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24907 PE-1414K
l ~ 707 W. 7TH AVE. T R A N 5 M I TT A L SUITE 200 SPOKANE DENVER WASHINGTDN 99204 P 509 458 6640 S PO KAN E F 509 456 6844 RECEIVED CLC A550CIATES SALT LAKE cITY OCT 18 1002 ope ~y : SDokane Countv DATE: 10, RIOZ R To Div. of En4ineerina and Roads PROJECT Rivewalk Commercial NAM E: PROJECT ATTN: UMBER: Gary Nyberq N s020317 WE ARE SENDING: X ENCLOSED UNDER SEPARATE DOCUMENTS COMPUTER D15C8 ~ 7 PRINTS REPRODUCIBLES 7 REPORTS 7 OTHER COPIES DESCRIPTION - 1 Submittal Checklist 1 Street and Drainaqe Plans with Erosion Control Plan 1 DrainaQe Report 1 Cross sloqe arade calculations Of ~~LAL PUBLIC DOGUMEN1 1 Aqreement to pay fees ~ PflOJECT # ~ SUBWTTAl 0 METUR4q TO COUIVTY 8 oy . rt'sr FOR YOUR U8E X FOR YOUR REVIEW FOR YOUR APPROVAL SENTPERYOUR REQUEST a , EXPRE5S X MESSENGER PICKUP U.S. MAkIL~~~~i~ l. R E M A R K S: Enter remarks here - TAB to next line ~ C O PY TD: fle eY= Mark Krigbaum " i , - Submittal Checklist - Submittal #1 for Road & Drainage Proj ects in Spokane County - Plats/Short Plats This form needs to be included with each plan submittal to the Spokane County Engineer's Office. Date: October 11,2002 Proj ect Name: Riverwalk Commercial Spokane County Proj ect No.: Project Engineer: Todd Whipple (Mark Kriebaum) Phone: (509) 458-6840 Project Applicant: Cliff Mort, Neip-hborhood, Inc. Phone: (208) 929-1070 A. Preliminary Process Prior to submittal of road and drainage plans, the following events are to have already occurred: M An "Agreement to Pay Fees" has been submitted. ❑ At least one Pre-Design Meeting has been held with County staff at the Engineer's Office. B. Road and Drainage Plan Submittal The items listed below need to be provided as a minimum with each road and drainage plan submittal. Item Description MYes Road and drainage plans, one set. ❑Yes Each plan sheet of record is signed and dated by the project applicant. MYes Drainage report, one copy. HYes The plans, drainage report, basin maps, and any other calculations are stamped, signed and dated by an engineer licensed in Washington. ❑Yes ❑Prev* MN/A Inspection agreement between the project applicant and its engineer. ❑Yes ❑Prev NN/A Geotechnical report, one copy (Include all soil test pit/boring logs). ❑Yes ❑Prev MN/A Structural pavement calculations, one set. MYes ❑Prev EIN/A Cross-slope grade calculations - for road widening projects. ❑Yes ❑Prev ZN/A Fire district approval for private roads. ❑Yes ❑Prev NN/A Lot Plans (req'd for every lot with easements other than utility or border). ❑Yes ❑Prev MN/A Any applicable State and Federal permits were obtained (i.e. HPA, JARPA, etc.) and a copy of the conditions is included in the plan submittal. ❑Yes ❑Prev MN/A Maintenance manual and sinking fund calculations for privately maintained facilities. ❑Yes ❑Prev MN/A A draft copy of the Homeowner's Association CC&R's. ❑Yes ❑Prev MN/A Legal description and exhibit for any easements (County will prepare). HYes ❑N/A Erosion Control Plan to be included with plan submittal. ❑Yes ❑Prev ON/A Sight distance analysis. *Prev = Previously accepted by the County Engineer • r ! ROADWAY WIDENING SPREADSHEET Instructions... A. Shaded Gells are calculated automatically Project Name: Riverwalk Commercial Site B. Copy the example lines as many times as necessary (rows 13,14 and 15) C. Input the nan•shaded data Date: Sept.10, 2002 D. Check curb slope between sta., slope should be > than 0.5°,b, see engr. If less E. Remember to force lowpoints when street is extremefy flat F. For Statfon type in the raw number ie 1000 for 10+04 do not rype the Station Elevation Distance to Elevation S op C Dist. From Sawcut C«a c 0= e fte I -afe-M-00011 Selected •o Sa C~r oC at CL Sawcut at Sawcul to a u to EOP a~- o EO •~0 f o EOP Be~ en = e (ftl (ft) sa~n!c Elev. ° G.~ae . a,t o 10+33,43 2038.59 ~ 8 2038.52 0 8~~ 17 10~ y118 2038.18 - 0o 203 7~ a o 10+50.00 2038.43 8 2038.40 a7° 17 2•2 2038.06 U o 20~3 o 416 10+75.00 2038.32 8 203821 .°0 17 M 2037.87 0~ 0 238. • 'OO • ~ 0 11+00.00 2038.36 8 2038.24 M 17 M'@ 03 8 2037.74 '°o 03813 0. 11+25.00 2038.36 8 2038.26 -5 17 •03 ' ~ 0 m 2037.61 ~ ° •03 . U ~o 11+50.00 2638.36 8 2038.30 Vft 17 Or aow 2037.74 0 • , ,r o 11+75.00 2038.38 8 2038.33 AM 17 •0~ • 2037.87 038 6 12+00.00 2038.39 B 2038.29 ° 17 2037.74 o - °o 12+25.00 2038.41 8 2038.26 88 17 2037.61 o 038 0 ,r 12+50,00 2038.43 8 203829 %M 17 ' Mll~t 2037.74 0S. 5" ° o 12+75.00 2038.44 8 2038.32 0 17 2+ 9~.• 2037.87 •0~38. 6 ' o 13+00.00 2038.44 8 2038.34 5 0 17 •8 ~ • • 2038.00 ~ •0~ • 4~ . 13+25.00 2036.45 8 2038.36 ° 17 .2037.81 2038 26 13+50.00 2038.48 8 2038,36 20° 17 038.~~ 2Q 2037.74 2U$ . 0 • 2°0 13+75.00 2038,52 8 2038.36 2 00 17 Aw • U 2037.87 8/o Nm26 05~0 14+00.00 2038.55 8 2038.39 2"0 17 03 .4 2038,00 29 U , 14+25.00 2438.55 8 2038.39 17 U3 . &O M 2037.87 2 ~ vo 14+50.00 2038.55 8 2038.39 00° 17 0 • ~ • 3 2037.74 ~ o 038 U. Y2 0 14+75.00 2038.56 8 2038.39 IRTM, 17 3.0 • K 2037.87 20~ •.26 0 14+98.97 2038.57 8 2038.39 '0 17 OK . ~ • • 2038.05 A38 w dK J:1lDoamentS0209171pave.widenNg2•suB ~ 9:01 AM ~sc I S P O K A N E C O U N T Y DMSION OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMENT December 23, 2002 Todd Whipple, P.E. CLC Associates, Inc. 707 W. 7th Ave., Ste. 200 Spokane, WA 99204 Re: 12/13/02 Resubmittal - Final Review Mission Avenue Improvement Plan Riverwalk Commercial (P-1414K) Todd, The previous review issues or revisions were addressed on the revised plans. The newly submitted channelization plan has been reviewed by the Traffic Engineer, Bob , Brueggeman. His primary comment is that the proposed "2-Way Left-Turn Median/Left- Turn Only" lane needs to be changed.regular lanes with a"Right-Turn Only' pocket at the intersection. (See enclosed mark-up) Please submit the mylar set incorporating the channelization changes for our construction . plan acceptance. As a reminder, an Engineer's estimate of the construction quantities will be needed if a performance surety is being used by the plat Developer for these road improvements. I may be reached at 477-7257 regarding these comments. Sincerely, lAte e&4 Gary W. Nyberg, Plan Review Engi.neer Development Services gwn/g:/plats/P 1908;MissionReview2.doc 1026 W. Broadway Ave. 9 Spokane, WA 99260-0170 9 (5d9) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 ~ • 707 W. 7TH AVE. T R A N S M I TT A L SUITE 200 SPOKANE DENVER WASHINGTON 99204 P 509 ass 6840 S P O KA N E F 509 456 6944 CLC A55OCIATES SALT LAKE CITY To• Spokane County Engineers DATE• 12-13-02 1026 W Broadwav Avenue PROJECT Riverwalk Commercial Site NAME: Spokane, WA 99260 S020317 PROJECT ATT N : ~ Gary NvberR NUMBER. C-r ca a _~_Iw 11.w m W E A R E S E N D I N G: SPOKANE COIIti'rv r:n,r_in1r_r_o X ENCLOSED UNDER SEPARATE , DOCUMENTS COMPUTER DISCS X PRINTS REPRODUCIBLES REPORTS OTHER COPIES DESCRIPTION (lset) Resubmittal of streets, drainaQe and channelization Comment letter from vou, dated 11/27/02 r Cir. K-wl. rutlLIt. UtX,UIvicNT SPOKA~tiE COUNTY ENGJNEEA'S OfFK'.F 09, lAi PROJCCT !r I S ~ , - TY M NGlNEER FOR YOUR USE X FOR YOUR REVIEW FOR YOUR APPROVAL SENT PER YDUR REQUEST EXPRESS X MESSENGER PICKUP U.S. MAIL REMARKS: a IV/` C O PY TO: File aY: Todd'R. Whipxe, P. E. Vice-President { . ~ Q ~ Zp02 ~ ~ O K A N E G O U N T Y J DIVISION OF ENGINBERING A1VD ROADS A DMSION OF THE PUBLIC WORKS DEPARTMENT ~ November 27, 2002 . . . . , Fio JOB# Todd Whipple, P.E. ; S O2d ~/'y CLC Associates, Inc. - - - - [h CC: 1_isi Initizl 707 W. 7 Ave., Ste. 200 Spokane, WA 99204 . Re: Mission Avenue Improvement Plan - ls` Review Riverwalk Commercial (P-1414K) . ~ Todd, I have made a review of your submitted street plans and drainage report for the proposed Mission Avenue improvements. I just received your supplemental background information, which helped answer the lane configuration and pavement section issues for Mission. Please be aware that this letter is for the detailed review of these construction plans and regards the Mission Avenue improvements only, and is not intended to address aoy of the other final plattiag requirements at this time. These design documents are in general compliance with the applicable preliminary plat conditions and applicable 1999 County road standards & 1998 version of the stormwater guidelines per the latest plat extension. Following are additional considerations or revisions that are still necessary to allow final plan acceptance by the County Engineers: • A channelization plan is needed for Mission to operate as a 3-lane road. • I suggest using a wider 40' approach for the unknown future needs, or better yet, use a flared high-volume approach on the arterial if the basic driveway width remains 24'. j~~~l'~• Why locate the Pond A2 drywell outside of the easement or outside the swale at all? Please submit (1) paper set of the finalized road plans for a final review before ruruiing the road mylars. Also, if a performance surety is needed to support the final platting schedule please provide an Engineer's estimate of the construction quantities in order for me to set the surety amount. I may be reached at 477-7257 regarding these comments. Sincerely, ~ Gary W. Nyberg, Plan Review Engineer Development Services 1026 W. Broadway Ave. • Spokane, WA 99260-0170 9 (549) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) 9 TDD: (509) 477-7133 r ~ ' S P O K A N E C O U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT DIVISION OF PLANNING MEMORANDUM TO: Division of Engineering and Roads, Transportation Engineering, Scott En elhard c/o Sandy Kimball -o.h . ~ i Division of Utilities, Information Services, Jim Red Division of Utilities, Stormwater Utility, Brenda Sims Spokane Regional Health District, Don Copely Spokane County Fire District No. 1 Consolidated Irrigation District # 19 Central Valley School District #356 FROM: James Richardson, Associate Planner ~ DATE: October 29, 2002 RE: Proposed Final Plat of Riverwalk Commercial; PE-1414-81 Enclosed find copies of the above referenced proposed FINAL plat to establish one (1) commercial lot containing approximately 8.79 acres. The subdivision is bounded by Barker Road on the west and Mission Avenue on the south in the SW `/4 of Section 8, T 25 N, R 45 EWM. Please review t11e proposed final plat and forward any comments to me by November 12, 2002. If you have any questions you may contact me at 477-7168. . . , Enclosures copy w/o enclosures: CLC Associates; 707 W. 7`b Ave., #200; Spokane, WA 99204 RECEIVED 0CT2g2002 . SPOIUWE COUNTY ENGINEER MAIL STOP PWK-1 • 1116 W. BROADWAY AVENUE • SPOKANE, WASHINGTON 99260-0220 PHONE: (509) 477-7200 • FAX: (549) 477-2243 9 TDD: (509) 477-7133 ~j „ . ~ ~ ~~r► ~ ~pU . ~ . . . . . ~ ~ . ~ . ~ , . . . - . . . . ~ : . . . . . . . ~.a,oz ~ : . ~ , . . ~ • . ~ . . . . . ~ a., ~ . ~ ~ . ~ ~ ' . . . . ~ ~ ~ . ' . . _ . . . . . . . ~,a~o~~ . ~ ~:9.~eo2: ~ . 1~ . s : , . . . : Jodiao~ ~ . ~ndi~ . . ~ ' . . . : ~ indiwa , . : . . , . . . 3.41tl1~ • . . . . 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Z~IVING CLA IFICATI N Recorded Land Actions ~ ss o s o~ Nordl N(7IE: If a"("' follows ~he planrung iile number that follows the zoning classification, long Plat Outline ~-~~~.y: Sper o_......_...: Special Conditions ~ conditions have been applieci to that re~.~ne. Pleas~ review the file and consult a planner cnnceming ! ~ i~ ~~t: ~ those cond~Uons before m bmdm s h~r; P ir 14 Sec~'wnsh alui~ any g comrivtment~. S~ a~ G e 1. ~ „ g ~ ~ 1!4 Section lines ! - - - UR~.S UR~2 SRR 5 EA B~ ~ . - _ _ ~ Rai>> 1-~ MZ ~ ' ~4~_ tA1ti.-1~~Nr~n:r . , ~ Railway i ~ URa SR~ SRR~ A G B~ I~ Fl. I ~-r Histarical Lon Plat Outline 8 ~ ~~~0 ! UR~ 2 SR-~ 12 RS RR-~ 0'_ B 3 I-3 ~ Du~ectar of Plamung ~ , ~ ~ I~ ; ~ ~ S P O K A N E C O U N T Y DMSION OF ENGINEERING AND ROADS A DMSION OF THE PUBLIC WORKS DEPARTMENT November 27, 2002 Todd Whipple, P.E. CLC Associates, Inc. 707 W. 7''' Ave., Ste. 200 Spokane, WA 99204 Re: Mission Avenue Improvement Plan - ls` Review Riverwalk Commercial (P-1414K) Todd, I have made a review of your submitted street plans and drainage report for the proposed Mission Avenue improvements. I just received your supplemental background , information, which helped answer the lane configuration and pavement section issues for Mission. Please be aware that this letter is for the detailed review of these construction plans and regards the Mission Avenue improvements only, and is not intended to address any of the other final platting requirements at this time. These design documents are in general compliance with the applicable preluninary plat conditions and applicable 1999 County road standards & 1998 version of the stormwater guidelines per the latest plat extension. Following are additional considerations or revisions that are still necessary to allow final plan acceptance by the County Engineers: I • A channelization plan is needed for Mission to operate as a 3-lane road. • I suggest using a wider 40' approach for the unknown future needs, or better yet, use a flared high-volume approach on the arterial if the basic driveway width remains 24'. • Why locate the Pond A2 drywell outside of the easernent or outside the swale at a11? Please submit (1) paper set of the finalized road plans for a final review before running the road mylars. Also, if a performance surety is needed to support the final platting , schedule please provide an Engineer's estimate of the construction quantities in order for me to set the surety amount. I may be reached at 477-7257 regarding these comments. Sincerely, ~ Gary W. Nyberg, Plan Review Engineer Development Services 1026 W. Hroadway Ave. • Spokane, WA 99260•0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Eloor) • TDD: (509) 477-7133 ~ i ~ - F-LF- A55OCfa4TE5 D E N V E Ft S P O KA hl E f SALT LAKE CITY i I I' I ~ - . . . . - • ; I I I I ~ I I ~ _ - - - - - . : r.. II 1 DRAINAGE iZF 1'UtZT for Riverwalk Commercial Site i ' t 0~Fi(,,1A.L E'U d Lil, U'-^. SPOIViNE COUNTY ENGJNEER'S ut PADAeT 0 O PiARrw. SUBM'1'J11. ~ MMRR TO COUNTY CNGM E 4 DRAINAGE REPORT II 001 for RIVERWALK COMMERCIAL SITE Spokane County, Washington September, 2002 CLC JOB #S020317 Prepared by: CLC Associates, Inc. 707 W. 7th Avenue, Suite 200 Spokarre, WA 99204 (509)458-6840 This report has been prepared by the staff of CLC Associates, Inc. under the direction of the undersigned professional engineer whose seal and signature appear hereon. W`f ,f ~ 2~4s~~ .D EXPIRES 9/24/ ~ Todd R. Whipple, P. E. - • Riverwalk Commercial Site Drainage Narrative CEIVERAL The Riverwalk Commercial Site is a 9.11 acre commercially zoned development located within Spokane County, Washington. The site is currenUy vacant with field grass, alfalfa and fallow fields as the predominant land cover and vegetation. Single family residential developments lie directly adjacent to the south, east, and west. The location of the site is shown in the vicinity and location map given in the appendix. PURPOSE The purpose of this report is to determine the extent of storm drainage facilities which will be required to dispose of the increase in stormwater runoff created by the improvements to Mission Avenue frontage of this commercial lot. The storm drainage required for the development of the remainder of the 9.11 acre lot will be determined by specific commercial land use when that development begins. The storm drainage facilities on this project have been designed to dispose of runoff from a ten-year design storm, as required by the Spokane County Guidelines for Stormwater Mana.qement, {GSM}. Calculations are also included to illustrate the extent of containment for the 10- and 50-year storm events. This development is within the Aquifer Sensitive Area of Spokane County and is therefore subject to '208' requirements. For this project, the 10 and 50-year intensity curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford areas were used, as well as the SCS iso-pluvial rainfall curves. AIVALYSIS METHODOLOGY Per the GSM, the Rational Method, which is recommended for basins less than ten acres in size, was used to detennine the peak discharges and runoff volumes for all onsite basins. PROJECT DESCR/PTION This phase of the Riverwalk plat comprises the commercial site in the approved preliminary plat and SEPA documents. The Riverwalk Commercial Site is located in the NE 114 of the SW 1/4 ofSection 8, T. 25 N., R. 45 E., W.M. within Spokane County, Washington. TOPOGRAPHY The existing site naturally drains to the southwest at a gentle slope of less than 2%. Within the plat the natural topographywas used as much as possible to route storm drainage. However, due to the . flat slopes and Spokane County minimum requirements for slope, the roadway profiles have been forced to facilitate drainage by localizing low spots for pond placement Due to the flat slopes encountered, no concentrated pre-existing flows were observed nor were there any signs that anything other than sheet flow and ground absorption have occurred on this site. CLC Associates Inc. 1 Rivervvalk Commercial Site _ 1 The general slopes within this plat vary from flat to very flat with the maximum existing slope of 2.5%. For development purposes as stated the natural sloping was used for design and is maintained as possible throughout the project S4/LS As can be seen from the accompanying soils map from the Spokane County Soils Survey as perFormed by the SCS, the site consists of one type of soils within the Class B type. This soil type is described as follows. GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat excessively drained soils formed in qravelly glacial outwash material from a variety of iqneous rock. Surface runoff is slow, and the hazard of erosion is slight. GSM indicate this to be a Soil Group Type B and pre-approved for drywell installation. GgB- Garrison gravelly loam, 5 to 20 percent slopes: Soils within this soil type are somewhat excessively drained soils formed in gravelly glacial outwash material from a variety of igneous rock. Surface runoff is medium, and the hazard of erosion is moderate. GSM indicate this to be a Soil Group Type B and pre-approved for drywell installation. DRA/NAGE NARRATIVE Offsite Based upon the general geographic tendencies surrounding this site, no offsite flows are expected for this phase. Onsite All runoff within the drainage basin will be collected and treated using the'208' runoff method as described in the GSM. From hiqh points in the proposed road improvements and designed inlet locations the proposed Riverwalk Commercial Site was divided into one Basin (A), which was divided into the four sub-basins (A1, A2, A3, A4) necessary for inlet calculations. Basin information is provided in Table 1. The contributing runoff from the impervious street area is designed to flow to downstream ponds by plaoement of curb inlets, which divert runoff into the qrassy'208' ponds for treatrnent The runoff from each sub-basin is directed to ponds within the basin. The drainage basins and ponds are shown on the basin map at the back of this report. CLC Associates Inc. 2 Rivecwalk Commercial Site J Table 1- Pond and Basin Summary Basin Total Area Total Impervious Area Runoff Coefficient liCi, (SF/AC) (SF) A 26,000/0.60 15,160 0.59 Sub-Basin 1 6,275/0.14 3,600 0.58 Sub-Basin 2 7,615/0.17 4,500 0.59 Sub-Basin 3 6,105/0.14 3,600 0.59 Sub-Basin 4 6,005/0.14 3,600 0.60 A Total Impervious Area included paved roadway area, and sidewalk areas. B`208' Impervious Area includes the paved roadway, and adjacent sidewalk areas. DRA/NAGE CALCULATIONS SUMMARY Bowstrin9 calculations have been included for individual basins to determine the extent of storm drainage facilities required for the 10-year storm event. Weighted "C" Runoff Coefficients were calculated for each basin of less than 10 acres as required by the Spokane County Guidelines for Stormwater ManaQement. Table 1 provides the basin size, total impervious areas, and runoff coefficients. 708' Calculations The '208' storage volume for each basin was designed to adequately contain the runoff created by the first half-inch of rainfall upon the street impenrious areas within the basin it serves. The provided pond bottom areas show the water quality treatment to a depth of eight inches with 3:1 side slopes. Table 2 summarizes the requirements and designs of the ponds by basin. Provided storage volumes shown in the bowstring calculations were determined using the pond bottom areas and eight-inch depths in the proposed ponds. Table 2-`208' Area and Volume Summary Basin/ 1208' `208' Area 1208' 1208'Pond Pond Drywells Pond Impervious Volume Volume Area Perimeter Required Area Required Provided" Provided Provided (SF) (CF) (CF) (SF) (LF) A/A 12,600 525 1393 1470 608 1- Type A "Volume Provided is based on 3:1 side slopes and 0.67' depth; (Pond Bottom Area)(0.67)' + (Pond Perimeter) (0.67 ft?) CLC Associates Inc. 3 Riverwalk Commercial Site Total Sformwater Storage Calculations In addition to the `208' storage requirements, the total stormwater storage for the 10-year design storm was also considered. Each of the ponds in Riverwalk Commercial Site will have the capacity to contain the required volume for the 10-year design storm. In addition, the 50-year design storm was also examined to verify that the 50-year event could be stored in the pond as designed. This information is summarized in Table 3. Table 3- Stormwater Storage Volume Summary 10-year and 50-year Storage Volume Summary Basin Pond 10-year Volume 50-Year Pond Required Volume Volume (CF) Required Provided" (CF) (CF) A A 448 653 2382 "Volume Provided is based on 3:1 side slopes and 1' depth= (Pond Area)(1) Perimeter){1.5 fr) lnlet Calcu/ations Inlet calculations were performed in general accordance with GSM and W.S.D.O.T. Hydraulic Manual to determine the runoff received and by-pass flows for each inlet. By-pass flows calculated for the inlets on confinuous grades were added to the following downgrade inlet. The analysis shows that Basin `A' requires four 4' curb inlets each piaced in sump conditions on the frontage. Since all of the inlets are under sump conditions, they are assumed to handle 4 cfs as per Spokane County guidelines. Flooded Width Calculations Flooded width calculations were performed in accordance with GSM for Basin A for the 10-year storm event. The basin meets the non-flooded width requirements per GSM standards. Conclusion As demonstrated by the calculations and body of this report the storm drainage facilities provided in this design will adequately remove from the streets, store and dispose of the stormwater from the site for the 10-year design storm as required by Spokane County. Calculation worksheets for the 50-year storm event have been provided to evaluate the performance of the designed drainage facilities. Additionally, the required '208' treatment area is provided for the runoff from the street impervious areas. CLC Associates Inc. 4 Riven+valk Commercial Site i APPENDIX 1VIAPS VICINITY MAP SOILS MAP DEVELOPED Ba1NSTRING CALCULATI4NS 10-Year Design Storm 50-Year Storm Event I nlet Calcufiations Flooded Width Calculations BASlN MAP VICINITY MAP ► ~ _ ' , - ~ • 101 ~ • ~ _ b • • T ~ aile~ S v ~ M 2820 ' '.Supstatio~ • • 1 ,OtA •e ~•aj',,J` u~(~1~ ~i-' ` • ~ ~OC pilpJE~~ - - TA g~~~ - e t ; _ ~ ~..-..c. :i- _ I . . . f _~.i~ ~ * ~ t ~ ~ i;;~ 91 . ) • •i`~ / ii. ~ ~ • _ - e f • • _ ~f' • _ _ • ' ~ , ~ a ' :;y : . ; ~ , _ • . , r~"' ~ 7 ~ ~ ~ . " ~,t~ . i ` . _ , . t'; a • ~N. - ~ s'` ~ ' ~ - ' ~t ° ` • M•, IIr ~ . . ~ ~ o ~ ~~o~ ~ . ~ . t . • M • • • • ~ ivAtk . . - • . . . . • • . • r ' ! _ • • • • ' , ~ . • • • - = ~ o - ~ . , . . •y, ° • • ~ ' ' ' 1 ° • - • p e - ~R~ ' C • = . 9~. 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I~ ~ ~ ~lt~ iJ ~ Y- yp' j/(J ~ , . ~ + ~ ~ v~ ~~~~:,~.r" ~ ~~Ar~ ~R~.~4 i ,I ~ ~ ' ~ 1#re.~-i~ , 4 I '~'!_4~'~~r ' •~°k' P yi ~a, r A ' ~ ~ ~ 9~1 F l a + " ~ .A~~.: .':'t~R:.w~L~ei~~~~ ~.r~-u.'~!_ t z.F h. c.y,>'.r_n~~+.+e...~~..-. _'+t''~ M _-a~*~i4weav€',i~-~ ~ ~ , i ~ r~~`~;~l, r ~ ~h.~ 1~ - '~~;.'~:a+k:. , :R*c€r.' ,.t.~,K~.dtrwwrx _ .,Lad.~> , _ ~ ~ - . - v a " ~i+~x~ "'-'.-s-c"' w d : ~ 1 . ~ , _ . ~ ~a ~,a _ ~ . _ , -~~~~u~t~sc!~ ~~~uridPUE vic daw e~,{1 ua u,w0y9 ,,rL . ' _ _ , . . . _ . . , .f' . • - ~~e'..,Au ~ ~ ~~~~.~°I S.r.l~tl,"I~ i3i1'9~t.1~~ t +p~~.4':r ,,•ri or- i BOWSTRING CALCULATI4NS 10-Year Storm Event 50-Year Storm Event PEAK FLOW CALCULATION PROJECT: Riverwalk Commercial BOWSTRING METH00 PROJECT; Rivenwalk Commercial 10-Year Design Storm DETENTION BASIN DESIGN BASIN: A DESIGNER SKM BASIN: A DATE: 16-Sep-02 Tot. Area 26,000 SF 0.60 Acres Imp. Area 15,160 SF Time Increment (min) 5 C= 0.59 Lawns 0.15 Time of Conc. (min) 7,22 Imp. 0.90 Outflow (cfs) 0.3 Design Year Flow 10 CASE 1 Area (acres) 0.60 Impervious Area (sq ft) 15160 25 ft. Overiand Flow 'C' Factor 0.59 Area' C 0,351 Ct = 0.15 "208" Imp. Area 12,600 L = 25 ft. n= 0.40 Time Time Inc. Intens. Q Oevel. Vol.ln Vol,Out Storage S= 0.0200 min) (sec) (iNhr) cf( 5cu ft) (cu ft) (cu ft) 7.22 433 2,60 1.00 578 130 448 Tc = 1.93 min., by Equation 3-2 of Guidelines 5 300 3.18 1.11 448 90 358 405 ft. Gutter flow 10 600 2.24 0,79 587 180 407 15 900 1.77 0.62 650 270 380 Z1 = 50.0 For Z2 20 1200 1.45 0.51 685 360 325 Z2 = 1.0 Type B=1.0 25 1500 1.21 0.42 699 450 249 n= 0.016 Rolled = 3.5 30 1800 1.04 0.36 710 540 170 S= 0.0052 35 2100 0.91 0.32 717 630 87 40 2400 0.82 0.29 732 720 12 d= 0.1670 ft. Flow Width 6.4 ft. 45 2700 0.74 0,26 739 810 -71 50 3000 0.68 0.24 750 900 -150 55 3300 0.64 0.22 773 990 -217 A R Q -Tc Tc total I Qc 60 3600 0.61 0.21 801 1080 -279 0.71 0.08 0.91 5.29 722 2.60 0.91 65 3900 0.60 0.21 851 1170 -319 70 4200 0.58 0.20 884 1260 -376 Qpeak for Case 1= 0.91 cfs 75 4500 0.56 0.20 912 1350 -438 80 4800 0.53 0.19 919 1440 •521 85 5100 0,52 0,18 957 1530 •573 90 5400 0,50 0.18 972 1620 -648 GASE 2 95 5700 0.49 0.17 1004 1710 -706 100 6000 0.48 0.17 1034 1800 •766 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.00 cfs "208" TREATMENT REQUIREMENTS Minimum "208" Volume Required 525 cu ft Provided Treatment Volume cu ft So, the Peak flow for the Basin is the greater of the twa tlows, 1,00 cfs DRYWELL REQUtREMENTS -10 YEAR DESIGN STORM Minimum Storage Required by Bowstring 448 cu ft Provided Storage Volume .`'~PA~'; cu ft Number and Type of Drywells Speafied 1 Single 0 Double PEAK FLOW CALCULATION PROJECT: Riverwalk Commercial BOWSTRING METHOD PROJECT: Riverwalk Commercial 50•Year Design Storm DETENTION BASIN DESIGN BASIN: A DESIGNER: SKM BASIN: A DATE: 16-Sep-02 Tot. Area 26,000 SF 0.60 Acres Imp, Area 15,160 SF Time Increment (min) 5 Time of Conc. (min) 6.64 C= 0.59 Lawns 0.15 Outflow (cfs) 0.3 Imp. 0.90 Design Year Flow 50 CASE 1 Area (acres) 0.60 Impervious Area (sq ft) 15160 25 ft, Overland Flow 'C' Factor 0.59 Area ' C 0.351 Ct = :;;~,0,15 "208" Imp, Area 12,600 L = 25 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0200 min) (sec) (in/hr) cfs cu ft) (cu ft) (cu ftL. 6,64 398 4.13 1,45 772 119 653 Tc = 1.93 min., by Equation 3-2 of Guidelines 5 300 3.18 1,11 448 90 358 405 ft. Gutter flow 10 600 2.24 0,79 577 180 397 15 900 1,77 0.62 642 270 372 Z1 = 50.0 For Z2 20 1200 1.45 0.51 679 360 319 Z2 = 1.0 Type B=1,0 25 1500 1.21 0.42 694 450 244 n= 0,016 Rolled = 3.5 30 1800 1.04 0,36 706 540 166 S= 0.0052 35 2100 0,91 0.32 713 630 83 40 2400 0.82 0.29 729 720 9 d= 0.1990 : (t, Flow Width 10.0 ft. 45 2700 0.74 0.26 736 810 -74 50 3000 0.68 0.24 747 900 -153 55 3300 0.64 0.22 171 990 -219 A R Q Tc Tc total I Qc 60 3600 0.61 0.21 799 1080 -281 1.01 0,10 1.45 4,71 6.64 4.13 1.45 65 3900 0.60 0.21 849 1170 -321 70 4200 0.58 0.20 881 1260 -379 Qpeak for Case 1= 1.45 cfs 75 4504 0.56 0.20 910 1350 -440 80 4800 0.53 0.19 917 1440 -523 85 5100 0.52 0,18 954 1530 -576 90 5400 0.50 0.18 970 1620 -650 CASE 2 95 5700 0.49 0,17 1002 1710 •708 100 6000 0.48 0.17 1032 1800 -768 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(4.58)(Imp. Area) = 1,43 cfs "208" TREATMENT REQUIREMENTS Minimum "208" Volume Required 525 cu ft Provided Treatment Volume cu ft So, the Peak flow for the Basin is the greater of the two flows, 1.45 cfs DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM Minimum Storage Required by Bowstring 653 cu ft Provided Storage Valume cu ft Number and Type of Drywells Specified 1 Single 0 Double PEAK FLOW CALCULATION PROJECT: Riverwalk Commercial 50-Year Design Storm BASIN: A1 _ Tot. Area 6,275 SF 0.14 Acres Imp. Area 3,600 SF C = 0.58 Lawns 0.15 Imp. 0.90 CASE 1 30 ft. Overland Flow Ct = 0.15 L = 30 ft. n = 0.40 S = 0.0200 Tc = 2.15 min., by Equation 3-2 of Guidelines 46 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 1.0 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.0064 d= 0.1160 ft. Flow Width 5.8 ft. A R Q Tc Tc total I Qc 0.34 0.06 0.38 0.69 5.00 4.58 0.38 Qpeak for Case 1= 0.38 cfs CAS E 2 . Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(4.58)(Imp. Area) = 0.34 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs PEAK FLOW CALCULATION PROJECT: Riverwalk Commercial 50-Year Design Storm BASIN: A2 Tot. Area 7,615 S F 0.17 Acres Imp. Area 4,500 SF C = 0.59 Lawns 0.15 Imp. 0.90 CAS E 1 30 ft. Overland Flow Ct = 0.15 L = 30 ft. n = 0.40 S = 0.0200 Tc = 2.15 min., by Equation 3-2 of Guidelines 72 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 1.0 Type B= 1.0 n= 0.016 Rolled = 3.5 S = 0.0052 d= 0.1300 ft. Flow Width 6.5 ft. A R Q Tc Tc total I Qc 0.43 0.06 0.47 1.11 5.00 4.58 0.47 Qpeak for Case 1= 0.47 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(4.58)(Imp. Area) _ 0.43 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.47 cfs PEAK FLOW CALCULATION PROJECT: Riverwalk Commercial 50-Year Design Storm BAS I N : A3 Tot. Area 6,105 S F 0.14 Acres Imp. Area 3,600 SF C = 0.59 Lawns 0.15 Imp. 0.90 CASE 1 30 ft. Overland Flow Ct = 0.15 L = 30 ft. n = 0.40 S = 0.0200 Tc = 2.15 min., by Equation 3-2 of Guidelines 47 ft. Gutter flow i Z1 = 50.0 For Z2 Z2, = 1.0 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.0052 d= 0.1200 ft. Flow W idth 6.0 ft. A R Q Tc Tc total I Qc 0.37 0.06 0.38 0.77 5.00 4.58 0.38 Qpeak for Case 1= 0.38 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(4.58)(Imp. Area) = 0.34 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs PEAK FLOW CALCULATI4N PROJECT: Riverwalk Commercial 50-Year Design Storm BASIN: A4 Tot. Area 6,005 SF 0.14 Acres Imp. Area 3,600 SF C = 0.60 Lawns 0.15 Imp. 0.90 CASE 1 30 ft. Overland Flow Ct = 0.15 L = 30 ft. n = 0.40 S = 3~ 0.0200 Tc = 2.15 min., by Equation 3-2 of Guidelines 45 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 1.0 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.0056 d= 0.1190 ft. Flow Width 6.0 ft. A R Q Tc Tc total I Qc 0.36 0.06 0.38 0.71 5.00 4.58 0.38 Qpeak for Case 1= 0.38 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(4.58)(Imp. Area) = 0.34 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs INLET CALCULATIONS Riverwallc Commercial Site S020317 Spokane County, Washington 09I16/02 50-Year Storm Event Engineer: TRW CURB DROP FLOW CAPACITIES in Sump Coaditions Curb Inlet Basin Basin + Inlet Maximum Maximum By-Pass Basin Saeet and Station Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*** Flow (cfs) _Q (ft1 H Qa - Qa • Mission TYPE 1 ~ A1 Sta 11+25 CiJRB 0.38 0.38 4 0.5 4.37 -3.99 Mission TYPE 1 A2 Sta 12+25 CURB 0.47 0.47 4 0.5 4.37 -3.90 Mission TYPE 1 A3 Sta 13+50 CURB 0.38 038 4 0.5 4.37 •3.99 Mission TYPE 1 A4 Sta 14+50 CURB 0.38 0.38 4 0.5 4.37 -3.99 NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 * L* H^ 1.5 Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth Maxunum Inlet Height = 8 in. Gurb Inlet I,ength = 4 ft. ' Maximum Inlet Height = b in. * By-Pass flows from upstream inlets on continuous grades. Maximum Flow Depth is based on Inlet height Calculated per Secbon 4-1 of the Spokane County Guidelines for Stormwater Management FLOODED WIDTH CALCULATIONS. ~ , r i 707 WEBT 7TH AVENUE D E 51 G N PAD SUITE 200 SPDKANE WASHINOTON 99204 DENVER P 504 458 6840 5 PO KAN E CLC A55OCIATE5 F5139 458 6844 sALT u►KE cirir ~ I PROJECT: Pj~~wjqK, (Dkb~(r_(G.~ DATE: I6IO2- SUBJECT: 'riJppdJA w1J~~ ~JC,5. 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Typical Road Cross-Section Road Classification Non-Flood Zone Widt6 (L), Feet Local Access 12,0 CoUector Arterial, 2 Lane 16.0 r Minor Arterial, '2 Lane 24.0 All Other Roads To be deternuned by County Engiweer Note: Table lists minimum non-flood zone widths, L. To be analyzed for design storm event ~ Gutter Flow Widths in Roadways Guidelines for Stormwater Management ~ 911f ' F"i 37 Addendum, Pg. F 6e-7~ bruary 1998 ~%C~ ~e 1 I - BASIN MAP .