200 -7105 75.0 4500 .56 .24 1120 4500 -��G0 80.0 1800 ,53 .23 1138 4 05.0 .5100 .52 1172 5100 -3923 � ' - � 90.0 5400 ^50 1203 5400 -4197 �� "� 95.0 5700 .49 . .21 1212 5700 -4458 100.0 6000 .43 .21 1278 6000 -4722 - THE MAXIMUM STORAGE IS 250.429857 CU. FT. `* Pot-it. (. voL_ E- 8 ^ 1)frTi - 1 = 3(06 ox.FT, * The time of concentration is 9^107544 minutes. � The Undeveloped flow out is 1 c.f.s. ~).- TliPE~ 8 " 11 *a�' | P0/112. L.0 �1' I TEN YEAR STORM CALC �� 1 1 RATIONAL FORMULA HYDROLOGY DATE = 4/2L/93 DESIGNER = D.H.C. I FROJECT NAM: = RIDGEMONT ESTATES NORTH - 2ND ADDITION - DESCRIPTION = STORMWATER DRAINAGE TO OFF-SITE I SOF.AREA 1 = ACRES _ SUBAREA 2 = .081 ACRES e ap C AR 11110TAL AREA = .1492 ACRES .1 an MKS 1 1 1 1 OVERLAND FLOW VALUES Ct = .15 L = 37 N = .4 = .008 CHANNEL FLOW VALUES L = 100 21 = 40 Z2 = .172 N = .01O B = 0 = .013 TD = .091 COMPUTED VALUES 1 DIJR = 5.00 110 = 3.18 /OK- 010 = .11 OA = -> TD esnC "Pom0 D a t-or-ti 3L.Ack-2.. gADGE-1-101.-3T ESTATES W. 4 4-126 Abp0101-3; S EE FC-A-KI U Ex! ST/ j-,00Dc-- tPFSI1C. 1 1 1 1 1 1 'BASIN 1A SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = . 15 COMPOSITE RUNOFF COEFFICIENT = .4626637560322 1 RATIONAL FORMULA HYDROLOGY I DATE = 1%26/93 DESILGNER _= D.H.C. BA'ASIN 2A ' PROJECT NAME = RIDGEMONT ESTATES NORTH -2ND ADDITION -- DESCRIPTION = STORMl7ATER DRAIN=,GE TO OFF -SITE "SUBA 1 = . C1.',::C ACRES/ _. SUBAREA 2 = . 1219 ACRES/ ' TOTAL AREA = .1502 ACRES OVERLAND FLOW VALUES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ct = .15 L = 115 N = .4 S = .005 CHANNEL FLOW VALUES L = 85 Z1 = 40 Z2 = .172 N = .016 B = U S - .014 TD = .07_ SUBAREA 1 RUNOFF COEFFICIENT = SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF COEFFICIENT = .1_ 09228824 COMPUTED VALUES DUR = 8.50 j OVA I10 = 2.46 O A = .13 EXISTl.1 "?°S P L LoY- 1 t&tc a of KiDGo^ok r Bs TNTES ova. 4 - 5 a ADDM - 1 ; SEE EXPLANAIloI� UIJ>tT EXISTING FOODS oFF51Tl=l DATE = 7/26/93 DESIGNER = U.H.C. PROJECT NAME = RIDGEMONT ESTATES NORTH - 2ND ADDITION 1 DESCRIPTION = STURMWATER DRAINAGE TO OF1= -SITE 1 SUBAREA 1 = .012 ACRES 1 TOTAL AREA = .012 ACRES 1 OVERLAND FLOW 'VALUES Ct _ .15 L = IS N = .016 9 = .028 1 CHANiNEL. FLOW 'VALUES L = �1 Z'2 _ .172 N = .016 E = G 1 S. = .009 TO = .0:_i 1 1 1 1 1 1 1 1 1 COMPUTED VALUES DUR = 5.00 / I10 = =.18 010 = .03 OA _ .0= > DRAWS or'r Sara 'ro oof -TH RATIONAL FORMULA HYDROLOGY BASIN 28 SUGAREA 1 RUNOFF COEFFICIENT = .9 COMPOSITE RUNOFF COEFFICIENT = 1 / 1 SUBAREA 1 =_ .016 ACRES SUBAREA 2 = .167 ACRES TOTAL AREA = .18: ACRES 'OVERLAND FLIJW VALUES ' Lt = .0 L 140 N = .4 S = .047 'CHANNEL FLOW VALUES 1 1 1 1 1 1 1 1 1 1 1 ID = 0 COMPUTED VALUES OUR = 5.00 / 110 = .18 P10 = . 1 GSA = 0.0 RATIONAL FORMULA HYDROLOGY ' DATE = 7/26/91 S DESIGNER = D.H. C. PROJECT NAME = RIDGEMONT ESTATES NORTH — 2ND ADDITION 'DESCRIPTION = STORMNATER DRAINA['3E TO OFF --SITE --> DRAJOS oFFSne: w N iorcm 6v• BASIN SA SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE RUNOFF CIJE7=FICIENT = .215571770472 1 1 RATIONAL FORMULA HYDROLOGY ' DATE = 7/26/93 DESIGNER = D.H.C. PROJECT NAME = RIDDBEMONT ESTATES NORTH -- 2ND ADDITION ' DESCRIPTION = STORMWATER DRAINAGE TO OFF -SITE :SUBAREA 1 = .0472 ACRES ' SUBAREA 2 = .U97 ACRES TOTAL AREA = .1402 ACRES OVERLAND FLOW VALUES C:t = . 1 5 L = :2 N = .016 ' CHANNEL FLOW VALUES 1 1 1 ' COMPUTED VALUES DUR = 5.00 I10 = ?.18 010 .17 DA _ .17 1 1 1 1 1 1 L = 95 Z1 = 76 Iii - ,172 N = .016 B _ 0 :i = .01 TD = .09 BASIN 5A SUBAREA 1 RUNOFF COEFFICIENT = .9 SUBAREA 2 RUNOFF COEFFICIENT = .15 COMPOSITE_ RUNOFF COEFFICIENT = .781098430813 OIN —* Draws of -FSITE -Fl cv.sr To $E I NJ Ct-ub eb PFopos t7 PAY oF• gtbGCMCSr Esn.res Mo feTH — 4�- AbbIToN — A511/J _ to = a25.0 DJ-F ou _ snit 1 1 11 m 1 1 11 1 1 RtDGGfAoyr EST/97E5 NOR-T1-1 A'Dbrrion..3 . _ CAPr% oF _ cutzts_ over-Th.--; e,..(mLers .P G 3_ FIG. 12 'Gu/Dth--0-/ES : ,/ - k-= 0.5 .5 0.36 eP 0 - -r- 2_, ES 0- , L_ 7 9.3 F 04.. / • I _. L._ _. _ .. ___... f .t5Ptsiba 2_ : = o: 41 c_c.s To .2_, • LE cuag • PIG • 11. , 2. : H 0.12_9 F. = o . 5 J kk/(A.-- o2-58 =--> FtG. 11 "GuiDei-wg.:5 •. . .1-17- 0.1343 H / 0.2-1 /z_ = 0.13 k = o . 5 e_ o. 54- c-p L 3.6 Fr, 1 , actg. cuts _1 .MAt9 3 1913 . • Ave UE • = o. 4-1 c.cs L 2 _ _ t* 3rEt.: 91..5 to_22_+ 94_. . _iPtsiy3 3: c?„, = o . 54 ocs To oPoiuttoG TD Po MD 3 _ e, CAA" LOLL; FT Sri\ 2S-1- L.- 2-0 TH . : . 1. Co /3 STr_o - Fr- tuipc ogggap e_srn ce, 2.3 8 to 23 +72-8 1 1 1 1 1 1 - om _Pot ._ao F.3_ EASik) 4 Q ie) = I t is c..-Ps to 10 L.FCtig.S_ olosni1/44C T PoND 4 oa coN ot.15.__G vE L- LPFt a- = 1 Q a 141 Q I _FIG (Co =- I = ._ _0 Fut o•J c.ARR-It_otieg_ 1,15 –0,81 0 c 1 C-Aisi 0 t) EP– 72_3 P_G Cht. 4? A D_D.i11.4.N) kgAl 1 — Psys to Lit 6 c---.Ps__Tq- PP6.1Jit--1__ :Fp_ P. is) D E „ _ sr/9 3±t '74- g-1 Sok.) o SWEET it _ _ 11 _ _ _ • H ° k 0.5 ay. = H/kr o,4- q /i- = 0. c 7/.-F q 2- 1.46 c.cS, L 4, • rip_ _5 _I-E__ CA-4R13 oPet-JE _F?or _G i-otAi PoINIT S TA ER +3 gr gENJZ__12RimC___ _ _ 1 1 1 cApec . a PC2k4fh,l_ G _ _ _ G. 3 oF 3 oda+ 0.6 c-1 L= 4-, = Q = 0.15 cokismicr 5- FT-WIDE CURB 12g P @ STA 38 _To_ o_t Ry g• VC _ _ _ _ 1 1 1 1- I iC fat- 4 - 0 t cur-LIC L.-cocaws_ tAZE _a t•I rri F_9 G _ _ 3o P _ _ 1 1 1 1 _L2FD grAuLP, asi_Fec,-. A 651 : .. L-= A C b -CVellin a iii. A _.... - n-k 1 S i s roCr-- A- Celli 1 oveve , wrteitc I-- ---. Le c•s-A/C. ...5. Pi: IN! G.....CtG ertr_ .P.I,Trett-I.c.:E. _ .._ . _ _ 4rPMc FercE 14C P 2-4 r 5o, cot-3 Q A ( s s 11) 2 - _ 8.44 132-c; jSp jC —r acr 4306.1 VT. ee-Q .Srr,:ea • 1- _= "??20 ..G.KAPCS.;...=._.*_G 17. .-e. C:). ot- 132-5 ( • V. C. IS OK ceorr 0.4.eve. - ,a3.63 eecip _17 p. 0 .. I . .1_ .-z A LssbY / 3 2--■3 iz 6324 . ,1 i s 4. ao 0 - _ --I (4 G Siva it a. A ." 5 ztost racineer) 'tilt - rifest cialoms) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • U h B • • 318t.7.71. ltittmgi'a; • '& it.rititeti.,' ! 4141. b rtiC0' ni; tr A i • j i t ' POI kt h■f . :11? -'4 1 .1 e p t11 " li ° ■ iciAN0111., 44 03 h Cblig: ' • z" f.f4t a ar 40 4 1. 1 b ' c. ii • ......-st p...„ 2.4„ „Ntk (Joins sheet 85) ., OP Ititn tl-Pi, .4'44' .P 11 fl : 11 1 1 . st ..4 7LC4tfila l i . 25 :: ' C co : t 4 .0 f 2: c C.P'•':; 4i: y . ...), •-•paii ,r ! 6, V.4 • , , H eY :I I I �j ,. rcie;?Pit 1 17 ' , F 0 4.'.1Vsi ,4 itc,:xar • itr.. :Mt A JO I L *TT , t141 1 4 1 1 titfittal74.; 1311D SPOKANE COUNTY, WASHINGTON — SHEET/UMBI R.44 E. 1 R 45 El dt Pit wai ‘Nisii‘Si AND 'A 4 131::11 1 1 , r I . • r BaB 1 1 II 74 Map symbol DsC DsD DvD EkB EIC [ID Em FaB , Freeman silt loran, 5 to 20 percent slops. Fa83 Freeman silt loam, 5 to 20 percent elopes, severely eroded. FaC3 Freeman silt loam, 20 to 30 percent slopes, severely eroded. Fm GaC3 Garfield silty clay login, 0 to 30 percent slopes, acvcrcly eroded. GgA GgB GnB GpA GpB GpC GpD Dragoon stony silt loam, 0 to 30 percent slopes. Dragoon stony silt loam, 30 to 55 per- cent slopes. , Dragoon very rocky complex, 20 to 55 percent slopes. Eloika silt loam, 0 to 20 percent slopes. Eloika very stony silt loath, 0 to 30 per- cent slopes. Eloika very stony silt loam, 30 to 55 percent slopes. 1 indent silt locus. Soil name Fresh wale' marsh. Garrison gravelly loam, 0 to 5 pet cent slopes. Garrison gravelly loam, 5 to 20 percent slopes. Gm8 Garrison vet gravelly loam, 0 to 8 percent slopes. Garrison very stony loath, 0 to 20 percent slopes. -_ Glenrose silt loam, 0 to 5 percent slopes. G leurose nil t loam, 5 to 20 percent slopes. Glenrose silt loam, 20 to 30 percent slopes. Gleurose silt loam, 30 to 55 percent slopes. SOIL SURVEY Description of soil and site Similar to Dragoon silt loam, 0 to 30 percent slopes, except that the surface layer is stony. Dragoon part similar to Dragoon silt loam, 0 to 30 percent slopes, except that depth to bed- rock ranges from 10 to 20 inches. Rock out- crop included in this complex. Medium-textured, well- drained soil formed from U to 24 glacial till containing at large amount of vol- canic n51t in the surface layer; underlain by 24 to 4 -4 gravel at depth of 30 to 60 inches; occupies 44 to 53 undulating, moralnelike topography. 53 to 60 Similar terEloika silt loam, U to 20 perccut slopes, except that they are very stony throughout. Similar to Garrison gravelly loan, except that the surface layer is very stony. Very deep, medium - textured, well- drained soils formed from acid igneous glacial till; surface layer influenced by loess and volcanic ash; on gently rolling to steep uplands. TABLE 6.— JirieJ descripttuns of soils and ti Depth from surface i\lediu n n -texts red, somewhat poorly drained, ' 0 to 26 alkaline soil formed in alto vium from calcar- eous silt, volcanic ash, and diatonite; depth 26 to 41 to water table fluctuates from near the surface to about 6 feet. 41 to 60 Very deep, moderately well dallied upland soils With me -tee W red surface layer and medi- um or moderately line textured subsoil; formed from sill on rolling to hilly uplands. Shallow, swan my, intermittent ponds and fringes around hakes that have a fluctuating water table. Engineering data is nut given, as land type is toe variable. Very deep, well - drained soil developed in loess 1) to 8 'on ridgetups and knobs on the rolling to hilly 8 to 23 uplands ill t110 Palouse suit area. 23 to 61] Gravelly, m ediu m - textured, somewhat exces- 0 to 15 aively drained soils farted in gravelly glacial 16 to 44 ou trash material from a variety of acid, i 44 to 60 igneous pare 1 rock; on nearly level to mod- era tety .sloping terraces; depth to mixture of sc gravel, and cobblestones ranges from 25-4 to 5 feet. Similar to Garrison gravelly loam, except that the silt face 1 tyer is very gravelly. Very fine sandy lua Sandy clay loam. 0 to 22 Silt 10:1 111 22 to 72 , Silty clay loam__ 0 to 15 15 to 44 44 to till Cla> ilica Lion USDA texture Silt loa Gravelly loam__ Very gravelly salt loans. Gravel Silt Iomn Silty clay loam__ Silty clay Silty clay lo Gravelly loans . Vert/ gravelly lo: Saud, gravel, :ma cobblestones. Very gravelly lo: Very gravelly lo: Sand, gravel, am cobblestones. 0 to 72 Silt loam 82.23' 5 Double Barrel Drywell,Type "B" with Metal Frame & Grate, Type No.3 S.- •ne County Standard, Sta.23+85 of Sonora Street op of Grote 2022.50 See Detail "A" 0 tb ■ t o PAT Bottom of Pond Floor Elev. 2022.00 See Detail "A" r D}ainage Easement Bo 0'. LOT 4 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION 4 - - - -- 0' Sett 3� 6,0609 t util\ y E °5en�e 0 oft, L1ne Drainage Easement r Curb Drop 1 o" Deep x 10 LF Sta. 23 +50 to 23 +60 LTl Sonora St., w oncrete Curb_!nl . Type 1, L =10' / ______.----51)okane County Standard t/ Detail See °A" 0 AI S F � . � JULY 28, 993 x23355 GRAPHIC SCALE (IN FEET)FepRU1 0 10 20 40 . O rd hu.u�arv+a.rar. I 1" = 20' S impson Engineers, Inc. CIVIL ENGINEERS It LAND SURVEYORS N.9n9_ ARGONNF_ ROAD sPOK I II r>,..o.0 I S.441 Z o$ D €A4C, PLAT 82.23' 5 setback 1 t 0, gu;tdin9 Ease utaay g 0 4 SO LOT 5 BLOCK 1 RIDGEMONT ESTATES NORTH 2ND ADDITION a N tP O N O - bottom of Pond Floor Elev. 2022.00 See Detail Double Barrel Drywell,Type "B" with Metal Frame & Crate, Type No.3 e County Standard, Sta.23 +85 f Sonora Street op of Grate 2022.50 See Detail "A" Curb Drop. 1" Deep x 10 LF Sta. 23 +50 to 23+60_“..--- Sonora St., witF .Cor Crete Drainage Easement Curb trtcType 1, L =10' S okane County Standard See Detail 'A" X017 X11 - ' V " JULY 28, 93 GRAPHIC SCALE (IN FEET) 0 W 20 40 r�slrrr �.+r�.rrrurir = 20 rounded 14401 Vimpson Engineers, Inc. CI'1L ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 P11 926 -1322 • GRA ST Bottom of Pond Floor Elev. 2038.00 Floor Area 266 sqft See Detail "A" — A = 90'00'00" R = 20.00' T = 20.00' L = 31.42' O Curb Line rrl 85.00' 10' Utility Easement 1 17'x25' Drainage Easement 100. 00' N33'41'45 "W LOT 1 BLOCK 2 RIDGEMONT ESTATES NORTH 2ND ADDITION 1 4' I I T N N14' 114' I - 30' Building Setback 17' O 7' 18' _c CNI O H 0 0 r 0c 0L a 1 0 0 0> ✓ C 5. C .D 19 1 • N 0 rn - L O (.0 � c O A � O ] N Q i E c c9 P _ 5 m 0 I CJ O c O w N _ — 0 I N 0 0 s Y O T a 0) C O C.-f) O '2 V11-- U 1 30' JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 1' = 20' ro.,na.a 1.044 Vimpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS 19.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -1322 18' O y a co c nv o O rnQ a_N N, o 5 0 = y v o Ew%d o 0 0 ' .6000) m u_ v (n m c U A = 90'00'00" R = 20.00' T = 20.00' L = 31.42' 7' 1 0' O 0 0 E 0 T Ls- O 30' 1 27' �� `-2 N� A 0 u 0 a w N 0 c a m 0 r'1 L. 20th Curb Inlet, Type 1, L =5' Spokane County Standard See Detail "A" F4 Spokane County Standard, St 35= L-t —of—C7 20th = Avenues Top of Grote 2039.00 See Detail "A" 100.00' N 56'18' 15 "E Curb Drop," Deep x 5 LE Sta. ER 23 +67.8 to 23 +72.8 LT 20th Avenue, with Concrete 1 30' Building Setback 17'x27' Drainage Easement 10' Utility Easement 80.00' AVE. 2• 3 9 .53✓ Single Barrel - Drywell,Type "A" with Metal Frame & Grate, Type No R-T c 26 1 16F GRAPHIC SCALE (IN FEET) GS 10 20 40 Ok LOT 1 BLOCK 3 RIDGEMONT ESTATES NORTH 2ND ADDITION Curb Line .LJ O In O O • M ro r'] (n JULY 28, 1993 1 "= 20' °undo] IYb 5 tmpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926 -1322 1 1 \ 1 1 = 90'00'00" R = 20.00' T •= 20.00' - L = 31.42' (f) LOT 2 BLOCK 4 RI9GEMONT ESTATES NORTH 2ND ADDITION Single Barrel Metal From Spokane Co Sta. 1 +10 Top of Gra See Detail "A rywell,Type "A" with & Grate, Type No.3 Standard • of C 21.50 f Bottom of Pond Floor Elev. 2021.00 Floor Area 676 sgit See Detail "A" r Curb Drop, 1" De :p x 10 LF orb V� Sta. 1 +24 t 34 RT with Concrete �Cyrtr(nlet, type 1, L =10' pokane County Standard See Detail "A" I� 2° JULY 28, 1993 e S. °P‘ C tt29\ GRAPHIC SCALE (IN FEET) wzz n k� 0 10 20 40 c �G= 1 " =20' f auna 11146 t l o impson Engineers, Inc. CIVIL ENGINEERS k LAND SURVEYORS N 909 ARGONNE ROAO S POKANE. WA 99272 PH 926 -1322 1 Single Barr M rame &Grate — <. No.3 andord, Sto.23 +70 lam„' •�� Sonora Street op of Grate ---2022.50 Z4 P-T, ee Detail "A" R6 t3t u Curb Drop, - 61; Dee Sta. 23 +52-to +57 RT 5 L, with Concrete Curb Inlet, Type 1, L =5' Spokane County Standard See Detail "A" Ft, 4.e.ap Curb t as PLAT • Bottom of Pond Floor Elev. 2022.00 Floor Area 676 sqft See Detail 5 2� LOT 1 BLOCK 5 RIDGEMONT ESTATES NORTH 2ND ADDITION 28'x34' Drainage Easement JULY 28, 1993 1" = 20' ro..,wa 19w = 90'0 \'00" T = 20.00R = 20.00, ' L = 31.42' r . tnimano . '•1 S impson Engineers, Inc. CINL ENGINEERS & LAND SURVEYORS NJ.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926 -1322 GRAPHIC SCALE (IN FEET) 0 10 20 40 rn 0 SO N Double/Barrel DrywelllTT pe— : wit Metal/Frame &Ee, Type No.3 Spo__ -- aunty Standard, Sta.21+30 of c Sonora Street Top of Grate 2024.50 See Detail "A" PLAT 2 LOT 1 BLOCK 6 RIDGEMONT ESTATES NORTH 2ND ADDITION Bottom of Pond Floor Elev. 2024.00 Floor Area 438 sqft See Detail "A" at 90'00'00" R = 20.00' T = 0.00' L = 1.42' 1 1 Curb Drop, ?" Deep�x 5 F Sta. R 0 +38 to 0 43 T Renz rive, with Con rete Curb Het, Type 1. L %5' Spokan County Stan Ord See De ail "A" G .L. e2.n5.0 23',27' Dr inage Easeme CT r IP ro.,we ,we JULY 28, 1993 GRAPHIC SCALE (IN FEET) 0 10 20 40 � r1u.aur.rrr..Ew 1 " =20' S impson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, 'AA 99212 PM 926 -1322 POND ENTRY ''ASPHALT h "L' =2 MINIMUM OR AS EDGE OF PAV'T. SPECIFIED ON PLANS OR BACK OF CURB U O 0 U Q Q "208" POND : SECTION DETAIL P 5. Q a w u 0 W E— VARIES, 3' MIN. NOT TO SCALE o O_ o 0 J J V_ LL o 0 z z o 0 0- O. opt CONCRETE CURB INLET, 4" PORTLAND TYPE 1 SPOKANE CO. STD CEMENT CONCRETE DRYKELL PLAN VIEW: \ POND ENTRY DETAIL A„ RIDGEMONT ESTATES NORTH - 2N2 ADDITION BACK AND SIDES OF '208' POND TO BE HIGHER THAN PAVEMENT SIDE VARIES L I " 4' MIN. DRYVELL GRATE Y I LINE POND WITH GRASS SOD N POND FLOOR SLOPE SOD TO TOP OF DRYWELL OR MASTIC ANY EXPOSED JOINTS Vimpsan Engineers, Inc. CIVIL ENGINEERS k LAND SURVEYORS N.909 ARGONNE ROAO SPOKANE. AA 99212 PH 976 -1372