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Home My WebLink About28267 DRAINAGE REVIEW FILES 3 OF 3 DISHMAN COMMONS ~ S P O K A N E ''J C O U N T Y DNISION OF ENGWEERING r1ND ROADS A D[VISION OF THE PUB[.IC WORKS DEPARTMENT William A. Johns, P.E., County Engineer October 1 l , 2000 Tim Schwab, P.E. CLC Associates,lnc. 707 West 70' Avenue, Suite 200 Spokane, WA 22904 SUBJECT: P1859 - Dishman Commoos Submittal Acceptance Gentlemen: We have conducted a general evaluation of your recent submittal for this project, and we find that this submittal appears to meet the minimum standards of the Spokane County Stcrndards for Road and Seiver Construction ("SCRS"). We are, therefore, able to accept your approval of the plans and calculations for this project. In accordance with Section 5.02.D of the SCRS, this plan acceptance is valid until October 11, 2002. If the facilities are not constructed by then, you may request an extension of the acceptance for an additional two years; however, the plans may need to be revised to reflect current standards prior to granting the extension Please note: 1. The County's acceptance of this submittal does not relieve the sponsor or his agents from any liability related to portions of the design that are not in conformance with the SCRS, or which do not follow good engineering practice; 2. All permits and notifications necessary prior to construction are the responsibility of the project Sponsor and/or his assigned agents; and 3. The Sponsor's Engineer is required to conduct inspection and testing work and submit Record Drawings and inspection reports in accordance with the SCRS. 4. Final coordination regarding the County Road Project for 16`h between Dishman-Mica Road and University Road needs to be completed, and the project plans adjusted accordingly prior to the release of a permit for the 16`h Avenue improvements for this project. 5. Plans for the offsite pedestrian pathway (along 16`h from Felts to University) were not included in this submittal, and are still needed prior to the start of any construction on the pathway. A set of stamped mylars and a copy of the accepted design documents are enclosed. Sincerely, William A. Johns, P.E. Spokane County Engineer 9Pa~P.E. Plan Review Engineer ~ cc: Project Sponsor Reviewer groject File ~ 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FA 477-7133 1~ ! I TO' d %L6 , bb89 8Str 60S ZE: bt 000 Qctober 13, 2600 1VIx. Bill Hemrt, ings Spokane Coun$y Engineers Developer Ser~ices 1426 West Braadway Avenue Spokane, WA : 99260 RE: Dishmap Corumons CLC #90353 Dear Mr. Henunings: T"his fax should show you the pedestrian path cross section and a map showing the approxinaate location of the path. Sincerely, , CI,C Associa#ts, Inc. Doug J. Desmond Project Managqr DJD/cf Enclasures T00 O •onI •saisToossd 013 tt89 85t 609 Xd3 TZ:£T 00/£t/OT N , (S) a ,.r. . ~ . . . r.. . ~ 0 N O ~ O ~ A. SC PEoesIMAN pATM ro sruRT ax TME EAST sOE aF FELrs " y ~ RoaD TO txE wESr SIDE OF aMLJN Raw, APPRox. 840 UWAt FEET. INE EAst sIDE oF oeERuN aaAc uND IeTM AvENtIE is wPaoVED wrtN W SDEwax eoPd"M IsTM Avaue. ~ -o 2295 6 s1aNal EXWRES 981/ ~ . . . . . ~ ~ . ROW ~ ~ F.XM6 30' RiGHT-OF-YVAY ~ 4 I 29 ~ aPPROx. 18.5' APPROx. 3.5' 6' WlDE PED. 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(7 l I ~ ; ~ i I _ I ~ ~ ~ ~ . I d ~ 1 . ~ I I f 1 ~ q E ~ i I , 1 ~ , 7 ~.7 _ F.~•, , ! 1 f , ~ ~ I ~ ~ ~ ~ f ~ ~ ; - ~ 0 DRAIIV AGE ; ~ Y - ir aaaaaaaamms_ F : 1 I ~ ~ 4 s , ~ ~ J E ~ASEMEN T ~ e ~ } W ~ ~ ~ ~ .a , ~ ~ , a T ~ ~ z~ z~. ~1 ~ T ~ ~ ~ . ~ E ~ ~ , t ~ ~•p t ' f ~ ~ l; r--1D,5 UTILI ~ ~ ~ , ~ . ~T. I ~ ~ ERSEMENT ~ , f , `R~ ~ - . ~ . ~ ~s:so ~ ~ ~ i ~ . - ~L 1 ~ _ - ` ' m_~-~ f ~ ~ 7 , _ _ _ _ _ , ~ r. , 7 5 . ~ ~ , , ~ ~POKA~NE COUN~Y STA~lDARD , ~ - . ~ ` ~ - - f~ , T I T f YP 1 W TYf . ; , ~ G~~V~R~ E NLE E 1 ~ ~ ~ ~ I , , ~ a , ~ M~~AL FRAME & TYPE 2 M~TAL ~ ~ r ~ - ' - ~ ~ ~ ~ ' t ~7j ti . _ ~ . ~ G~ATE. STA 10+35.54 i 4.33 1 ~ ; , . , ~ ~ n . I ° ~ s = " , ~ i GRAfiE ELEV.=2Q1~.97 ~ , , ~ , s ~ ; + . ~ : ` ~ r ~ ; 3 ~ ' ~ o - 11 ~ ' + , ~ r ~ Q } ~ 7+ ~ ► ~ , fl~ . o , ~ ~ Ga ~ o a, ~ . r _ ~ , a ; F ~ , ~ ~ S . , , r: ~ ~ , P KAN ~ N1'Y ~ANDA~ SP~KANE COUNTY ~~ANQARa S 0 E COU 5 ~ ~ n n ~ r~ ~,B ~ TYPE B pRYWELL WITH TY~~ ~ ~YPE ~ ~RYWEI.~ Wf~H TYPE 4 :XPIRES 9 f 21 /v1 ~ , TA T AN FR►~M ' , METAL GRATE AhJD F~A~1E ~ ME L~R,~ E U_ ~ ~ ~ , ~ ~ ~ S~A 16f5~,64, 23.5~' LT. ~ STA 96+81, 23:~(~ ~LT.- ~ .rr RAT V = 1 GRAT~ ~~,€V.=.~~0~.15- , : G E ELE .~009. 5 , SP~lLA~~ C~iJt~TY ~~IGI~VEER ~ , ~ ~ , . ~ ~ . )KANE ~ ~ _ , - - ~ ~ ~ AN A-3 ~ ~ ~ ~ ~ , ~ . ~ ~ , c ~ i ~ 1 ~ ~ ' ~a ~ ~ ~ ~~80~ISt~9, ~C1~. saoK+a+E, wa - pExvCA. co 7{y7 Weai 7th , Sui1e 20G ~5~9} 456-6840 , ~ SpoMann, WA 99284 fAX~ f544! 45B~68a4 ~ 6 • , 1 NDARD i tiar ! rvn~ ~ wA$ ~ EASEMENT ~ ` 4R R.O.W. ~ aRAINAGE EASEMENt A5 SPECIFIED °'4N PLAN tTOp OF BERM ELEV.= , ~~91 fi i T4P OF ClfR6 ELEV, C~+ p1 SIlL9. I+.20 FT. 1.5" SQ[? QN TOPSOIL, S40 ~ SMA1.11 ~ INSTALLED CONCIJRRENT WITH OGCUPANCY 4F ADJACENT HOUSE 3 M AJ(. EXPIRES 912Vat 3;1 (1'fP) J ' ~ - GRAT£ EI,EVAT10N I 7STORMP]PE ~n~ RAINAG~ 3: t STRU~TURE L1f.1Jrs PROVIDE FILTER FABRIC (A~lOCO 4545 OR EQUAL) BETWEEN 'f~EE NATIVE 501L ANa THE WAS~IED DRAIN R4C}( AND BETWEEN TF3E WASHEp DRAlN ROCK AND THE DR'lWELL BARREL 01L ON GRApEa POND BOTTOM \GRADED POHO BOTTOM . <s~___ t , . = • ~ ~ h Np:-.. SECTIONAL MEw EQGE 0F$ASPHALT • , .n,. TYPICAL~~P4ND-CR0SS--~-SECTIQNlMTH STORM DRAIN PIPE NOT TO SCALE• - , TYPICJ4L '208' POND = - - CR4SS SECTIONS cLC rsaoaateaW~. •oormk t , • an ~.s°ua s _ ~w~w~ . II r- III I L II ~ I A. S ~ . 1 ~ L ~ u M1~ G u w Asy~~•~, ~G r' • I ~ , F ~ 1 SP~KANE COUNTY ST~►N~~RD , 1i+~a t ~ I , ~~NCR~TE ~~LE~ TYPE 1 VY ~YPE ' - _ ► ~ . ~ , ~ - ~ _ 40 ~ ` r . ,e' ~f ~ 1 ~IE~AL ~RA~E ~ TYPE ~ M~TAL ~ ~ ~ ~ ~ ~ a ~ ~0 ~ p 22916 ~ ~ • ~ ~ 1 ~ 4 ~ RT ~ ~RATE. STA ~ ~ , 2,33 ~ONAt ~ ~ GRAT~ EL~V.=199~.03 ; „ - I 6 . ' XPIRES E EXPIRES 9 f21 ~ • _ ~ - ~ ~r~' 4 5 ~I ~ , ~Q.Q~~ s ~ IVE D ~ ` I ~ ~ I ! Y +rN r1 , ' l ~ ` ~ ~ xr~ ~ ~---~-~e~.,i~ ~ ~ / : ~ ; ~ , ~ . ~ T ~ 10 U~1LfTY AS~h~~N _ TYPE R R P R SPOKAI~ ~ ~ CU B E E I + ~ t t P - ~ , . CQlJNTY ~~ANDARD ~AN A a 2~ ~R.S. t ` ~ ~ i T' " ' ' 1 e.. ~ ~ ► , • ~ ~ ~ ~ ~ ~ 1 • t~ I 1 ~ : t ~ i I 5 t i ~ • : ~ ` , ~ 5 ~ ~ § 4 ~ i ~ . I S ' : ~ ~ti ~ ~ I ; t"" O I ~ ; i ~ , °n I • ~ ~ ~ ~ ~ : 9 + ~ C0 ~ t t . . ~ ~ ; Q ~ ~ ~ } , p? ~ S > ' ~ ~ l . ~ c~ ; - ~ . : , ~ ~ , ~ ~ ~ z~ . ~ ~ I } , I ~ ; ` ~ ~ ; ~ . , ; PROP~RTY I ' i I ~ ; BOUNpA~Y TYP - ! ~ ~ ~ ~ ' ~ , ~ . ' ~ , . • ~ r ~ , ~ ~ ~ CQU4V i Y E~VGiNE~ ~ Sp04(ANE JN:-l Y ENGiNEER - , i.~ ~ _ : SCALE; 1 "_20' , , , r r i ~ ~ L i ~ ~ ' i i ~ ~ ~ i ~ ^ ~ , ` v ~i ~ ~ . ~ ~ r ~ ~ ~ ~ ~ ~ , . C~~ Associaies, Inc. SPOKAkE. WA - GENVEIi~~CC ry, 7qT Wefl lkh, ~Ittr ~GU (5~9) ~--5Sa0 k , DATE. 1 D/04 f40 *~pa~ana, WA 99204 FA7L• E509} 456-6Baa , A. S wAs .-.,F-4SEMENT . ' Ok R,O.W. . , ~ . FIED dN PLAN ~ ~ DRAINAGE EASE+NENT A5 SPECI ~ ° ~Gr p 2291 B ~J4i TOP QF BER~d ELEV._ - ~ e ~ rap oF cuRg ELEv. 1 STV~~ C~ ;+.2Q FT. 1.5" S0D ON FOPSOIL, 54a S,I~~~~ ~ dr~sr►~Q cONcuRR~r W~ 4CCUPANCY OF A'DJACENF H0USE 3 M AX. EXPIRfS g~'2~/pt 1 (t~) , . GRAI'E ELEYAl10N ~ RAINAGE 3: t ~Ax " STRUIT4JRE ~ STQRM PIPE PRUVlDE FlLTER FA6RIC (AMGCO 4545 OR EQUAL) B€TWEEM RIP RAP THE NAT1VE S41L ANa TliE WASHEQ DRAIN ftOCK AND 9EFWEEN ~ TF1E WASNED pRAIN ROCi( AhID THE DRYWELl. BARRfI, 1*-3" 74PSOIL ON LU GRADED P4ND BOTTOM 0 ~ ~ GRADEd P4N 8ELOW D BOTrOM u-E SECTIONAL VIEW EaGE OF$ASPHALT ~ ~ TYPICAL POND CRO55-SECTION IMTH STORM DRAIN PIPE N4T TO SCALE :4 ~ U ~ a ~ r ii lYilY , - TYPICAL '208' P,QND . ~ CROSS 5EC110NS cl-c amuniatei~ rw- ~ - ~ . ~ , , ~ ~ ~ ~ t , 1 Q+DD , t • ~ ~ _ ~ m 1~~DQ I~ , ~ _ ~ A. ~ ~ ~ _ ~ i - ~ ~ C w n S,y~, , ~ titi ' , ~RB ~~i~SP~~~~~- t ~ ~ , fi"~'PE A ~URB P~R SP~ICA~P~~ ~ ` ~ ~ . ~ ~ C UNTY STANDARb PLAI~ A-3 ~ , C~EJNT~' STAN~~' D P~AN A,~ , ~ ~ , , ~ , . Ct I ~ ~ ~ . a 'a y ~ ~ ~ ~ ~ ~ ~ ~ _ . . , ~ ti ~ ~ _ ~ _ - ~ ` Y E ~0,p 2916 ~ ~ ~ _ ~ ~ , . ~ ~ c~ ',I ms k O r~ ~ . ~ 4 ~ ~ ti~t ~ NAL ~ r i ~ ~ ~ „ ~ _ , ~ ~ f ~ r ~ ~ ~ ~ ` ~ , i . EXPIR~S - ~ ~ - EXPIR~~ 9/2yv( ~ 6 I~~ ~ ~ ~ ~ r Y y . ~ ~ f ~ ~ , ~ ~ ~ ~ ~ { ~ ! ~ ~ ~ ~ `s 1 1 ~ " ~ ~ , 1 ~ ! ~ ~ ~ ~5.95~ ! - ..r. . ~ ~ ~ t ~ r t i ~ ~ ~ , ~ ~ , ~ ~ , ~ , ~ ~ ~ , r , ~ r~ ti ~ ' ` FU~UR ' ' ~ ~ a ~ ACQU~S~~ID~ ~ r ~ I ~ 1 ~ I t t 1 , I 1 1 ~ ~ 1 x ~ ~ ~ , ~ , t t 1 I 4 1 l ~ 1 I l I . , ~ ~ l ~ ~ r i < < ~ , ~ x i i I ~ ~ ~ ti ~ ~ ~ ~ ~ ~ ~ ~ ► 4 ~ ~ ~ ~ I 1 1 ~ ~ l ~ , ~ ~ 1 d ~ 1+ ~ I w t ~ ~ . tN 1 I 4 ti ~ ~1 ~ 4 1 1 4 t ~ ~ 1 l l i I~ ~ ~ 1 t 1 ~ ~ ~ 1 i t ti ~ ~ - ~ 1 `ti 1 1 1 S ps ~ ~ l 4 1 ~ ~ ~ •I ~ ~ l ~ 1 ~ ~ 1 E ~ 1 ~1 1 ~I 1 ~ . • ~ ~ -"--`1--_65.00 4 1 ~ i ~ _ ► J ~ . ~ t ~ ~ ~ . ► ~I ~ ~ r v ~ ~ ~ < < ~ . ~ ~ E ~ , ~ ~ , , ~ • r' ~ ~ l ~ ~ ~ , . ~ ~ 1 ~ ~ . h t ~ ~ RECE. ~ 24.0 ► I ~ . ~ ~ J ~ t ~ t ~ ~ - ~ ~ ~ ~ ~ OC T 0 - ~ ► ~ Q ~ ! . ~ ~ y . E 4~ , l ~ , , ~ 6.$$ ~ ~ D . i , . ~ w ► ~ I , Q~ ~ ~ ti ~ { 4 ,1 ~ _ ~ ~ t~~(Ah~E sPOKANE cOUtuT~ ENGMER ti ~ r ~ ~ , i ~ t ~ ti ~n t `4 I ~ ~ ~ ~ • ~ ~ ~ _ ~ ti ~ ~P4I~ANE C~UNTY 'STA~NDARD ~ " ~ ~ I ~ 1 ~ ' I ~ a a~ ~Na~e ~ co~c~~r~ IN~ET '~E ~ w rr~E ~ ~ , ~ I t P~OP~~Ea C~NTOI~RS ~ ~ ' EASE~ME T ti META~ FRAM ~,I ~ } E ~t TY'PE 2 META~ ~ 1 f ~ ~u? ~ ~ ! 1 , ~ f ~ , I ~ ~ 24,ao ~ ~RATE. STA 11+3~.36, ~2.~~ LT. ~ ~ ~ - ~ _ ~J ~ ~ ~ . ~ ~ GRAT~ ~LEV,=~O~ 1.94 ~ ~I ~ ~ , , } ~ , , 1= PR~P~RTY = ~ , ~ ~ ~ ' ~ ' ~ I ~ A BD~NDARY TY~' ~ , 4 + z4.~a .~1 1 ~ ~ . ~ 0 , I , , . . ~ ~ ~ ~ ~ . . ~ ~ ~ ~ ~ , ~i ~ ~ , ~ . , ~ ~ ~ ~ ~ . , . ~ . ~4 ~ ti ~ A' ~ , i , ~ fj ! , r ~ /1 ~ ( . ~ SCALE: 1 20' ~ ~ ~ - r ~ ~ ~r i ~ ~ ~ - ~ ~~r~~~ ~ ~ ~L ~ 'r,s: ~ S ' . . 1 . r•' 4 " • ~ ~ ~ $ ' . s: ; . - ~ ~ ~ ~ t ~ f~ : 2 f i+l r -i 1 I ! 1 r fll 4i CL~ A8$OCIB~BS, 1~1C. ~ w,~ - o~~x co . . _ ~ 307 Yk.il 7th • Sulte 20p (~j, }~-fi81~ Spokcne. IYA 992~1 FA%: (5091 ~58~5944 ~ . .0. . ~ • ~ , • N ! i A...-S 'EASEMENT OR R,O,W: ~ DRAlNAGE EASEMENT AS SPECIFIEQ 0N PLAN ' -0 QLZ 'roP aF eERM E~v.= p~.~ 2916~~q ~ TOP pF CUR6 ELEV. i + .20 FT. 1,5~ SOp ON TOPSOil., sOa ~ INSTALLEQ C4NCl1RRENT WlTH ~ QCCUPANCY 0F AOJACENI HQiJSE , 3 MAx, EXPIRES - 912Vdj . ~ ~ 3:1 (Tl'P) : ~ . • GRATE ELEVATION L~ i 5, RAINAGE 3: r l~qx "T STRU TURE NO-TE: SrtbRM PIPE PROVEaE FELTER FABRIC (AMDCO 4545 QR EQUAL) B€TW€EIV RIP RAP THE NAi1VE S41L A#JQ THE WASHM QRAIiJ RQCK AND BETWEEN THE WASHED QRAIEI ROLK AIVO i71E pRl'INEU. BARREL 1"-3" FOpSQ1L 01~ GRAOEa POND BOTfQM ~ w \GRADED RQND BOTTOM ~ ~ ~ ~C~dNAL ~Ew WGE 4F8A~5PHA~ u~i ~RAIN Pl~~ > m TYPICAL P~DND CROS5-SECTION WITH STORM LW C= ~ ~ NOT TO SCALE ~ ~ ~ 0 CL ~ - TYPicAl 0208' PoND - - ^ . CRQSa SECTIONS ~ W.1 rn, a~ Z* a) ~ ~ ' . ' 1 STORM DRAINAGE ANALYSIS OFFfr"iAL Flt3+ ti, DO(Cl1'a;ENT FOR SPOK,NNE COUNrf E;vuiN~ERS OFFlCE REC=~-IVED • q,.~ v ~ Rq r~~~c:E~,T G•~t:►~ 0CT 11 2000 aiiB.IirTI'Al 4 • tJ"9C . j,~n, ~ ~U~~ D~~A N CO M M~ dUNTY ENGINEER vG~~~TY EPSIVE R SPOKANE COUNTY - w w W } , LL-Z Q)-- t. ~ o~ 51~ 80 October 2000 RO a~~, r W ~ W Z ~ - 0 2 Q ~ QdZ o CLC ASSOCIATES I NC. w v?~o a-. ~ ~oC) v~z~s.~ 707 West 7`h Avenue Suite 200 ~ v°-C ~ Jg ~ G~ ' 0~ ~i ~55Q y.' r' v ~ ~ Spokane, Wa 99204 U~ F.. w w W§ W ~~~aW Z Z (509)-458-6840 z I- w z~ go 3 Q` ~ ji ~ ZUvQE-E-~~ OV WV UU~o~ ~ CL ~ ~~Q~WW~ca:~ . ~ , T his repo rt has been prepare d by t he s ta f f o f C L C Associa tes I`.'~,,m dptg~ q~ undersigned professional engineer whose seal and signature a ears her9ocn --4 ii cr ~ drainage analysis has been completed in with the for Stormwater Management. F wASy,~' ~ ~ ~o ~ 9 22916 S~ONAI. EN EXPIRES: Zl CLC Associates Inc. Dishman Commotls ' ~ , PURPOSE , The purpose of this report is to determine the extent of storm drainage facilities, which will be required to dispose of stormwater runoff created by the improvements of the proposed project. In accordance with the Spokane County Guidelines for Stormwater Management, the storm drainage facilities on this project will be designed to dispose of runoff from a ten-year design storm and the first one-half inch of runoff from all road impervious surfaces will be treated in grass infiltration areas (`208' swales). ANALYSIS METHODOLOGY The Rational Method, which is recommended, for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes. The Bowstring Method will be used to evaluate the adequacy of the drywells and storage capacities. All relevant calculations have been included in the appendix of this report. PROJECT DESCRIPTION ~ Dishman Commons is a 30-lot subdivision (on 10.3 acres) located in Section 29, T 25 N, R 45 E W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage disposal and treatment is being accomplished in grassy swales that are located on either private property or within the public right of way. The topography on the site slopes moderately from east to west. ~ Sheet 75 of the Soil Survev of Spokane County Wa. shows that the soil type for the area of the proposed project is: McB - Marble sandy loam, 0 to 8% slopes: This soil is a somewhat excessively ~ drained soil. Surface runoff is slow, and there is little or no hazard to erosion. This soil type is pre-approved for the use of drywells in accordance with the Spokane County Guidelines for Stormwater Manaqement. CLC Associates Inc. Dishman Commons , ~ CALCULATIONS ~ The 10-year peak flows for the individuai basins on the project were calculated using the Rational Method and the Intensity-Duration-Frequency curves for Spokane, Medical Lake, Reardon, Cheney and Rockford areas. Tabulated in the appendix is the total area, road impervious area, runoff coefficient, peak flow, `208' swale volume requirement, Bowstring volume requirement, and number and type of drywells required for each of the basins. It is assumed for the purposes of the swale design that a double-depth drywell has a capacity of 1.0 cfs and a single-depth drywell has a capacity of 0.3 cfs. ' Grate Calculations The inlets shown for basin A, C3, C6 & C7 are in a sump condition. Spokane County Type 1 From 4-1.1 of Guidelines, Q= CPH3/2 , where C= 3.0, P= perimeter of grate, and H= depth of water. Perimeter of grate = 6.13 ft, P/2=3.065ft. Q= 3(3.065)(.50) 3/2 = 3.25 CFS . From the Basin Summary Table in the appendix of this report these grate capacities are adequate for the peak flow in each basin. The catch basins in a sump condition have been sized to accommodate by-pass flow from the catch basins on a continuous grade. The rest of the inlets shown on the plans and Basin Map are on a continuous grade, the grate capacity calculations have been included in the appendix of this report. STORMWATER DISPOSAL ~ The stormwater generated by the project will be disposed of in the `208' swales areas and drywells as indicated on the improvement plans and basin map. The 1stormwater alon9 16th Avenue will be collected and PiPed to Pond B, it should be noted that the actual crown on 16th Avenue is actually 5-6' south of the existing painted 1 centerline stripe which drastically reduces the actual basin size so that the amount of stormwater in that basin will be much less than shown in this report. The stormwater for the rest of the basins will be routed to ponds either in a piping system or by curb drops. The `208' swale volume as indicated on the Basin Summary Table is provided at a depth of six inches for all ponds. CLCAssociules Inc. Dishman Commons ~ i Appendl*x 1 1 1 ~ Dishman Commons CLC Associates Inc. . J:1Land Projects1993531dwg1COVER.dwg, 06/06/2000 02:50:47 PM, DJD / - ! ~ N ^ dw o ~w . c~ ~ - JN C) o ~ -1 ~ > c- --A m ~ OWWD T~ . Ctj 00 ~ P D ( -D \ - E . TIN p CY) ~ . ~ • {9,~ ~aays su~af} ~ ~ k+ ~i,+ ~ ' A~~~S f 7~ ~ r~ u!~4 ! io- ' ` ' " y `"'r.a,n~' g a o . ' ' ~Y ~ rr ~ ',,y J q3 ~A ~ ~ 9i ~,L1i~.9''or .~g ~ ~ i ~ ~ "i ~ . + 6 , . 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' _ _ _ - ~ rr m~mm rr r DISHMAN COMMONS 99353 Spokane County, Washington 08/47/00 10-Year Design Storm Engineer; DJD , GRATE 1NLE1' CALCULATIONS ' on Gontinuous Grade Inlet Basin Gutter Cross- Grate Depth of Gutter Gutter Flow ByPass Basin Street and Peak flow 'Slope Slope Width Flow Flow Width Velocity Received Flow Area Station (cfs) (ftlft) l/Z (ft) (ft) (ft) (fps) (cfs) (cfs) . 16TH AVENUE Bl STA 5+17,5 RT. 1.17 0.0330 0:020 4,00 0.12 5.986 2.317 1.1l 0.06 HERALD LANE C. 4 STA 11+36.36 RT. 1.33 0.0075 0.024 4,00 0.18 . 7,399 1.639 1.16 0.17 ALLEY CS . 1,64 0.0200 0,020 2.00 0.15 7.463 3.106 0.93 0,71 HERALD LANE C2 STA 11+36.36 LT. 0.15 . 0.0075 0.024 2.00 0.08 3.264 0.882 O.14 0.01 17TH LANE B4 _ STA 12+28,48 RT. 1.25 0.0600 0.024 2.00 0.12 4.895 4.014 0.94 0,31 17TH LANE B4 STA 11+51.90 RT. 0.31 0.0600 0,024 2.00 0.01 2.902 2.130 0.30 0.01 17TH LANE B3 STA 11 +51.90 LT. 0,38 0,0600 0,024 2,00 ,0.08 3.132 2.363 0.35 0.03 This fonn is in accordance with the WSDOT Hydraulic Manual Grate Widths Section 5-5.1, Capacity of Inlets on a Continuous Grade Herringboile =1.67' Vaned =1.67' , w/ 2" sump = 2.00' InletC rr ~r ~ ~r rr r ~ ~r ~r ~r rr ~ ~r ~r r ~ r rr ~ Dishman Commons 5990353 Spokane County, Washington 08107/00 10-Year Strom Event Engineer; DJD INLET FLOW CAPACITIES in Sump Conditians 1- - _--o•_ ..r - - , Inlet., Basin Basin + Inlet Maximum Inlet . By-Pass Basin Street and , . In1et;Type' , Peak:Flow- By-Pass Perimeter , Flaw Depth** Discharge*** Flow Station . . ' (cfs) Q P H Qa Q-Qa _ 17th Lane ~ TYPE 1 A1 ~ STA 11+51,40RT. GRATE ~ 0,51 0.51 ~ 3.67 ~ 0,33 ~ 2,09 ~ -1,58 17th Lane TYPE 1 A2 STA 11+51.90 LT. ~ GRATE ~ 0.26 0.26 ~ 3.67 ~ 0.33 ~ 2,09 ~ -1.83 Herald Lane - ~TYPE 1 ~ ~ • ~ ~ ~ ~ C6 ~ STA 10+36,88 RT. ~ GRATE 2.13 ~ 2.13 ~ 5,91 ~ 0,33 ~ 3,36 ~ -1.23 ~ 17TH LANE ~ TYPE 1 I • ~ I I I ~ C7 ~ STA 17+21,89 RT. ~ GRATE ~ 2,24 2.24 ~ 5.91 ~ 0,33 ~ 3.36 ~ -1.12 I I HERALD LANE ~ TYPE l ~ -I I I I ~ C3 ~ STA 10+36.88 LT, ~ GRATE ~ 0,35 ~ 0.35 ~ 3.67 ~ 0,33 ~ 2,09 ~ -1.74 Grate Perimeters* Qa = C* P* H^ 1,5 Herringbone = 3.67' Where; C= 3.0, P= Perimeter, H= Elow Depth Vaned = 3.67', WSDOT= 5.91' ~ Grate Perimeter = Available PerimeterDivided by a Safety Factor of 2, Maximum Flow Depth is based on curb crest above inlet, Calculated in accordance with Spokane County Guidelines for Stormwater Management, Section 4-1. InletSmp rr rr ~r r~r ~ r~r r~r ~■~r r~r ir ~ rr rr r~ DISHMAN COMMONS Basin Summary Table Road Imp. House Area Driveway Total Peak 208' Vol. Bowstring 208' Vol, Total Area Area 1800SFILot Area Imp. Area Runoff Flow 1 Req'd Vol. Req'd Prov'd Outflow Number & Type Basin (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff, (cfs) (cu.ft) ' (cu.ft) (cu.ft) (cfs) of Drywells A1 17,455 0.40 3,992 1,0 1,800 750 6,542 0,40 0.51 A2 3,993 0.09 3,993 0.0 0 0 3,993 0,90 0.26 A 21,448 0.49 7,985 1.0 1,800 750 10,535 0.49 0.76 333 217 355 0.3 1 Sinale B1 31,212 0.72 17,766 0.0 0 0 17,766 0.56 1.17 B2 56,881 1.31 0 0.0 0 0 0 0.10 0,42 83 5,723 0.13 5,723 0.0 0 0 5,723 0.90 0,38 64 42,983 0.99 5,745 4.0 7,200 3,000 15,945 0.40 1.25 B 171,987 3.9 29,234 4.0 7,200 3,000 39,434 0.28 3,25 1218 708 2143 2.0 2 Doubles C1 39,974 0.92 0 0.0 0 0 0 0.10 0.25 C2 2,675 0.06 2,266 0.0 0 0 2,266 0.78 0.15 C3 5,261 0.12 5,261 0.0 0 0 5,261 0.90 0.35 C4 34,933 0.80 20,236 0.0 0 0 20,236 0.56 1.33 C5 58,780 1.35 8,800 6.0 10,800 4,500 24,100 0.43 1.64 C6 64,684 1.48 11,624 6.0 10,800 4,500 26,924 0.43 1.76 C7 89,442 2,05 12,531 9.0 16,200 6,750 35,481 0.42 224 C 296,123 6.80 60,718 21,0 37,800 15,750 114,268 0,41 7.92 2530 3328 2832 2.0 2 Doubles D 10,719 0.25 4,993 0.0 0 0 4,993 0.47 0.37 208 57 312 0.3 1 Single E 4,706 0.11 2,271 6.0 0 0 2,271 0.49 0.17 95 0 186 0,3 1 Sinqle NOTE: C=[0.9'(IMPERVIOUS AREA) + 0.1 "(PERVIOUS AREA)]ITOTAL AREA , WHERE C = RUNOFF COEFF, 99353 . CLC ASSOCIATES, INC. . 911112000 , ' Weighted Runoff Coefficient Calculation , Pro1'ect: DISHMAN COMMONS . Basin: A1 CLC Job S990353 Total Area (SF): 17455 Designer: DJD Imp. Area (SF): 6542 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)#(Imp. "C")= 5888 . ~ (Grass Area)*(Grass "C")= 1091 TOTAL 6979 6979 Weighted "C"= 0.40 - 17455 ~ Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: A2 CLC Job S990353 Total Area (SF): 3993 Designer: DJD Imp. Area (SF): 3993 Date: 7/18/2000 Grass Area (SF): 0 . Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 3594 (Grass Area)"(Grass "C")= 0 TOTAL 3594 3594 Weighted "C"= 0.90 3993 , Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS Basin: A CLC Job # S990353 Total Area (SF): 21448 Designer: DJD Imp. Area (SF): 10535 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 9482 (Grass Area)}(Grass °C")= 1091 TOTAL 10573 - 10573 W eighted "C„= 0.49 . 21448 , Weighted Runoff Coefficient Caiculation - Project: DISHMAN COMMONS Basin: B1 CLC Job # S990353 Total Area (SF): 31212 Designer: DJD Imp. Area (SF): 17766 Date: 7/18/2000 Grass Area (SF): 13446 Imp. Area "C": ,0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 15989 (Grass Area)*(Grass "C")= 1345 TOTAL 17334 17334 W eighted "C"= 0.56 31212 ' ' - Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: 132 CLC Job # S990353 Total Area (SF): 56881 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 56881 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= . 0 (Grass Area)'(Grass "C")= 5688 TOTAL 5688 5688 W eighted "C"= 0.10 56881 ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B3 CLC Job # S990353 _ Total Area (SF): 9647 Designer: DJD Imp. Area (SF): 9647 Date: 8/7/2000 Grass Area (SF): 0 , Imp. Area "C": - 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 8682 (Grass Area)*(Grass "C")= 0 TOTAL 8682 8682 Weighted "C"= 0.90 9647 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: 64 CLC Job # S990353 Total Area (SF): 42983 Designer: DJD Imp. Area (SF): 15945 Date: 8/7/2000 Grass Area (SF): 27038 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 14351 (Grass Area)i(Grass "C")= 2704 TOTAL 17054 17054 Weighted "C"= 0.40 42983 1 ' ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B CLC Job # S990353 Total Area (SF): . 171987 Designer: DJD Imp. Area (SF): 39434 Date: 9/11/2000 Grass Area (SF): 132553 ' Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 35491 (Grass Area)*(Grass "C")= 13255 TOTAL - 48746 48746 . Weighted "C"= 0.28 171987 ' ' ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C1 CLC Job S990353 Total Area (SF): 39974 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 39974 imp. Area "C": 0.90 Grass Area "C": 0.10 ~ (Imp. Area)*(lmp. "C")= 0 (Grass Area)'`(Grass "C")= 3997 TOTAL 3997 ' 3997 Weighted "C"= 0.10 , 39974 ' ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C2 CLC Job # S990353 Total Area (SF): 2675 Designer: DJD Imp. Area (SF): 2266 Date: 7/18/2000 Grass Area (SF): 409 imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 2039 (Grass Area)*(Grass "C")= 41 TOTAL 2080 2080 Weighted "C"= 0.78 2675 ' - - ~ ' ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C3 CLC Job # S990353 'Total Area (SF): - 5261 Designer: DJD Imp. Area (SF): 5261 Date: 8/7/2000 Grass Area (SF): 0 1 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(imp. "C")= 4735 (Grass Area)'(Grass "C")= 0 TOTAL 4735 4735 Weighted "C"= 0.90 5261 ~ ' . ~ . ' - ' Weighied Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C4 CLC Job # S990353 Total Area (SF): 34933 Designer: DJD Imp. Area (SF): 20236 Date: 7/18/2000 Grass Area (SF): 14697 Imp. Area "C": 0.90 Grass Area "C": • 0.10 ~ (Imp. Area)''(imp. "C")= 18212 (Grass Area) (Grass C„)- - . 1470 TOTAL 19682 19682 Weighted "C"= 0.56 34933 1 - - 1 1 1 . ~ . Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C5 - CLC Job # S990353 ' Total Area (SF): 58780 Designer: DJD Imp. Area (SF): 24100 Date: 7/18/2000 Grass Area (SF): 34680 , Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 21690 (Grass Area)'(Grass "C")= 3468 TOTAL 25158 25158 Weighted "C"= 0.43 58780 1 . . ' 1 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C6 CLC Job # S990353 Total Area (SF): 64684 Designer: DJD Imp. Area (SF): 26924 Date: 7/18/2000 Grass Area (SF): 37760 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"(Imp. "C")= -24232 (Grass Area)'(Grass "C")= 3776 TOTAL 28008 . 28008 Weighted "C"= 0.43 64684 , ' ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C7 CLC Job #S990353 Total Area (SF): 89442 Designer: DJD Imp. Area (SF): 35481 Date: 8/7/2000 Grass Area (SF): 53961 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 31933 (Grass Area)*(Grass "C")= 5396 TOTAL 37329 . 37329 Weighted "C"= 0.42 89442 1 ' - , ' Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C CLC Job S990353 Total Area (SF): 296123 Designer: DJD Imp. Area (SF): 114268 Date: 9/11/2000 Grass Area (SF): 181855 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 102841 (Grass Area)*(Grass "C")= 18186 TOTAL ' 121027 121027 Weighted "C"= 0.41 296123 , , Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: D CLC Job S990353 Total Area (SF): 10719 Designer: DJD Imp. Area (SF): 4993 Date: 9/11/2000 Grass Area (SF): 5726 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 4494 (Grass Area)*(Grass "C")= 573 TOTAL 5066 5066 Weighted "C"= 0.47 10719 r 1 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: E CLC Job S990353 Total Area (SF): 4706 Designer: DJO Imp. Area (SF): 2271 Date: 7/18/2000 Grass Area (SF): 2435 Imp. Area "C": . 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 2044 (Grass Area)#(Grass "C")= 244 TOTAL 2287 2287 Weighted "C"= 0.49 4706 ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: F CLC Job # S990353 Total Area (SF): 35545 Designer: DJD Imp. Area (SF): 4858 Date: 7/18/2000 Grass Area (SF): 30687 Imp. Area "C": 0.90 Grass Area "C": . 0.10 (Imp. Area)*(imp. "C")= 4372 (Grass Area)'(Grass "C")= 3069 TOTAL 7441 7441 Weighted "C"= 0.21 35545 , . ' . PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ . BASIN: A1 Tot. Area = 0.40 Acres Imp. Area = 3,992 SF. C = 0.40 CASE 1 50 ft. Overiand Flow Ct = 0.15 L = 50 ft. n = 0.400 - S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow . Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.095 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.52 0.66 5.00 3.18 0.51 Qpeak for Case 1= 0.51 cfs - CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.51 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS • - BASIN: A2 Tot. Area = 0.09 Acres ' Imp. Area = 3,993 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 ' S = 0.0314 d = 0.073 ft. A R Q Tc Tc total I Qc 0.14' 0.04 0.26 0.79 5.00 3.18 0,26 ~ Qpeak for Case 1= 0.26 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.26 cfs 99353 BASIN.xIs • CLC ASSOCIATES, INC. 7/25/2000 1 . PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: A Tot. Area = 0.49 Acres Imp. Area = 7,985 SF C = 0.49 ' CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 ' Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.110 ft. A R Q Tc Tc total I Qc 0.32 0.05 0.77 0.60 5.00 3.18 0.76 ' Qpeak for Case 1= 0.76 cfs CASE 2 . Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.52 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.76 cfs - 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' BOWSTRING METHOD PROJECT: DISHMAN COMMONS ' DETENTION BASIN DESIGN BASIN: A DESIGNER: DJD DATE: 07/25/00 ' Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 - Area (acres) 0.49 impervious Area (sq ft) 7985 'C' Factor 0.49 , '208' Volume Provided 355 Area * C 0.240 ' Time Time inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.76 307 90 217 5 300 3.18 0.76 307 90 217 10 600 2.24 0.54 378 180 198 15 900 1.77 0.42 426 270 156 ~ 20 1200 1.45 0.35 453 360 .93 25 1500 1.21 0.29 465 450 15 30 1800 1.04 0.25 475 540 0 35 2100 0.91 0.22 481 630 0 40 2400 0.82 0.20 493 720 0 45 2700 0.74 0.18 498 810 0 50 3000 0.68 0.16 506 900 0 208' DRAINAGE POND CALCULATIONS , - Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 332.7 cu ft 208' Storage Volume Provided 355 cu ft DRYINELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring , 217 cu ft . Provided Storage Volume 355 cu ft @ 6" depth - Number and Type of Drywefls Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS . BASIN: B1 Tot. Area = 0.72 Acres t Imp. Area = 17,766 SF C = 0.56 ' CASE 1 0 ft. Overland Fiow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 ~ Tc = 0.00 min., by Equation 3-2 of Guidetines 595 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 ~ S= 0.0080 d = 0.168 ft. A R Q Tc Tc total I Qc i 0.72 0.08 1.14 6.24 6.24 2.83 1.14 ' Qpeak for Case 1= 1.14 cfs _ ~ CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.17 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN CONiMONS , . . BASIN: B2 Tot. Area = 1.31 Acres , Imp. Area = 0 SF C = 0.10 CASE 1 365 ft. Overland Flow Ct = 0.15 1 L = 365 ft. n = 0.040 S = 0.010 Tc = 2.97 min., by Equation 3-2 of Guidefines 0 ft. Gutter flow ' Z1 = 50.0 Z2 - 1.00 n = 0.016 S = 0.0080 d = 0.115 ft. A R Q Tc Tc total i Qc 0.34 0.06 0.42 0.00 5.00 3.18 0.42 Qpeak for Case 1= 0.42 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(lmp. Area) = 0.00 cfs So, the Peak flow for the 6asin is the greater of the two flows, 0.42 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B3 , Tot. Area = 0.13 Acres Imp. Area = 5,723 SF . C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.084 ft. A R Q Tc Tc total I . Qc 0.1.9 0.04 0.37 3.17 5.00 3.18 0.37 . Qpeak for Case 1= 0.37 cfs - ' CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PR4JECT: DISHMAN COMMONS . ' BASIN: B4 ' Tot. Area _ 0.99 Acres Imp. Area - 5,745 SF C = 0.41 CASE 1 50 ft. Overiand Flow Ct = 0.15 . L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 d = 0.117 ft. A R Q Tc Tc total I Qc 0.37 0.06 1.26 1.80 5.40 3.08 1.25 Qpeak for Case 1= 1.25 cfs ' CASE 2 . 1 Case 2 assumes a Time of Concentration less than 5 minutes so that the . peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS . BASIN: B ~ Tot. Area = 3.90 Acres Imp. Area = 29,234 SF C = 0.28 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 ' n = 0.016 S 0.0600 . d = 0.171 ft. A R Q Tc Tc total I Qc 0.78 0.09 3.46 1.40 5.00 3.18 3.47 Qpeak for Case 1= 3.47 cfs CASE 2 1 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.92 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.47 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTtON BASIN DESIGN BASIN: B DESIGNER: DJD , DATE: 07/26/00 Time lncrement (min) 5 Time of Conc. (min) 5.02 Outflow (cfs) _ 2 Design Year Flow 10 Area (acres) 3.10 Impervious Area (sq ft) 29234 'C' Factor 0.33 '208' Volume Provided 2143 Area * C - 1.023 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.02 301 3.17 3.25 1311 603 708 5 300 3.18 3.25 1308 600 708 10 600 2.24 2.29 1610 1200 410 - 15 900 1.77 1.81 1815 1800 15 20 1200 1.45 1.48 1932 2400 0 25 1500 1.21 1.24 1984 3000 0 30 1800 1.04 1.06 2024 3600 0 35 2100 0.91 0.93 2050 4200 0 40 2400 0.82 0.84 2099 4800 0 45 2700 0.74 0.76 2121 5400 0 50 3000 0.68 0.70 2158 6000 0 ' - 208.DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 1218.1 cu ft -208' Storage Volume Provided . 2143 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 708 cu ft Provided Storage Volume 2143 cu ft @ 6" depth 'Number and Type of Drywells Required 0 Single . 2 Double 99353 CLC ASSOCIATES 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C1 Tot. Area = 0.92 Acres Imp. Area = 0 SF C = 0.10 CASE 1 170 ft. Overland Flow Ct = 0.15 L = 170 ft. n = 0.400 S = 0.015 Tc = 6.65 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.095 ft. A R Q Tc Tc total I Qc 0.23 0.05 0.25 0.00 6.65 2.74 0.25 Qpeak for Case 1= 0.25 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C2 Tot. Area = 0.06 Acres Imp. Area = 2,266 SF - C = 0.78 CASE 1 20 ft. Overland Flow Ct = 0.15 , L = 20 ft. n = 0.400 ' S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 150 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 - n = 0.016 S = 0.0080 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.15 2.66 5.00 3.18 0.15 - Qpeak for Case 1= 0.15 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.15 cfs 99353 BASIN.xis CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C3 , Tot. Area = 0.12 Acres Imp. Area = 5,261 SF C = 0.90 CASE 1 0 ft. Overland Flow - Ct = 0.15 L = 0 ft. n = 0.400 - S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 95 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 . n = 0.016 S = 0.0080 d = 0.105 ft. A R Q Tc Tc total I Qc 0.29 0.05 0.34 1.36 5.00 3.18 0.34 Qpeak for Case 1= 0.34 cfs . - , CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.35 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.35 cfs . . 99353 BASIN.xis CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C4 Tot. Area = 0.80 Acres imp. Area = 20,236 SF , C = 0.56 CASE 1 20 ft. Overland Fiow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 715 ft. Gutter flow Z1 = 50.0 - Z2 = 1.00 n = 0.016 S = 0.0300 d = 0.135 ft. . A R Q Tc Tc total I Qc 0.46 0.07 1.24 4.48 6.56 2.76 1.24 Qpeak for Case 1= 1.24 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.33 cfs . So, the Peak flow for the Basin is the greater of the two flows, . 1.33 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. , 7125/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C5 Tot. Area = 1.35 Acres imp. Area = 8,800 SF C = 0.43 CASE 1 - 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 510 ft. Gutter flow Z1 = 50.0 Z2 = 50.00 n = 0.016 - S = 0.0341 d = 0.114 ft. A R Q Tc Tc total I Qc 0.65 0.06 1.65 3.34 6.26 2.83 1.64 ' Qpeak for Case 1= 1.64 cfs CASE 2 . Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.58 - cfs _ So, the Peak flow for the Basin is the greater of ihe two flows, 1.64 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ~ ~ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C6 Tot. Area = 1.48 Acres Imp. Area = 11,624 SF C = 0.43 CASE 1 50 ft. Overland Flow ' Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines i 610 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 1 d = 0.154 ft. A R Q Tc Tc total I Qc 0.63 0.08 ' 1.77 3.64 6.56 2.76 1.76 1 Qpeak for Case 1= 1.76 cfs . ' . CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(1mp. Area) = 0.76 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C7 ' . Tot. Area _ 2.05 Acres Imp. Area = 12,531 SF ' C = 0.42 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 810 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.168 ft. A R Q Tc Tc total I Qc 0.75 0.08 2.24 4.56 7.48 2.60 2.24 Qpeak for Case 1= 2.24 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.82 cfs ' So, the Peak flow for the Basin is the greater of the two flows, 2.24 cfs 99353 BASIN.xls CLC ASSOCIATES, INC. 7/26/2000 1 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN• . C ' Tot. Area _ 6.80 Acres Imp. Area - 60,718 SF C = 0.41' CASE 1 ' - 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines . , 650 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 , d = 0.266 ft. A R Q Tc Tc total I Qc 1.89 0.13 7.94 2.58 6.19 2.85 7.93 Qpeak for Case 1= 7.93 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 3.99 cfs So, the Peak flow for the Basin is the greater of the two flows, 7.93 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 ' BOWSTRING METHOD PROJECT: DISHMAN COMMONS I DETENTlON BASIN DESIGN BASIN: C DESIGNER: DJD DATE: 08/07/00 ' Time Increment (min) 5 Time of Conc. (min) 6.19 Outflow (cfs) 2 , Design Year Flow 10 Area (acres) 6.79 Impervious Area (sq ft) 60718 ' 'C' Factor 0.41 '208' Volume Provided 2581 Area C 2.784 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 6.19 371 2.85 7.92 3940 742 3197 5 300 3.18 8.85 3559 600 2959 10 600 2.24 6.24 4528 1200 3328 15 900 1.77 4.93 5057 1800 3257 20 1200 1.45 4.04 5353 2400 2953 25 1500 1.21 3.37 5478 3000 2478 30 1800 1.04 2.90 5577 3600 1977 35 2100 0.91 2.53 5640 4200 1440 . 40 2400 0.82 2.28 5767 4800 967 ' 45 2700 0.74 2.06 5822 5400 422 50 3000 0.68 1.89 5918 6000 0 ' 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 2529.9 cu ft ' . 208, Storage Volume Provided 2832 cu ft ' DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 3328 cu ft Provided Storage Volume 3599 cu ft @ 8" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 8/7/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS I BASIN: D ' Tot. Area _ 0.25 Acres Imp. Area - 4,993 SF C = 0.47 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0168 . d = 0.096 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.37 2.63 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs ~ CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow -.90(3.18)(Imp. Area) - 0.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.37 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 , BOWSTRING METHOD PROJECT: DISHMAN COMMONS I DETENTION BASIN DESiGN BASIN: D DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.25 Impervious Area (sq ft) 4993 'C' Factor 0.46 '208' Volume Provided 312 Area * C 0.115 - Time Time Inc. lntens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3_18 0.37 147 90 57 5 300 3.18 0.37 147 90 57 10 600 2.24 0.26 181 180 1 15 900 1.77 0.20 204 270 0 20 1200 1.45 0.17 217 360 0 . 25 1500 1.21 0.14 223 450 .0 30 1800 1.04 0.12 227 540 0 35 2100 0.91 0.10 230 630 0 40 2400 0.82 0.09 236 720 0 45 - 2700 0.74 0.09 238 810 0 50 3000 0.68 0.08 243 900 0 ~ - 208' DRAINAGE POND CALCULATIONS _ Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 208.0 cu ft 208 Storage Volume Provided 312 cu ft . DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 57 cu ft Provided Storage Volume 312 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS . I BASIN: E Tot. Area = 0.11 Acres Imp. Area = 2,271 SF C = 0.49 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 - Tc = 2.08 min., by Equation 3-2 of Guidelines 110 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0120 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.17 1.60 5.00 3.18 0.17 Qpeak for Case 1= 0.17 cfs CASE 2 , Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs . So, the Peak flow for the Basin is the greater of the two flows, 0.17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DES(GN BASf N: E DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 _ Design Year Flow 10 Area (acres) 0.11 . Impervious Area (sq ft) 2271 'C' Factor 0.49 '208' Volume Provided 186 Area * C 0.054 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) _ (in/hr) (cfs) . (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.17 69 90 0<__ 5 300 3.18 0.17 69 90 0<__ 10 600 2.24 0.12 85 180 0<__ 15 900 1.77 0.10 96 270 0<__ 20 1200 1.45 0.08 102 360 0<__ 25 1500 1.21 0.07 104 450 0<__ 30 1800 1.04 0.06 107 540 0<__ 35 2100 0.91 0.05 108 630 0<__ 40 2400 0.82 0.04 111 720 0<__ 45 2700 0.74 0.04 112 810 0<__ 50 3000 0.68 0.04 114 900 0<__ ~ 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 iri/ft 94.6 cu ft , 208' Storage Volume Provided 186 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 0 cu ft Provided Storage Volume 186 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: F Tot. Area = 0.82 Acres Imp. Area = 4,858 SF C = 0.21 CASE 1 145 ft. Overland Fiow Ct = 0.15 L = 145 ft. n = 0.400 S = 0.020 Tc = 5.54 min., by Equation 3-2 of Guidelines 205 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0169 d = 0.100 ft. A R Q Tc Tc totai I Qc 0.27 0.05 0.44 2.08 7.63 2.58 0.44 Qpeak for Case 1= 0.44 cfs CASE 2 , Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.32 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.44 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: F DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 7.63 Outflow (cfs) 0.3 Design Year Flow - 10 Area (acres) 0.82 Impervious Area (sq ft) 4858 'C' Factor 0.21 '208' Volume Provided 209 Area * C 0.172 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 7.63 458 2.58 0.44 272 137 135 5 300 3.18 0.55 220 90 130 10 600 2.24 0.39 291 180 111 15 900 1.77 0.30 322 270 52 20 1200 1.45 0.25 338 360 0 25 1500 1.21 0.21 345 450 0 30 1800 1.04 0.18 350 540 0 35 2100 0.91 0.16 353 630 0 40 2400 0.82 0.14 361 720 0 45 2700 0.74 0.13 364 810 0 50 3000 0.68 0.12 370 900 0 208' DRAINAGE POND CALCULATIONS - Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 202.4 cu ft 208' Storage Volume Provided 209 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 135 cu ft _ Provided Storage Volume 209 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 B-1 P-1 STORMLIN~ A J-1 P-2 POND B Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. J:Idocument1993531dishman4.stm Inland Pacific Engineering Co. StormCAO v1.0 10/05J00 12:59:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn _engtl-i Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Inverl (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 B•1 J-1 69,00 12 inch 1,997.45 1,992.60 0.028698 1,997.91 1.17 1,998.08 1,993.23 1,998.00 2,000.37 P-2 J-1 POND B 30.00 12 inch 1,992.60 1,992.30 0.010000 1,993.06 1,17 1,993,23 1,993.00 1,993.30 1,998.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Pacific Engineering Co. StormCAO v1.0 10106/00 02:46:50 PM 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 A2 STORMLINI- B P-2 A1 ~ -3 utlet Project Title: DISHMAN COMMONS BASIN A Project Engineer. CLC ASSOCIATES, INC. j:ldocument1993531dishman.stm Inland Pacific Englneering Co. StormCAD v1.0 10/05/00 02:54:39 PM (D Haestad Methods, Inc. 37 Brookside Road Watefiury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert ((Uft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-2 A2 A1 24.67 12 inch 1,991.20 1,991.05 0.006080 1,991,41 0.26 1,991.48 1,991.43 1,993.03 1,993.03 P•3 A1 Outlet 68.00 12 inch 1,991.05 1,990.70 0.005147 1,991.42 0.77 1,991.55 1,991.20 1,990.70 1,993.03 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,990.70 ProJect Tifle: DISHMAN COMMONS BASIN A Project Engineer: CLC ASSOCIATES, INC. j:ldocument1993531dishman.stm Inland Paciflc Englneering Co. StormCAD v1.0 10/05/00 02;55:04 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' ' Outlet n - STORMLINI C&D P-4 1 B3 ~ P-3 P-2 1 _ 1 134-1 B4-2 Project Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. j:ldocument1993531dishman1.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 03:10:35 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn . Dn Rim Node Node (ft) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-2 64-2 64-1 15.00 12 inch 1,993.78 1,992.90 0.058667 1,994.19 0,94 1,994.34 1,993.57 1,995.82 1,996.72 P-3 64-1 63 24.67 12 inch 1,992.90 1,992.60 0.012161 1,993.37 1.25 1,993.55 1,993.27 1,995.82 1,995,82 P-4 B3 Outlet 24.40 12 inch 1,992.50 1,992.30 0.008197 1,993.04 1.63 1,993.26 1,993.06 1,993.30 1,995.82 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 Projeci Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC, j:ldocument1993531dishmanl.stm Inland Paciflc Engineering Co. StormCAD v1.0 10/05/00 03:11:11 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Out et ~ n P-3 STORML NE E C2 P-2 C4 , -1 5 ~ Project Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. j;ldocument1993531dishman3,stm Inland Paciflc Engineering Co. StormCAD v1.0 10/05l00 03:39:25 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~r r ■i ~ ~■r ~ ~ ~r ~ m m m m m m Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) InveR Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (fl) (it) (ft) (ft) (ft) P-1 C5 C4 27.50 10 inch 2,009.54 2,009.40 0.005091 2,010.43 1,64 2,010.57 2,010.48 2,011.94 2,011.29 P-2 C4 C2 24.70 12 inch 2,009.40 2,008.40 0.040486 2,010.19 2.88 2,010.48 2,010.39 2,011.94 2,011.94 P-3 C2 Outlet 48.60 12 inch 2,009.25 2,009.00 0.405144 2,010.00 3.03 2,014.36 2,010.11 2,010.00 2,011,94 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 Project Title: OISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC. j:ldocument1993531dishman3.stm Inland Paclflc Engineering Co. StormCAD v1.0 10105100 03:38:59 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, C7 06708 USA (203) 755-1666 Page 1 of 1 Outlet A STORMLINF F&G P-2 C7 P-1 C3 ~ F- I L_ P-3 C6 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j;ldocument1993531dishman2.stm Inland Pacific Engineering Co. StormCAD v1,0 10l06/00 02:42;50 PM p Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report , Pipe Up Dn LengtP Size Up Dn S Up Q Up On On Rim Node Node (ft) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ff) (ft) (ft) (ft) (ft) (ft) (ft) P-3 C6 C3 25.00 12 inch 2,008.97 2,008.85 0.004800 2,009,70 1.76 2,009.83 2,009.79 2,010.97 2,010.97 P-1 C7 C3 48.00 12 inch 2,009.17 2,008.85 0.006667 2,009.81 2.24 2,010.09 2,009,85 2,010.97 2,011,17 P•2 C3 Outiet 43.50 15 inch 2,008.85 2,008.65 0.004598 2,009.70 4.35 2,010.07 2,009.87 2,010.00 2,010.97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010,00 Project Title: DISHMAN COMMONS Project Engineer; CLC ASSOCIATES INC. j:ldocument1993531dishman2.stm Inland Pacific Engineering Co. StormCAD 0.0 10/06/00 02:41:42 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 BASIN A2 ' Worksheet for Circular Channel ' Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings CoeNicient 0.009 Channel Slope 0.005000 fVft Diameter 12.00 in Discharge 0.26 cfs Results Depth 0.18 ft Flow Area 0.10 ft2 ' Wetted Perimeter 0.88 ft Top Widih 0.77 ft Critical Depth 0.21 ft Percent Full 18.10 Critical Slope • 0.002752 fUft Velocity 2.68 fVs Velocity Head 0.11 ft Specific Energy 0.29 ft Froude Number 1.33 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000026 fUft Flow is supercritical. . ' - ' - , - 08/08/00 Academic Edition FlowMaster v5.17 08:26:12 AM Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' BASiN A2&A1 . Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channei Meihod Manning's Formula Solve For Channel Depth input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 0.77 cfs Results Depih 0.31 ft Flow Area 0.21 ftZ Wetted Perimeter 1.19 ft Top Width 0.93 ft Critical Depth 0.37 ft Percent Full 31.23 Critical Slope 0.002721 fUft Velocity 3.68 fUs Velocity Head 0.21 ft Specific Energy 0.52 ft Froude Number 1.36 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000224 fUft Flow is supercritical. 1 08/08/00 Academic Edition FlowMaster v5.17 08:27:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 oi 1 BASIN 61 Worksheet for Circular Channel , Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings CoeKicient 0.009 Channel Slope 0.030000 fUft Diameter 12.00 in Discharge 1.17 cfs Results • Depih 0.24 it Flow Area 0.15 itz Weited Perimeter 1.03 ft Top Width 0_86 ft Critical Depih 0.46 ft Percent Full 24.47 Critical Slope 0.002846 fUft Velocity 7.85 fUs Velocity Head 0.96 ft Specific Energy 1.20 ft Froude Number 3.33 Maximum Discharge 9.59 cfs Full Flow Capacity 8.91 cfs Full Flow Slope 0.000517 fUft Flow is supercritical. . , 08/08l00 Academic Edition • FlowMaster v5.17 08_28:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 . BAS1N 134 ' Worksheet for Circular Channel Project Description Project File j:\document199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Soive For Channei Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft . Diameter 12.00 in Discharge 1.25 cfs Results Depth 0.34 ft Flow Area 0.23 ftZ Wetted Perimeier 1.24 ft Top Width 0.94 ft Critical Depth 0.47 ft Percent Full 33.56 Critical Slope 0.002878 fUft . Velociiy 5.40 fVs Velocity Head 0.45 ft Specific Energy 0.79 ft Froude Number 1.92 Maximum Discharge . 5.54 cfs Full Flow Capaciiy 5.15 cfs . Full Flow Slope 0.000590 fUft Flow is supercritical. ' - 08/08/00 Academic Edition FlowMaster v5.17 . 08:28:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN B3&B4 Worksheet for Circular Channel ' Project Description ~ Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS . Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Input Data Mannings Coefficieni 0_009 Channel Slope 0.008000 fUft Diameter 12.00 in Discharge 1.63 cfs . Results Depth 0.41 ft Flow Area 0.30 ft2 Wetted Perimeter 1.39 ft Top Width 0.98 ft Critical Depth 0.54 ft Percent Full 41,10 Critical Slope 0.003062 fUft _ Velocity 5.36 fUs Velocity Head 0.45 ft Specific Energy 0.86 ft Froude Number 1.70 Maximum Discharge 4.95 cfs Full Flow Capacity 4.60 cfs Full Flow Slope 0.001003 fUft Flow is supercritical. ' 08/08/00 Academic Edition FlowMaster v5.17 08:29:39 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C4 ~ Worksheet for Circular Channel ' Project Description Project File j:ldocument199353\99353.fm2 . Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 1.33 cfs Results Depth 0.35 it Flow Area 0.24 ft2 , Wetted Perimeter 1.26 ft Top Width 0.95 ft Critical Depth 0.49 ft Percent Full 34.68 Critical Slope 0.002913 fUft Velocity 5.50 fUs Velocity Head 0.47 ft Specific Energy 0.82 ft Froude Number 1.92 Maximum Discharge 5.54 cfs ' Full Flow Capacity 5.15 cfs Full Flow Slope 0.000668 ft/ft Flow is supercritical. . ' t . . 08/08I00 Academic Edition FlowMaster v5_ 17 08:30:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN C5 ' Worksheet for Circular Channel , Project Description . , Project File j:ldocumen1199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 10.00 in ' Discharge 1.64 cfs Results Depth 0.43 ft Flow Area 0.28 ft2 Wetted Perimeter 1.33 ft Top Width 0.83 ft Critical Depth 0.57 ft Percent Full 51.07 Critical Slope 0.003990 ft/ft , Velocity 5.85 fUs Velocity Head 0.53 ft ' Specific Energy 0.96 ft Froude Number 1.78 Maximum Discharge 3.40 cfs Full Flow Capacity 3.16 cfs . Full Flow Slope 0.002686 fUft Flow is supercritical. . ' ' ' - 08/08/00 Academic Edition - FlowMaster v5.17 08:30:31 AM Haestad Methods. Inc_ 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6 ' Worksheet for Circular Channei , Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Meihod Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 1.76 cfs Results Depth 0.49 ft Flow Area 0.38 ft2 . ~ Wetted Perimeter 1.55 ft Top Widih 1.00 ft Critical Depth - 0.56 ft Percent Full 49.04 Critical Slope 0.003136 fUft Velocity 4.59 fUs Velocity Head 0.33 ft - Specific E_nergy 0.82 ft Froude Number 1.31 Maximum Discharge 3.91 cfs ~ Full Flow Capacity 3.64 cfs Full Flow Slope 0.001170 fUft Flow is supercritical. ' - . ~ 08108l00 Academic Edition FlowMaster v5.17 08:31:00 AM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN C7 ~ Worksheet for Circular Channel ' Project Description Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0_005000 fUft Diameter 12.00 in ~ Discharge 2.24 cfs Results Depth 0.57 ft Flow Area 0.46 ft2 Weited Perimeter 1.71 ft Top Width 0.99 ft Critical Depth 0.64 ft Percent Full 56.73 Critical Slope 0.003461 fUft Velocity 4.87 fUs Velocity Head 0.37 ft Specific Energy 0.94 ft Froude Number 1.26 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001895 fUft Flow is supercritical. . I 08I08/00 Academic Edition FlowMaster v5.17 08:31:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ~ BASIN C6&C7 , Worksheet for Circular Channel ' Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ~ Input Data ' Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.00 cfs Results Depth 0.66 ft - Flow Area 0.55 ft2 Wetted Perimeter 1.90 ft Top Width 0.95 ft Critical Depth 0.85 ft Percent Full 66.27 ~ Critical Slope 0.005715 ft/ft Velocity 7.24 fUs Velocity Head 0.81 ft Specific Energy 1.48 ft Froude Number 1.67 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.006042 fUft Flow is supercritical. ' i _ t 08/08/00 Academic Edition FtowMaster v5.17 08:32:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' . BASIN C2&C4&C5 ' ' Worksheet for Circular Channel , Project Description Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATI4NS Flow Elerrtent Circular Channel Method Manning's Formula Solve For Channel Depth , input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 3.12 cfs Results Depth 0.56 ft - Flow Area 0.45 ftZ Wetted Perimeter 1.69 ft Top Width 0.99 ft Critical Depth 0.76 ft Percent Full 56.19 . Critical Slope 0.004327 fUft _ Velocity 6.87 fUs Velocity Head 0.73 ft Specific Energy 1.29 ft Froude Number 1.79 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.003676 ftlft Flow is supercritical. ~ 08/08/00 Academic Edition FlowMaster v5.17 08:33:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 , , . BASIN C6&C7&C3 ' Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 , Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUfi Diameter 12.00 in Discharge 4.35 cfs Resulis Depth 0.71 ft Flow Area 0.59 ft2 Wetied Perimeter 1.99 ft Top Width 0.91 ft Critical Depth 0.88 ft Percent Full 70_52 Critical Slope 0.006465 fUft Velocity 7.35 fUs Velocity Head 0.84 ft Specific Energy 1.54 ft Froude Number 1.61 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0:007146 fVft Flow is supercritical. . ' 08/08100 Academic Edition FlowMaster v5.17 08:33:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 Cj,C 707 West 7th Ave. Planning Associates, Inc. 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Th Ave., Ste. 200 October 6, 2000 Spokane, WA 99204 (509) 458-6840 (509) 458-6844 Fax Spokane, WA - Denver, CO Mr. Ed Parry Spokane County Engineers Developer Services 1026 West Broadway Avenue Spokane, WA 99260 RE: Dishman Commons , CLC #99353 ~ Dear Mr. Parry: I ~ ; ' The area bordering Dishman Commons is a fully developed residential subdivision ! f whose lots bordering our plat are kept in lawn. It is my opinion that any contributing stormwater flow into our basins from these areas will be negligible to our storm i i drainage calculations. ~ E Sincerely, ' CLC Asso ' t nc. ~ A. s~ O F ~A3y, ~ ~ ~ 22g1e SPpKANE COUNTY ENGIN EER S~oNAL~ i ~ EXPIaES: ~ Timothy A. Schwab, P.E. ' DJD/cf i ~ Enclosures Planning Engineering ~ Architecture ; Landscape Architecture ~ ~ Land Surveying ' i ~ j I - ~ INAGE PONDS OFF!CIAL PUBLt~ E SPO~;.ANE rOUNTY ENGiNEtA'S GFFtCE qND ORG"i&INAGE FACILITMS PR4sECr 4 SU`~'.NI(Ii-THl n SPOKANE COUNTY ENGINEER . `0 OTO'i~ & MAINTENANCE MANUAL ~r v~ w W n- G Dishman COMM ~ u ~ ~ O " O"" cn ~ pc 0 QL ~ r W !j ~ z t,►-_~n w Z W•o LLJ¢Ctl . ~ ~ j w Q ~ a tz CL CL o a. U C'i ~ . CLC No. 599353 z °nC, - 2~~ ~ w 0 ~ ~ Dated . D ~ ~ w ww Z 3 ~ Z w_~.. t1 W z , July 2000 t~l z j~F... w r- ~ Q~ U vUoWcUC~UU~~ZQiiZ ~ ~ 0 0 wwm ° UD G~= aXQUWO ~ C.C.~ ~ By CLC Associates, Inc. 707 W. 7`h Avenue, Suite 200 Spokane, WA 99204 ' . 1 DRAINAGE PONDS & OTHER DRAINAGE FACILITIES OPERATION & MAINTENANCE MANUAL 1 1 1.00 PURPOSE This plan is intended to provide general operations and maintenance guidelines for the ~ drainage ponds and other drainage facilities located in the Dishman Commons single family residential neighborhood (Dishman Commons, P1859). All facilities discussed are located outside of the County road rights-of-way. Implementation of these guidelines will insure that the drainage facilities installed will function as designed, and continue to discharge stormwater at the design rates to underlying soils. 2.00 INTRODUCTION Generally, the drainage system is intended to treat and dispose of the increase in water runoff generated on-site, by routing the stormwater through a series of drainage ponds, and discharging the stormwater downstream at specified rates. The drainage facilities in this plat consist primarily of a series of drainage ponds and drywells. It is therefore of the utmost importance to provide adequate operations and maintenance activities to insure that the drainage ponds and drywells remain silt or dirt free, as free flowing silt or dirt will affect the pond storage volume as well as the ability of the drywells to discharge stormwater. Should these facilities fill up or become clogged, the only remedy would be to completely reconstruct the site drainage facilities. Therefore, periodic maintenance is a must. A full set of engineering drawings will be available for review at Spokane County Public Works. 3.00 GENERAL OPERATIONAL CHARACTERISTICS - The drainage facilities for Dishman Commons are generallyvery simple, functional, and have ' low maintenance requirements. A periodic visual inspection of the facilities will usually identify any required maintenance. Most maintenance will consist of keeping the ponds and drywells free of deleterious debris and sediment. However, a specific inspection schedule should be ' followed to insure proper and safe operating conditions. See Section 4.0 for recommended maintenance schedules. 3.10 Drainaqe Ponds Runoff from the streets and lots will go into the ponds via either inlets or curb drops. The ponds will store six inches and then overflow into the metal drywell grate, as shown in the plans. Forthis plat, there are four pond and drywell systems for runoff, storage CLC Associates, Inc. Page 1 of 5 Dishman Commons O&M Manual , ' DRAINAGE PONDS & OTHER DRAINAGE FACILITIES OPERATION & MAINTENANCE MANUAL ' and discharge, which require maintenance. A sketch of their locations is provided in Exhibit `A', attached to this document. The pond elevation information is provided in Table 3.10A. The purpose of this table is to provide a quick reference for the maintenance personnel. More detailed pre- and post-construction information for each ' pond will be provided in the engineering plans at Spokane County Public Works. Table No. 3.10A - Relative Dimensions* Pond Pond Bottom Height of Height of Drywell Type Responsible Label Elev. Berm grate Party from Bottom above bottom `A' 1990.71 ft. 1.43' 0.5' 1- Shallow Homeowners minimum Drywell Association `B' 1992.30 ft. 1.43' 0.5' 2- Deep Homeowners minimum Drywell Association `C' 2009.00 ft. 1.43' 0.5' 2- Deep Homeowners minimum Drywell Association `F' 2004.20 ft. 1.43' 0.5' 1- Deep Homeowners minimum Drywell Association ' * . Specific Engineering construction criteria can be found in the appendix where 20 scale pond drawings are provided. ~ 3.20 Outflow Structures (Pond Drywells) The pond drywells are used to regulate pond depth and to discharge stormwater runoff discharge to the underlying soils. The outflow structure types are: Type `A' &`B' - drywells as identified by Spokane County Standards Detail 61 a, B-14 & B-15 3.30 Convevance Ditches & Storm Svstem Pipes Within this development, the street gutters function as storm pipes, conveyance facilities, directing stormwater to the pond locations. The concrete inlet captures the gutter flow and transfers this flow to the pond locations via CMP & PVC pipe. CLC Associates, lnc. Page 2 of 5 Dishman Commons O&M Manual 1 DRAINAGE PONDS & OTHER DRAINAGE FACILITIES OPERATION & MAINTENANCE MANUAL ' 4.00 MAINTENANCE REQUIREMENTS AND SCHEDULES Below is a maintenance description for each of the drainage system elements contained within the Dishman Commons development, including the ponds and drywells. All drainagefacilities located outside of County road rights-of-way and within tracts are expected to be maintained by the homeowners association; any drainage facilities located on individual residential lots via easement are to be maintained by the respective homeowners. Should the homeowners association be terminated for any reason, the maintenance responsibilities will become that of the individual homeowners, located within the Dishman Commons plat. , General Proper maintenance procedures are a necessity forthe continued functioning of the drainage facilities. Improper maintenance, or lack of attentive maintenance measures, may result in substantial on-site and downstream impacts. It is strongly recommended thatthe homeowners association designate an individual who will be responsible for making sure the maintenance ' measures are implemented. Generally, maintenance personnel are to conduct a visual inspection of the drainage facilities ' immediately following a substantial rainfall or snowmelt event. This could be that it rained noticeably hard for a short period (30 minutes or more) or that it rained steadily for a long period (6 hours or more) or if a significant rainfall and then snow melt event, associated with a"Chinook" melt were to occur in January, February or March when the ground is frozen. For long duration storms, greater than 24 hours, maintenance personnel are to inspect the drainage facilities during the storm event to identify any developing problems and correct them before they become major problems. Generally, due to the underlying spoils, an inspection is recommended anytime that standing water is noticed in a pond. ' 1. Inspect all ponds, gutters and drywell grate appurtenances, making sure thatthey are clear of debris and obstructions. ~ 2. Inspect the pond berms, making sure there are no breaches or breaks in the berm. Immediately repair any breaches or breaks, with a sandy loess soil, compacted in place. 3. Check for any erosion at the pipe discharge points or at the inlets. Temporary repairs should be made immediately if further rainfall or snow melt is anticipated in the nearfuture. Temporary repairs may include installing rock riprap, installing CLC Associates, Inc. Page 3 of 5 Dishman Commons O&M Manua! DRAINAGE PONDS & OTHER DRAINAGE FACILITIES OPERATION & MAINTENANCE MANUAL geotextile fabric, and/or reconstructing the channel. An engineer should be consulted for any permanent repairs where major erosion has occurred. The design engineers at CLC Associates, Inc. can be reached at (509) 458-6840, in Spokane,* Washington. These above noted storm event related visual inspections (no. 1, 2, and 3) are in addition to the maintenance schedules noted for each item. 4.10 Drainaqe Ponds Freauencv Of Inspection: Every 3 months, or after every storm event and/or snow melt event, whichever is more frequent. Two drainage ponds are to be maintained by the homeowners association, as summarized in Table 3.10A, and Exhibit `A'. The ponds consist of a bermed depression constructed,from native soils. This depression should be sodded and/or hydro-seeded with a dryland grass mixture, at a minimum. A lawn sod can be used if regular irrigating is implemented. Monthly maintenance and inspections of the pond will include removal of any accumulated debris, such as leaves, weeds and trash. Any obstructions which would not allow waterto flow freely from the ponds via the discharge structures should be removed or repaired. Additionally, the berms of the ponds should be inspected to insure that they are in good repair and structurally sound, and that no outflow has occurred other than through the drywell. 4.20 Drvwells ' The drywells for each of the drainage ponds are listed in table 3.10A. Inspections and maintenance of the drywells should be done during inspections of the ponds, making sure that each of these drywells is clear of obstructions and debris, and in good condition. If there is any obstruction present, it should be removed immediately. ! 5.00 Recommended Set-Aside Funds for Maintenance & Future Replacement Costs There will be annual costs to all homeowners to maintain the drainage facilities. In tracts, however, there will be shared costs for ponds on easements. Similarly, there will be replacement costs and major renovation costs of all drainage facilities, which will occur in the future. These replacement costs are the responsibility of the homeowners association or CLC Associafes, Inc. Page 4 of 5 Dishman Commons O&M Manual DRAINAGE PONDS & OTHER DRAINAGE FACILITIES OPERATION & MAINTENANCE MANUAL successors in interest. Future repiacement and major renovation costs have been converted to annual costs, in the form of recommended set-aside funds. The estimated annual maintenance costs and recommended annual set-aside costs are listed in Table S.OOA. It is recommended the homeowners association set-aside these amount of funds annually, to ensure that adequate maintenance and replacement measures of the ' drainage facilities will be implemented. Drainage Facility Annual Maintenance Annual Set-Aside Funds for Costs Future Replacement or Major Renovation Drainage Ponds $ 725 - Drainage Ditches & Pipes $ - $ 300 Flow Control Structures & $ 300 $ 238 Drainage Appurtenances Sub-total Annual Costs = $ 1025 $ 538 Note: (1) Any renovation costs for ponds are included in the annual maintenance costs. Table 5.OOA Grand Total/year = $1025 Cost per lot/year = $12 (87 lots) CLC Associates, Inc. Page 5 of 5 Dishman Commons 08M Manual Cj,C 707 West 7th Ave. Planning Associates, inc. 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' Q ~.,.-.d..~..,' ~ ~ ' • ~1...~•t....~.J,.l.~ > ~ -!,..1. ~ _2~i,._.~._.-_.».}_~.µ~F ak ~ 1..~..~~+,~,,._, _.t.:..~....! ~ne P~sE at ~ R PAVEMENT.DESIGN OFFICIAL PUBl.EC DOCUW-NT SPQ}CANF CGUNTY ENGINEEA's oFqM 0 C T 0 9 2000 O for RG 'qAj• SPOKANE COUNTY ENGINEER PROJECT # SUBMITTAL # 4' ~ro cau~v~2ashman Commo ; . ~~n~ W ~ CC w .i ~ V~ 4 p. , ~~Z W~:'~.. ' . O~g~~`~ ~Q . ~ o o.~-~-~- September, 2000 W ~ z W Z :3 QQ C7 g ~ oD Z z ~ ° ~ ' W.O. No. 99353 W v F•• Qn„ a° ~$tJ W~~ .......E Z oo 0m~ W~WW~~';1`~-' y'... §Z;-, - ~ ,Z.~.~~%WWVZZ 5:5oZ,- G : ~ Q ~UV~HH~C , T r Prepared by: R ~~~QWW~ . z , ~ o W ~ a a`~ o~ Inland Pacific Engineering Comp y0 a 0 Q a~~ ¢ v 707 West 7`'' Avenue Suite 200 Spokane, WA 99204 . (509) 458-6840 . . ' - ♦ ~ . S P O K A N E C O U N T Y DMSION OF ENGINEERING AND ROADS A DMSION OP THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer ~1;~O PM J03# September 8, 2000 ~G OQD Q~ 773 S.3 , CC: Tim Schwab, P.E. CLC Associates, Inc. G. S ( 707 West 7`hAvenue Spokane, WA 99204 SUBJECT: P1859 - Dishman Commoas Design Deviation Approval CBR to Mr Conversion Gentlemen: We have approved this request, with these conditions: The County Engineer does not accept this correlation metliod as a matter of standard practice, and the approval is based solely on the coincidence of the design value with the data on file at the County for this area and the similarity between the test sample soil and the 16'h Avenue test pit soils. 2. Future Mr values, where required, are to be determined either by testing of soil samples, or back- calculation of non-destructive deflection testing data. Private consultants are locally available to provide non-destructive deflection testing and back-calculation services. 3. The County Engineer does not accept the procedure used to develop design data for the 16`h Avenue pavement section. Although the requirements for soil testing for use in pavement design may not be explicitly spelled out in the Standards, it is rational to expect that the most reliable data for pavement design would be derived from soil samples taken within, or very near to the proposed roadway - alignment. Design data on any future projects shall be based on the characteristics of soil samples obtained within or along the road aligiment in question. We are enclosing a copy of the approved Deviation Request. Please call Ed Parry ((509)477-3600) if t6ere are any questions. Sincerely, . William A. Johns, P.E. Spokane County Engineer !'G• ' - . Edward J. a, Jr., P.E. - Plan Review Engineer CC: Project File ' . 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 . • , . ' ' . RECEiVED REQITEST FOR DESIGN DEVIA`.CI4N AUG 2 9 2000 $30.00 . . SPOKANE COUNTY ErJGINEER DATE August 29, 2000 ROAD NAME 16th Avenue CRP/RID• # NAME OF PLAT Dishman Cammon$ P1at # P1859 ADDRESS OF BLDG NAME OF BLDG PROIECT BLDG# B9 S 29 T 25 R 45 FEDERAL/STATE PROTECT # PROJECT LIMITS West of Felts Road, just ves.t of Balnut Road. EXISTIlVG CONDITIONS: PROPOSED JMPROVEMENTS: ROAD WIDTH 30' + ' gaved width, curb and gutter ROAD SURFACE - ACP AVG. DAILY TRAFFIC. . Current Traffic Count Design Year Traffic Count PROJECT DESCRIP"TION Single £amily~esidential sub-division.. . . PROPOSED DESIGN DEVIATION Dse CBR value to estimate tbe resilient modulus for pavement design instead of using a resilient modulus test on representative subgrade soil samples knovn to consist of silty medium (5l1) and slightly silty, medium sand (SP-SM). TUSTMCATION: - The resilient modulus test cannot be qufckly conducted and there are very few laboratories in the northwest that perform this testing. CBR value has been established, and enclosed reference material relates CBR value to resilient modulus value for pavement design. Table 2.4 and Appendig DD of AASHTO. , 3UBMTTITD BY - CLC Associates, Inc. (Doug Desmond) DATE- August 29, 2000 ADDRESS 707 W. 7th Ave., Ste. 20U; - Spokane, WA •'t~-'4: ZIP CODE 99204 ?HONE # (509) 458-6840 (509) 458-6844 (fax). ' . ADMIlYISTRATTVE VARIANCE FEE OF $30.00 PAID i O SPOKANE COUNTy 1026 W BROADWAY, SPOKANE WA 99260-0170 PHONE (509)456-3600 FAX (509)324-3478 -REQUESX WILL NOT BE REVIEWID Wl?NOUT FUNDS- , ..AS C~ # RECEIVED BY ~ DATE 7-IM4 41 Vknamg, e~ . . , . . , DESIGN DEVIATION , ;TAFF RECOMMENDATIONS . Wproved Approved w/conditions Not Apptoved Project Manager . Date cu~~N~ ~thS /Y1C~N~0 O~UGy ~v~ C ~i~ ,O~~zT. ~ • e__i1 ~ ,pproved Approved w/conditions Not Approved 9' 7 ) ~ ) s . ' , . - Planning & Traffic EZgineer Date ~ . • .pproved Approved w/conditions Not A,p ved ) ( } Project Management Engine Date r ~ . . ~ / . - . . / , pproved A,pproved wlcondicions Not Approved Opera ions Engineer DatE POKANE COUNTY ET1G;IlqEER'S ' ETERNIINATION: . pproved w/no vonditions Approved as recommended above Not Approved Spokane Coun Engineer ( Dal 1 . . . Memorandum I?ate: September 7, 2400 To: Bill Hemmings, P.E. From: Ed Parry.E! ~ Subject: P1859 - Dis6m2n Commons Design Deviation Use Eqaation to CorreEate CBR to Mr valnes in Favement Design This preject is laated east of Dishman Mica Read, along the souih line of 1e Avenue, west of Felts Road. 16`b Avenue is a Principal Arterial (3-lane) at this location. The Sponsor's Engineer is proposing that an equation in the AASHTO Manuat be used to correlate CBR test resulis to an K value for the pavement section design of 16" Avenue. The CBR test used to develop the design data for the 16'h Avenue pavement section was canducted on a soil sample taken approximately 200' south of the ] 6d' Avenue road alignment. The recommended design K vatue of 11,004 is on the high end of the index rangc for the soil type (SM and SP-SM soils). CBR test was conducted on a soil sample from the approximate mid-point of 17`h Lane, some 200' south of the 16m Avenue alignment (See attached map). The soils along 16'h Avenue appear to be reasonably similar to the soils from the CBR test location (See attached graph). The Pavement Management Section indicates that the recommended design Mr value is in line with data about that area. However, 1. Discussioans with ttie Pavement Management Sedion indicates that the County's previous studies of a CBR M, correlatian found a highly variable range of CBR values for sinlilar soil types, and a highly variable range of Mt values within soil types. There does ❑ot appear to be a reasonable c+ai-relation between CBR and K values, at least for the soils in this area. 2. The CBR test was conducted on a soil sample from the southerly portion of the projeci site, not on a sample in or very near to the 16'h Avenue alignment. Testing is customarily performed on soil samptes fram within or along the road alignment in question. If this U~tviation is apg: oved: l. The Engineer sbould be plaoed on notice that 1.1. The County Engineer does not accept this correlation method as a matter of stamdard praetice, and that the approval is based solely on the coincidence of their design value with the data an 6Ie at the County far this area and ttze similarity between the test sample soil and the 16`h Avenue test pit soils. 1.2. Future K values, where required, are to be determined either by testing of soil samples, or back- calcularion of non-destructive deflection testing data. Private consultants are tocally available to provide nan-destructive deflection testing and back-calculation services. 1.3. The County Enguweer dces not accept the procedure used to develop design data for the 16`b Avenue pavement sedion. Although the requirements for soil testing for use in pavement design may not be expIicitly spelled out in the Startdards, it is rational to expect that the most reliable data far pavement design would be derived from soil samples taken within, or very near to the proposed roadway alignment. Design data on any future pro,Jects shall be based on the . characteristics of soil samples obtained within or along the raad alignment in question. ! 1 PAVE-MENT DESIGN REPORT 1 for the Dishman Commons t Spokane County, Washington ~ September 2000 l:IiYV • ,s ' _ ~f e des-ign irnpovements sh~own in this set o~ plans and ~alculati~.ons~:co;n orm to the a~p li~a ~ le • f ed~i'ons otbe Sp ae Cou~n~ty Stan a ds for ' oa and Sewe ~Gonrstru.ction a~nd t~he Spoka~ne ...~t . 4~~~: Cou u'del~'ines or Stormwa~ter a~ age: ent. il desgn de~viat~ons have beenapprove _ by t~he Spo ane Cou ng~inee . ani p ove , 11ese .lans (c-alcul ~ons for co st~ru~tion. T'his report has been prepared by Doug Desmond of CLC Associates, Inc. in accordance with the AASHTO Pavement design procedure for flexible pavements. ~ ' A' O ~oF sy,~Q ~ i Mi8 ~ FQ/STE~tip SS~O~AL~N4 . ~r~s: Timothy A. Schwab, P.E. ~ Dishman Commons ' PROJECT DESCRIPTI0IV Dishman Commons is a 301ot sub-division (on 10.3 acres) located in Section 29, T25 n., R45 E., W.M. in Spokane County. The proposed i.mprovements include the necessary sanitary sewer, water, road and storm drainage facilities. See the vicinity map provided in Appendix A. Half-sfireet improvements will be provided along the north side of 16`h Avenue and the east side of Felts Road. SUMMARY OF DESIGN The purpose of this report is to summarized the results of the structural pavement design. The arterial design was performed in accordance with the requirements ofthe draft Technical ReferenceB Structural Aavement Design of Flexible Pavements by Spokane County. The analysis was performed using the AASHTO "Design of Pavement Structures" 1993, and it is a stress-loading design approach. The AASHTO computer soflware, DARWin 2.0, was used to perform the calculations. The results from this calculation for 16" Avenue are summarized in this report and included in the appendix. The private roads (17" Lane and Herald Lane) and Felts Road will utilize Table 3.16 ofthe Spokane County Standards per the pre-design meeting with Spokane County Engineers. This means 2 inches/7 inches for tlie private roads and 3 inches/6 inches for Felts Road. The SCS soils map shows the proj ect limits to be located within a Marble sandy loam soil. (See Appendix A). Six soil samples were obtained within the proj ect limits, and were classified in accordance with the Unified Soil Classification (USC) system (ASTM D-2487). The results are summarized in Table 1. The lab results are provided in Appendix B-2. In addition to the soil classification a CBR test was conducted on a representative subgrade sample taken ~ from the approximate center of the site at a depth of 2 to 3 feet. The testing indicated a CBR ranging from 11 to 17, varyingwith compaction for the sample. Using the low CBR of 11 and converting this value to Resilient Modulus, a Resilient Modulus of 16,500 psi was obtained. To account for potential variability of the subgrade soils (using a safety factor of 1.5), the Resilient Modulus was determined to be 11,000 psi. The CBR test results are included in the appendix. This method was approved by design deviation fx-om Spokane County Engineering. CLC Associates, lnc. D 1 Dishman commons Pavement Design Report ' Table 1 - Soil Samples TEST Sample Location USC Designation MR Range PIT road station, offset (percent fines, passing (psi) #200 sieve) per Tech. Ref. B 1 STA 16+53, 26' Rt. SP-SM 5,000 - 10,000 16TM Ave. (10.6%) 2 STA 22+14, 7' Rt. SM 5,000 - 10,000 Felts Rd. (16.3%) 3 STA 11+09, 24' Rt. SM 5,000 - 10,000 161-HAve. (19.2%) ~ 4 STA 17+45, 7'Lt. SM 5,000 - 10,000 Felts Rd. (18.5%) 5 STA 5+75, 26' Rt. SM 5,000 - 10,000 16`h Ave. (17.6%) ' 6 STA 12+09, 6' Lt. SM 51,000 - 103,000 Felts Rd. (18.5%) ' Table 2: Structural Pavement Section for 16t'' Ave. Asphalt Concrete Pavement, Class A: 2" thick , AsPhalt Concrete Pavement, Class E: 2" thick Crushed Surfacing Base Course: 9.5" thick CLC Associates, Inc. D 2 Dishman commons Pavement Design Report ; APPENDIX , A: MAP5 - Y IC'~~Y MA . scs, sox~~ NIAP + . ~ Al PEND;I,X B: RE, SXL.IE NT MO~~ULTTS ~ - . ROAD ~ATER DATA , - StJ~~~R-FA~E fNVE5TxGA,TI(~N REPQRT RANGE OF MODULUS VALUES PER USC SOIL CRQUP . (5:~OKA.NE CO' ' NTY TECH. R-E~'.~RENCE B) . ~ . '~'END~~, ~ . . DARWin INpUT AND OUTPL T - ~ . 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I C ~"t I ~f , i 4 f p 4 7 , ~ ~ p ~ yi q "a S { • N ~ 41 q 3 ~ u~ ~ ~ I ' ,r f• 1 ~1 ~ . ~ ~ ~ I i~ ~ -F 9_ ' i f. ~ r r/ ;y, N 'r G ~ ti~.- ~ ti~ K ~ 'F i qi , r I r ,i; 4 . ~~a, -r' ' ~ i - S ' ' . ' _1 ' L ' ' sq7; - F- - 1 vt ~ ~ ~ ~ ~ ~ ~ ~ ~ r - , d. ~ _ . _ _ . . . . t. ~ ~ _ _ _ . . . ` •:i yN, I h~ ~ I •In ~ ~A. ` ~Y _ ~ ~ ` ~f I f e (Joins sheef 76) ~ ~r.~. - - - - 1 . 1993 AASHTO Pavement Design - 1 DARWin T"" Pavement Design System ' A Proprietary AASHTOWARET"" Computer Software Product CLC Associates, Inc. 707 W. 7th Ave, Suite 200 Spokane, WA 99204 Doug Desmond Flexible Structural Design Module i DISHMAN COMMONS Flexible Structural Design Module Data 18-kip ESALs Over Initial Performance Period: 863,451 Initial Serviceability: 4.2 Terminal Serviceability: 2.5 Reliability Level 90 . Overall Standard Deviation: .45 ' Roadbed Soil Resilient Modulus (PSI): 11,000 Stage Construction: 1 ' Calculated Design Structural Number: 2.93 Specified Layer Design Struct. Drain. Coef. Coef. Thickness Width Calculated Layer Material Description (Ai) (Mi) (Di) (in) (ft) SN , 1 ACP-CLASS A .42 1 2 - .84 2 ACP-CLASS E .42 1 2 - .84 3 CSBC .14 .95 9.5 - 1.26 ' Total - - - 13.50 - 2.94 ~ Simple ESAL Calculation Performance Period (years): 20 ' Two-Way Daily Traffic (ADT): 7,880 Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater: 2 Number of Lanes In Design Direction: 1 Percent of All Trucks In Design Lane 100 Percent Trucks In Design Direction 50 Average Initial Truck Factor (ESALs/truck): 1.5 Annual Truck Factor Growth Rate 0 Annual Truck Volume Growth Rate 0 Growth: Simple Page 1 NORTHWEST - ~ June 15,2000 SOIZS, *rEsTrnrG & INSPECr~ON STI W,O. # 5000198 ~ C'i,C Assaciates 707 'West 7" Avenue, Suite 200 Spokane, Washington 99204 ~ Attention: Mr. Doug Desmond Re: Addendum #o 5oi1 Classifica#ion far Pavement Design Recommendations 1Gth Avenue Residential Develapment Pavement I)esign Spokane County, Washingt-nn Dear l3aug: STI Narthwest f s pleased to submit this revised soil classification for pavement design purpases for the propased residentaal development to be loca#ed southwest of 1 bth Avenue and Felts Raad in Spvkane Countya Washington. This revision is based on additionat labnratory tesfing conducted on a represerYtative subgxade soil sample. The soil classification, as described in our rune fi~ 2000 letter, consists of SIL7'Y MEDIUM SANZ] (SM) and ~ SLTGHTLY SILTY, MEDIUIVi SAND (SP-SM). ACBR test was conductecl on a representative subgrade sa.mple taken from the approx'mate si#e center at a dept.h of2 t0 3feet. 'Fhe testing indicated a CBR ranging from 11 #o 17, varying with compaction, for the sample. Using the low CBR of 11 and convort-ing this va[ue ~ t~o Resilient Modulus, we calculate a,Resilient Modulus of 153500 psi. To account for potential variability of the subgrrade soils (using a saf`ety factor of 1.5), we recammend using a Resilient Modulus of 11,000 Rsi for pavement design purposes. CBR test results are attac.hed. ~ . . 7'he cr~nclusians and recorr~mendatinns presented in 1:his r~evised let#er ~.xe b~.sed, iz~ part, on the e~cplorataons that we perFnrmed for this study and our a.dditiana1 iaboratary testi.ng. Therefore, if variations in the ~ subgracie conditiors are o6served at a.later time, we may need to modify this ]etter ta reflect thase chan,ges. We appreciate the opportunity to be of service on this praj'ect. If you have any questinns regarding this letter or any aspects of the project, please feel free ta cantact our office. ~ SincerelY, 11• L STI Northwest . dw ~ ~1~.► J Jay W. Logan, P.E. Gea1echnical Engineer ~ 3625 E. Ferry • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 CBR Test @ 136.3 pcf - Site Center @ 2 to 3 feet 16th & Felts Residentiai Development - STI # S000198 jVrff NORTHWEST roo 600 * 500 H a 400 L ~ N • ayi 300 L a 200 100 ' 0 0 50 100 150 200 250 300 350 400 450 500 550 600 650 Penetration - inches x 0,001 CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # SOOO198 ~ _ . . ~~rjf NORTHWES.T 900 ' 800 700 600 . ~ a 500 N ~ 400 ~ a 300 200 100 0 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.001 . . > . , ~ ~ ~ r■~ ~ ~ ~ ~ ~ ~ ~ ~ r r ~ ~ ~ ~ ~ CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 jVr,ff NORTHWEST 900 800 700 ~ 600 . ~ 'a i. ~ 500 ~ ~ 400 ~ ~ a 300 zloe ~ 200 ~ 100 J O . ~ r 0 50 100 150 204 250 300 350 400 450 500 550 Penetration - inche,s x 0.001 INITIAL DRY DENSITY VERSUS CBR - Site Center @ 2 to 3 feei 16th & Felts Residential Development - STI # S000198 jVrff NORTHINEST 50 45 40 35 30 - ~ . m 25 v 20 . . 15 10 ' 5 O 120 125 130 135 140 145 150' Dry Density - pcf r TEST PIT LOGS STI W.O. # 5000198 16'" & Felts Pavement Design . ' (See 16" & Felts Site Plan for test pit locations) TP-1 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 feet Medium dense, moist, brown, Slightly Silty Sand: SP-SM (Alluvium). Changes to slightly moist at 3.5 feet. TS-1 @ 1.5 feet: (see attached Sieve Analysis results) Bottom of test pit at 8 feet. No groundwater seepage observed. Slight caving at 0 to 2 feet TP-2 (excavated May 8, 2000) Depth Interval (feet) Description ' 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand with minor organic content (due to yard waste) SM (Alluvium). Changes to slightly moist and without organics at 1.5 feet. ' TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, , Silty Sand - SM (Alluvium) Bottom of-test pit at 10 feet. ' No groundwater seepage observed. Slight caving from 0 to 3 feet. ' C . . t CLC Associates, lnc. STl W.O. 45000198 16`h & Felts - Soil Classification June 2, 2000 S?I Northwest Test Pit Logs Page 2 TP-3 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 9.0 foot Medium dense, moist, brown, Silty Sand - SM (Alluvium). Changes to slightly moist below 2.0 feet. TS-1 @ 1.5 feet: (see attached sieve test results) Bottom of test pit at 9 feet. No groundwater seepage. Slight caving from 0 to 3 feet. TP-4 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand - SM (Alluvium). Changes to slightly moist at 1.5 feet. TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, Silty Sand - SM (Alluvium) Bottom of test pit at 10 feet. No groundwater seepage observed. ' Slight caving from 0 to 3 feet. ' ' y CLC Associates, Inc. STI W.O. #S000198 161° & Felts - Soil Classification June 2, 2000 STI Northwest Test Pit Logs Page 3 TP-5 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with occasional cobbles - SM (Alluvium). Changes to slightly moist below 2.5 feet. TS-1 @ 1.5 feet: (see attached sieve test results) Bottom of test pit at 8 feet. No groundwater seepage. Slight caving from 0 to 2 feet. TP-6 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with roots - SM (Alluvium). Changes to slightly moist below 2.0 feet. TS-1 @ 1. 5 feet: (see attached sieve a.nalysis results) , Bottom of test pit at 8.0 feet. Slight caving from 0 to 2 feet No groundwater seepage Abundant roots due to test pit located among trees. LABORATDR3~ ~PORT PROJEC SWNOFiTHWEST GRAM 5IZE ,4NA LYSILS PROJECTNuMBER. 3628 EAST ' AS~M017 DA~ RACaD , R:10~:N,G~11-RTMRVAL W1~ • ~SHrO ~'1 I ~7 DJ~~ ~~i~'d. )971i 1a7C (5 09)5 34-975 5 _ LOCA'TION DEFTH-j , F-V , SAWL,E LQG , . 5 ~REWASH ~ • POSTWASH-.- TARE I.D. ' ~ . T14RE I.D. ET TARE' DI~Y ~ TARE S~ ~ ~ I~ ~ - DRY - TARE ~ 4e -71 ~ b T~~E -ozi fb VATER,. 'W~, DRY SciIL ~ 17Z- TARE WASHOUT. ~ DRY 5~IL ~ 40. z . MOISTIlRE 'CONTENT ~ . WMff WTAHM CUMLILATIVE % RETAMM %PASM *ICATM: . . WEDU r . s ~ . _ • q . 1~ ` . ' 6" SM V ARE + ' - ' • ~A ~ ' _ • -3L SQUARE ~ . ~ . ~ ~ I d'r _ S m1 IA R E 3oW_~E 82, 2, - ~o~ - ~ ~ ~ 4c-u~ ~ ~ . S. N 0. 6 ao ~ + - - - U.S. N13a 100 . ~ I ~ ~ ► ~ ~ f ~ i..er ~ ` . U.S. NQ. 200 P2 E) PAN AN & 1 CD, 0 l 0, 0 ~ - . ~ SAMPLED E3Y: ~ L S TES3F-I} 8Y._y ~ ~i~E~I~E17 BY:,~~ ~ RE~EWEI] B~: 3" 314" #4 #10 #20 #A0 #1 pQ #ZQO 140 . . . ~ . . . . ~ ~ ~ ~ ~ „ , Q 90 - - 7 10 so ~ ~ ! , ~ ~ zo I p P 70 e i ~ 30 $ ~ r ~ 60 40 R n I t t ~ 50 ' 50 ~ P a e ~ . . . . __i _ r 60 40 ~ ~ W~- - t a s , i i n 30 - -i r - n ~ Tl 70 g 9 ~ ~ I d 20 - a,.._ T ~ $0 10 T - - ~ $D 0 ~ ~ r----- ~ 100 140 10 1 0.1 0.01 0.001 ~ GRAIN SIZE (mm) UN1FaED 3OIL COARSE FINE I COARSE MEDIUM FINE CLASSlFICATION GRAVEL GRAVEL SANd ~ SAND SAND FINES SYST5M r Sample Identificatian: Sample Descriptian; ; l,ab TP-1, TS-1 @ 1.5 feet Slightly silty sand (SP-SM) - Alluvium No 393 TP91S1 GRAIN * ~ , r Praject: 16th Ave, & Fefts Pavement Design SIZE ~ocaxiQn: ' REPORT S,~okane,l~ashingtor~ ~ ~~1 ~ NORT~~,EST . Jnb No.: Qate: S000') 9$ 5~26/00 ~ ~ ~ LABORATORY REPORT , PROJECT-j N o RTH W EST GRA IN SIZE ANAL- YSIS' PROJECT NUMBER: s oo o)q,f ~ 3629 EAST FERRY ASTM C117 DAM REC'D SPOKANE, WA 99202 DATE TESTED (509)534-9711 fax (509)534-9755 ~S~O Tll & T77 BORING / IN'TERVAL -jcf r Q: t 2 I:OCATION ' DEPTH 1• S` { SAMPLE I.OG # 3 9 3 ~ PREWASH POSTWASH. TARE I.D. TARE I.D. ~ WET - TARE' t~ 5.6 ~ DRY - tARE .DRY - TARE TARE VATER DRY SOII TARE 212, 7 - WASHOUT DRY SDIL 1-0 . MQIST L t[7NTENT . ~ . s~ WBGtff FVAM QU"TIVE SEW , % AHM %PASM M ~~TIONj WEM ' r • . ' • , • ~ . 6' SQUARE . ~ . , ~ -SGIUAR%E- UP C) . - j C) RE 8)77 ~ (p . t~RE4 b l (o ~ ~ • ~ ' ~ . ' ' . . . --7 45~ '2en U.S. ND. 60 U.S. NEI. 100 ~-'2 ~C7 -lJ:S. N0, 200 PAN ~54~~ -7 = ~ AN & CHECKED BY: ~ LS REVIEWED BY ~ SAMPLED BY: 3 L TESTED BY:_kLF V:1 1-26-00 ~ 3" 314" #4 #10 #20 #40 #100 #200 100 I I , 0 90 10 80 - - 20 P P 70 - ~ 30 e e r r c e 60 - 40 e . n n t t 50 - 50 R P 1 e a S 40 gp t a S i i n n 30 - 70 e 9 d ' 20 - L--•--- 80 -~F 10 90 0 . . . , ~ 100 100 10 1 0,1 0.01 ~ 0.001 ~ GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification: Sample Description: Lab TP-2, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP21S1 ~ GRAIN SIZE Project: 16th Ave. & Felts Pavement Design Location: Spokane, Washington REPORT Job No.: oate: ~'Tj NORTHWEST S000198 5126140 - ~ LABORATORY ~tEPORT PROJECT: 16 & } Pe1 rs ~~~I Y NORTHWEST GRAIN SIZE ANALYSIS PROJECT NiJMBER: S o 0 0 1 R~' ~ 3628- EAST FERRY ASTM C117 DATE REC'D ~ SPOK:ANE, WA 99202 (509)534-971 l fax (509)534-9755 ~ Af1SHT0 Tll & 727 DATE TESTED kORING / INTERVAL-Tet S LOCATION DEP'TH~ ~ SAMPLE LOG q~ PREWASH . - . - ~ . ~ . PaSIWASH.. _ - TARE I.D. TARE I.D. ~ . ~ .WET - TAPE * 610.0 ~ DRY - tARE E511 DRY - TARE ~ TARE 2~"~ ~-~I- - ~ WATER ~r DaY SOrL - ~ ~ TARE ~ i z s 2 23 ~ WASHOUT ~ I. . . IIRY SOIL - . MDISTURE CONTENT . , ~ . L SiE1rE WEOi1'tiUNt!RED %MAM %P&"M SPEqFiGATtON, . ~ , - ~ 6' SQUARE •i ~ -3SQUARE 4 ~ ~,~sett~a~~ 1• ~ , 3 ~ , ~ ~ - ~ Z - ~ ~ - . 3oM' =W?Z,~ ~ • • ~ ~2~1 ~~...t.~ , ~ ~ - . . ~ . . ':z5 . 1 . - ~ - 55-~ '277. 0 - U.S. Np. 60 U.S. No: ioo 'Z--T ~ . ~ . -7 St Al . ~ i . . Cn U.S. No. zoo paN ~ AM & At%LlMt ~'72 SAMPLED BY: Jl) TESTED BY: D L~ CHECKED BY: ~ LJ' R.EVIEWED BY: V:11-26-00 ,j `y;: m m m m m m m m m ! m m m m m m r 3" 3I4" #4 #10 #20 #40 #100 #200 100 ----4._ 0 90 10 1 so - - Zo P P 70 30 e e r r c e 40 e c 60 - n n ~ t t . 50 - - 50 R P e a t s 40 - gp a . s i ~ n n 30 - , 70 e 9 d 20 - 80 10 - gp ' 0 100 100 10 1 0.1 0.01 0.001 ~ GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE coaRSE MEDIUM FINE CIASSIFICATION FINES SYSTEM GRAVEL GRAVEL SAND SAND SAND ' ~ Sample Identification: Sample Description: ~ Lab TP-3, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium Na 393 TP31S1 P16th Ave. & Feits Pavement Design GRAIN SIZE Location: Spokane, Washington R E P 0R Job No.: Date: JV71 NORTHWEST S000198 5126100 , LABORATORY REPORT PROJECT: ~b ~r ► }s N 4 RTH W EST GRAIN SIZE ANALYSIS PROJECT NiJMBER:110 a oLV ~ 3629 EAST FERRY ASTM Cll7 DATE REC'D SPOKANE, WA 99202 ~ (509)534-971 t fax (509)534•9755 ~ AASHTO TIl & T77 DATE TESTED ~ BORiNG / INTERVAL LOCA,TION DEPTH,j. 5~ SAMPLE LOG 4 3 ~ , PREWASH r PaSTWASH . TARE I,D. - A TARE I.D. WET - TARE ' DRY tARE DRY - TARE TARE WATER DRY SOIL TARE 2-2`~ • Z ~ WASHOUT DRY SDIL ~ 3--? n , I . ~ . MQIStURE -CONTENTS, S~EVE W~CHi"FiE?N(~ x RffMM xPAS.M SPEqFlC~AT~ON. . ~ ~ ~ - . ~ . , 6' SQUARE . , , 4 •o 15 ~ . ~ , - ~ ~ ~~d ~ e ~ ~ Ia ' - , ' 441.1 , 12~0 . ~ . . i!O SYeSe 1 -7 ~ ,.4z U-Z t I ~ ~ w S..t~-~..r' • . ::~b U.S. N11.4e- L5-pi .7 ~ . ~ . . v.s. rvo. ;.60 "IAL5 ?I . . - ~ - U.S. No. ioo U:s. No. 200 2 PAN ~ AM & T Z . SAMPLED BY: )0 . TESTED BY:-PL{-'* CHECKED BY: ~ LS REVIEWED BY: V:1 1•26-40 • 3" 3!4" #4 #10 #20 #40 #100 #200 100 0 90 - 10 80 - 20 1 P P 70 - 30 e e ~ r r c c 60 - e e 40 n n t t 50 50 R P 1 • e a t S 40 ~ gp a S ~ i i n n 30 70 8 9 ~ d 20 - 80 10 - 90 p - - - - - - - . . 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CIASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ' Sample Identification: Sample Description: Lab TP-4, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP41S1 10 GRAIN SIZE Project: 16th Ave. &,Felts-Pavement Design Location: , Spokane, Washington ~ Job No.: Date: fi~ NORTHWEST REPORT S000198 5/26100 5 " LABORA.TORY YtEPORT PROJECT:_JL tk I tr ~ SvI 7NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER :S o ov 3628 EAST FERRY ASTM CI17 DATE REC'D Y SPOKANE, WA 99242 AASHTO Tll & 727 DATE TESTED ~ k~OZIGIINTERVAL-'&c~- 5534-9711 fax (509)534-9755 ~ P; 5' LOCATION DEPTH ~ r SAMPLE LOG # PREWASK . . r POSTWASH. - TARE I.D. TARE I.D. ~ WET - TARE' b4S` ° DRY - tARE DRY TARE -(:~..11,D TARE WATER DRY SOII TARE WASHOUT DRY SOIL - . M[]ISTURE CEINTENT . . . ~ ~ CUl1~It.AT111E l t l . - ' $V& rVBMRETNM waw % Rffl1M 'GP~tO ~ S~PI:CtF1Ca~T~ON, , . , ~ 6' SQUARE 4-rV "s f!) ' g I-xq?"QL%K1 -N co - , . , r~ ; ~~s-tedAR L e> t , cc, ~ . ~ ~ . ~~d Co~~ ~ N8to o • ~I `2~~~ I -7 . , . . ~ U.S. NO. 60' 4-o Lj . U.S. N0, 100 -77 U.S. N0. 200 94 . PAN ~ AN & UT 3A► ~ ~ ~ . . ~ -7 SAMPLED BY: ) L S TESTED BY:__p L~ CHECKED BY: J LJ REYIEWED BY: V:1 1•26-00 . • . . , ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ M EML 3" 3/4" #4 #10 #20 #40 #100 #200 100 0 90 - 10 80 20 ~ p P 70 - ~ e ~ 30 e r r c c 60 - e 40 e n n t t 50 - 50 R P e a t g 40 - . 60 a s i i n 30 n 70 e 9 d 20 - - 80 10 90 0 - - r-~-~--r , , 100 100 10 1 0.1 0.01 0.001 ~ GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification: Sample Description: ~ Lab TP-5, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP5IS1 ~ ~ 10 GRAIN SIZE Nroject: 16th Ave. & Felts Pavement Design Locatian: . REPORT Spokane, Washington NQRTH*VIIEST Job No.: ~ ~ S000198 oate: 5126/00 LABORATORY REPORT ~ pROJECT: NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER: So o a 3628 EAST FERRY ASTM C117 DATE REC'D SPOKANE, WA 99202 ~ ~(S09)534-9711 fax (509)534-9755 ~ .~4SHT0 Tll ~ 777 DATE TESTED BORIIN(3 / INT'ERVAL~s S LOCATTON DEPTH,~. ' SAMPLE LOG # . ~ , ~ PREWASH POSTWASH. TARE I.D. ' '7~ TARE I.D. -Wi7` WET - TARE • ~ DRY - 'CARE DRY - TARE ~ TARE '2-Z-~ • 0 ~ . - ~ WATER DRY SOi~L TARE ?2). 0 ~ WASHOUT DRY S13IL . Mt]ISTURE ~CONTENT t l l t ~ ~ CUMUL ~ ~ % RETAHM %PASSNO M E/MTMNw . ~ i . ~ 6' SQUARE . , ; Lj, ~ L+ , 4 ~ Qlb Z_ , 4 s ~ 3 . L~ U3 L,> ~ ' , . Z 2~iI2 , l ~ Co ,P-, .50. Z . . ~ . 07, o ~'2o,1 u.s. No. 60 U.S. No, ioo . 2 ~ ~ „ ~ ~.o • ~ . u:s, No. zoo , ~ ~ • , ~I ~ ~ I ~ o r.., ~ - PAN C) ~ • ~ ~ ~ U AN & SHOUT SAMPLED BY: J LS TESTED BY: DLF CHECKED BY: J 1-S REVIEWED BrY: 1.41- v:i i-26-o0 ~ d 3" 314" #4 #10 #20 #40 #100 #200 . 100 I ~ ~ I ~ , ~ 90 10 80 1 20 P 70 ' P e 30 e r ' r c c e 60 - - 40 e n n t t 50 - 50 R P ~ e a S 40 t 60 a s i i n n 30 . 70 e 9 d 20 80 10 - 90 p - ~ - r-------- ~ 100 100 10 1 0.1 0.01 0,001 GRAIN SIZE (mm) UNIFIED SOIL COARSE - FINE COARSE MEDIUM FINE CIASSIFICATION GRqVEL GRAVEL SAND SAND SAND FINES SYSTEM ' Sample Identification: Sample Description: Lab TP-6, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP6lS1 , , , . GRAIN SIZE Project: ~ 16th Ave. & Felts Pavement Design Location: ~ REPORT Spokane, Washington NORTHVIIEST Job No.: oate: ~T~ S000198 5126100 . oy ' ' "0 6~~c 9 - ~ ~ ~ o NORTHWEST )une 152 2000 SO/LS, TEST/NG & lNSPECT/ON ~ STI W.O. # S000198 . CLC Associates . 707 West 7' Avenue, Suite 200 Spokane, Washington 99204 Attention: Mr. Doug Desmond Re: Addendum to Soil Classification for Pavement Design Recommendations 16* Avenue Residential Development Pavement Design Spokane County, Washington Dear poug: STI Northwest is pleased to submit this revised soil- classification for pavement design purposes for the proposed residential development to be located southwest of 16th Avenue and Felts Road in Spokane County,— Washington. This revi.sion is based on additional laboratory testing conducted on a representative subgrade soil sample. The soil classification, as described in our June 6, 20001euer, consists of SILTY MEDIIIM SAND (S11) and SLIGHTLY SILTY, MEDIUM SAND (SP-S11). A CBR test was conducted on a representative subgrade sample taken from the approximate site ceirter at a depth of 2 to 3 feet. The testing mdicated a CBR ranging from 11 to 17, varying with compaction, for the sample. Using the low CBR of 11 and converting this value to Resilient Modulus, we calculate a Resilient Modutus of 16,500 psi. To account for poterrtial variability of the subgrade soils (using a safety factor of 1.5), we recommend using a Resilient Modulus of 11,000 psi 'for pavement design purposes. CBR test resuhs are attached. The conclusions and recommendations presented in this revised letter aze based, in part, on the explorations that we performed for this study and our additional laboratory testing. Therefore, if variations in the ' subgrade conditions are observed at a later time, we may need to modify this letter to reflect those changes. We appreciate the opportunity to be of service on this-project. If you have any questions regarding this letter . or any aspects of the projed, please feel free to contact our office. ~ Sincerely, ~ Q~aLpc - STI Northwest ,~Q►~p4 ~~,o'~ y • ~ . i . / s900e EmRES 061141 01 1 Jay W. Logan, P.E. - Geotechnical Engineer 3628 E. Ferry • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 ~r ~ ~ ~ r ~ ~w r~rr ~ r■r ~ ~r ~ ~r r r ~ ~ CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 jVrj NORTHWEST 900 800 - 700 600 ` . a 500 d ~ . ~ N • ~ 400 I L a 300 / . ~ zao r I I ~ _ io~ I~~~~f_ S . . . 100 0 ' . 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.001 ~r r ~ r r ~ r~ ~ r■r ~ ~ ~ ~■r ~ ~ ~ ~■ir ~ ~ CBR Test @136.3 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 N'ORTHINES.T 700 600 . 500 N . ' a 400 m ~ . ~ N d 300 0.00~ L a 200 , . C~~.~ ~ 100' o , 0 50 100 150 200 250 300 350 400 450 500 550 600 650 . Penetration - inches.x 0.001 ~r ~ ~ ~ ~ ~r ~ . ~r r ~■r ~ r r■r ~ r ~ ~ ~ ~ CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet. . 16th & Felts Residential Development - STI # S0.00198 NORTHWEST 900 800 700 600 ~ y I ~ 500 a~ ~ ~ ~ 400 ~ ~ a 300 200 I I ~~K - 1 DO x I1d ~s' ~ . / 100 /0 o0 ; = I / . ~ 0 z . . . . . . . . . . . . . . . 0 50 100 150 200 250 300 350 400 450 500 550 Penetration - inche.s x 0.001 . -Y 16-22 CNIL ENGINEERING REFERENCE MANUAL ~~F I ; ~ alent. Therefore, the gravel equivalent thick- step 4: Choose the base and subbas ness of the subbase is Emulsified asphalt base mixtur,e~s . into three types. Type 3.6 - 2.0 =1. 6 f t base ma de wit h processed deris'-g~ , gregates. Type II bases are mad'e 2!' I The subbase thickness is processed, crusher-run, pit-run,;o 1.6 aggregates. Type III bases are_ , t3 f - 1.6 ft sands or silty sands. Both type~~ , 1•0 III can be either plant or roa,d ' . Untreated aggregate subbase mat~ . asphalt concrete o.56' also be used. Special quality a~ mum strength requirements a 1 29 PP Y: base ~ 1.0instances. r~`~~,• .=~-•s ste 5: Use table 16.22 or table 16.23 P to des~ ~.so` Pavement. If the EAL or approximat subbase ~ ber of trucks places the design betwee fic classes, interpolation between thickn in the tables is allowed. • a'~" basement soit " / a ~ ~~~k.."t^•Y~ tS' tn ! 24 DESIGNING PORTLAND CEMENT ' CONCRETE PAVEMENT 23 FULL-DEPTH ASPHALT PAVEMENTS- SIMPLIFIED ASPHALT INSTITUTE On projects with three or more lanes in one directi.~, METHOD27 separate designs usually are made for the inside a., outside lanes. This results in steps at the bottoms ~ pavement and base. It is cheaper to construct steppe step 1: Determine the 20-year, 18-kip equivalent r' aacle loading (EAL) for the pavement. sections than uniform or tapered sections, which resu~ in increased soil removal. However, in order to provide step Z: Use table 16.20 to convert EAL to a traffic a uniform grading plane, it is permissible to increase t class. thickness of the subbase under the inside lanes.30 This ;total thickness of subbase should be used to design th~ step 3: Use table 16.21 to classify the subgrade soil into poor, medium, or good-taexcellent cat- pavement for the inside lanes. egories. cement concrete . pavement Table 16.21 1 subbase asphalt ncrete Subgrade Soil Categories . •o • , _ 1 , ~ E ~ w;~.~;~' ' •'r-• . . , . l s~, typiCal values a g eg te t• resilient baser~~ u..,;.. =d °w. ~^~:a ;r>,~•:M'tes; z:: categorY modulus28 CBR Rvalue basement so~l.._ . r'•.:>:. treated~...x~;Y~W 4os~' . : . ' • ~ poor 4500 psi 3 6 k:s~ ~ z.r „ ' 0. 4 :.....n.}v . '..Q.A{`n%eL~ti~...i.-?T~YV Ai.r 44 .r ~ri.pi•ir1:J:v1i L"J ti... __J_.OGW}...•.s.Ln ~.:C:^. r.w ._...~r$L~rv4>': .^{'v~ ~ - medium 12,000 8 20 good-to-excellent 25,000 17 43 Figure 16.13 Typical Portland Cement Concrete Section . 27 This method cannot be used to design pavement sections with asphalt concrete directly over untreated aggregate bases. 29 Specifically, untreated aggregate must have a minimum CBR of 20 or a minimum R-value of 55 to be used as a subbase. It 28 The resilient modulus is the same as the modulus of elasticity must have a minimum CBR of 80 of a minimum R-value of 78 to of the soil. It is not the same as the modulus of subgrade reac- be used •as a base. Other requirements exist also. . tion, k, although the two are related. For positive values of the resilient modulus, MR ~ k X 19.4. The resilient modulus is also 30 If the subbase is omitted, as it is in many rigid pavement approximately 1500 times the California Bearing R,atio (CBR). designs, increase the thickness of the base. Plan~~ ' - 10' ~tlh hvc- Enoee&ll . ~ce = Ar ~ - ~ ~ = = . , r.. CLC S~ ~,9,~n~ZO4 ~,~ates7 ~ (5~) 45~ ~ tP►x ~d . _ tSa91'~5$"6 W."` ~000198 - v, d!b ►y ex~ - CoKv~n5 ~ - } - ti E t ► << ~ ~ - ~ ; t ~ ^ t ~ 1 ti t 1 i ~ ~ ► ~ ti ~ - ' 1 i 1 ~ t { ► , ► ~ a--~ ► ~ 4 4 "1~ ~ ~ T to # I-s - ► ~ ; l ' 1 ' STORM DRAINAGE ANALYSIS FOR V C D 0 C T 09 Z~0O DISHMANCOMMQNSJIqIE GI NEER SPOKANE COUNTY S~ • ~ September 2000 CLC ASSOCIATES INC. 707 West 7`" Avenue Suite 200 Spokane, Wa 99204 1 (509)-458-6840 1 - This report has.been prepared by the staff of CLC Associates Inc. under the direction of the - undersigned professional engineer whose seal and signature appears hereon. This storm drainage analysis has been completed in co~ ~ ith the Spokane County Guidelines for Stormwater Management. WASy~ O 22916 Q ~~0 9F413TE~~0 ~ NA1. ~ EXPiaES: CLC Associates Inc. Dishman Con:mons ' ' , PURPOSE . ' The purpose of this report is to determine the extent of storm drainage facilities, which will be required to dispose of stormwater runoff created by the improvements of the proposed project. In accordance with the Spokane County Guidelines for Stormwater Management, the storm drainage facilities on this project will be designed to dispose of runoff from a ten-year design storm and the first one-half inch of runoff from all road impervious surfaces will be treated in grass infiltration areas (`208' swales). ' ANALYSIS METHODOLOGY The Rational Method, which is recommended, for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes. The Bowstring Method will be used to evaluate the adequacy of the drywells and storage capacities. All relevant calculations have been included in the appendix of this report. PROJECT DESCRIPTION Dishman Commons is a 30-lot subdivision (on 10.3 acres) located in Section 29, T 25 N, R 45 E W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage disposal and treatment is being accomplished in grassy swales that are located on either private property or within the public right of way. The topography on the site , slopes moderately from east to west. Sheet 75 of the Soil Survey of Spokane Countv Wa. shows that the soil type for the area of the proposed project is: McB - Marble sandy loam, 0 to 8% slopes: This soil is a somewhat excessively ' drained soil. Surface runoff is slow, and there is little or no hazard to erosion. This soil type is pre-approved for the use of drywells in accordance with the Spokane Countv Guidelines for Stormwater Manaaement. CLC Associates Inc. Dishman Commons I CALCULATIONS ' The 10-year peak flows for the individual basins on the project were calculated using the Rational Method and the Intensity Duration Frequency curves for Spokane, Medical Lake, Reardon, Cheney and Rockford areas. Tabulated in the appendix is the total area, road impervious area, runoff coefficient, peak flow, `208' swale volume requirement, Bowstring volume requirement, and number and type of drywells required for each of the basins. It is assumed for the purposes of the swale design that a double-depth drywell has a capacity of 1.0 cfs and a single-depth drywell has a capacity of 0.3 cfs. Grate Calculations The inlets shown for basin A, C3, C6 & C7 are in a sump condition. Spokane County Type 1 From 4-1.1 of Guidelines, Q= CPH312 , where C= 3.0, P= perimeter of grate, and H= depth of water. Perimeter of grate = 6.13 ft, P/2=3.065ft. Q= 3(3.065)(.50) 3/2 = 3.25 CFS From the Basin Summary Table in the appendix of this report these grate capacities are adequate for the peak flow in each basin. The catch basins in a sump condition have been sized to accommodate by-pass flow from the catch basins on a continuous grade. The rest of the inlets shown on the plans and Basin Map are on a continuous grade, the grate capacity calculations have been included in the appendix of this report. STORMWATER DISPOSAL The stormwater generated by the project will be disposed of in the `208' swales areas and drywells as indicated on the improvement plans and basin map. The stormwater along 16th Avenue will be collected and piped to pond B, it should be noted that the actual crown on 16th Avenue is actually 5-6' south of the existing painted centerline stripe which drastically reduces the actual basin size so that the amount of ' stormwater in that basin will be much less than shown in this report. The stormwater for the rest of the basins will be routed to ponds either in a piping system or by curb drops. The `208' swale volume as indicated on the Basin Summary Table is provided at a depth of six inches for all ponds. CLCAssociates lnc. Dishman Comn:ons ~ - . Sediment Yield, Ffaxman Method Project Name: DisTh''m"~an Co~n IPE Project No. 9935 Engirieer: Tim Schwab Trap ID Trap w! Largest Subbasin USC Soil Classification: P Variable Data Input: Avg. Annual Precip., P= inches Avg. Annual Temp., T= 48 Degrees Fahrenheit Avg. Watshed Slope, X2 = 4 percent X2 Particles Courser than 1 mm = 30 Percent/72 = X3 Percent Clay in Soil = 10 percent 2-yr Storm, Square mi., Q= 143 cfs X5 Basin Size, A= 10.3 a c r e s Time Period, T = months pH of soil = 8<-- assume worse case (P/T)/1.43 = 0.31 X1 110 X4 SQRT(Y) = 40.90 Y= 1672.70 tons/square mile per year Y' = 0.218 tons/(acre*month) Y' for Basin = 4.49 tons/(basin*T) Volume of Sediment, D= 75 cubic Ft. a'-IO' x io' 7-omPo2*y Pp.ud ro2 seV,,y,--r,c,T C,v/GG HOGD 7-OVe voL,veyre oF sEO'/ytfA? /LE0vlIL,054 hi f} DEPT~/ of l,05S 77~/i~it1 a' S WASy~ti ~sS~4NAL EXPIRES: 9/~ /o/ ~ r f 99353 CLC Associates, Inc. 6/16/2000 CLC ASSOCIATES, INC. ~ . PROJECT INfORMATION TYPICAL SECTION DATA Project: DISHMAN COMMONS Roadway half wrdth ENTER-> 20' PAVED WIDTH Job No.: 99353 Road Name ENTER-> FELTS ROAD Disc.No.: Lefr or Right ENTER-> LEFT Fife Name: FELTS.PVMTDES.WB2 Edge Type TYPE'B' CURB & GUTTER Calculated By: EMT Station Intervaf ENTER-> 50 I I MlNIMUM MAXlMUM OIST. ~ DlST FROM ~ E.P. ELEV. E.P. ELEV. C/t TO SLOPE EDGE CENTERLlNE 1(•4.5% from (•2% from SEIECTED Edge Pave. C/L % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO EOP ~ sawcut to sawcut to E.O.P. to Gutter Edge of Pv. TOP OF STATION ELEVATION C/L ELEVATfON (fEET) ~ SAWCUT % SLOPE ( FEEn ~ ed.qe of Pv) edge of pv) ELEV. % GRADE %GRADE CURB EL. I I I I I I I I I I I I I 500.00 1 2028.78 1 ERR 1 2028.72 ~ 2.00 ~ -3.00 1 ERR 1 18.50 ~ 2027,98 ~ 2028.39 ~ 2028.20 ~ •3.15 ~ ERR ~ 2028 59 550.00 ~ 2029.18 ~ 0.84 ~ 2029.13 ~ 2.00 ~ •2.50 i 0.82 ~ 18.50 ~ 2028.39 ~ 2028.80 ~ 2028.78 ~ •2.12 ~ 1.16 ~ 2029.17 600.00 ~ 2029.66 ~ 0.96 ~ 2029,63 ~ 2.00 ~ •1.50 ~ 1.00 ~ 18.50 ~ 2028.89 ~ 2029.30 ~ 2029.08 ~ •3.33 ~ 0.60 ~ 2029,47 654.00 ~ 2030.16 ~ 1.00 ~ 2030.13 ~ 2,00 ~ -1.50 ~ 1.00 ~ 18.50 ~ 2029.39 ~ 2029.80 ~ 2029.48 ~ -3.94 ~ 0.80 ~ 2029.87 700,00 ~ 2030.63 ~ 0.94 ~ 2030.54 ~ 2.00 ~ -4.50 ~ 0.82 ~ 18.50 ~ 2029.80 ~ 2030.21 ~ 2029.88 ~ -4,00 ~ 0.80 ~ 2030.27 750.00 ~ 2030.67 ~ 0.08 ~ 2030.63 ~ 2,00 ~ -2.00 ~ 0.18 ~ 18.50 ~ 2029.89 ~ 2030.30 ~ 2030.28 ~ -2.12 ~ 0.80 ~ 2030.67 800.00 ~ 2031.50 ~ 1.66 ~ 2031.47 ~ 2.00 ~ -1.50 ~ 1.68 ~ 18.50 ~ 2030.73 ~ 2031.14 ~ 2031.12 ~ •2.12 ~ 1.68 ~ 2031.51 I I I I I I I ( I I I I I J:IDOCUMENT1993531FELTS,PVMTDES.QPW 1 ' 05103100 CLC ASSOCIATES, INC. ~ PROJECT lNFORMA TION TYPICAL SECTION DATA Project: OISHMAN COMMONS Roadway half width ENTER-> 19.5' PAVED WIDTH Job No.; 99353 Road Name ENTER-> 16TH AVENUE Disc.No,: Leff or Right ENTER-> RIGHT File Name: 16THS.PVMTDES.W82 Edge Type TOP OF CURB Calculated By: EMT Station Interval ENTER-> 50 MINIMUM MAXIMUM DIST. DISTFROM E.P. ELEV. E.P. ELEV. SECIL TO % SLOPE EDGE SECTIONLINE (4.5% from (•2% from SELECTED Edge Pave. SECIL % SLOPE SAWCUT SAWCUT SECIL TO PAVEMENT TO EOP sawcut to sawcut to E.O.P. to Gutter Edge of Pv. TOP OF STATION ELEVATION SECIL ELEVATION (fEET) SAWCUT % SLOPE (FEET) edge of pvJ edge of pv) ELEV. % GRADE %GRADE CURB EL. 500.00 , 2000.32 ' ERR ~ 2000,09 ~ 17.00 ~ •1.35 ~ ERR ~ iBAO ~ 2000A5 ~ 2000.07 ~ 2000.07 ~ •2.00 ~ ERR ~ 2000.46 550.00 ~ 2001.65 ~ 2.66 ~ 2001.46 ~ 17.00 ~ •1.12 ~ 2.74 ~ 18.00 ~ 2001.42 ~ 2001.44 ~ 2001,44 ~ -2.00 ~ 2.74 ~ 2001.83 600.00 ~ 2002.69 ~ 2.48 ~ 2002.80 ~ 17.00 + -0.53 I 2,68 ~ 18.00 ~ 2002,78 ~ 2002.78 ~ 2002.78 ~ -2.00 ~ 2,68 ~ 2003.17 650.00 ~ 2003.69 ~ 2.00 ~ 2003,69 ~ 17.00 ~ •1.18 ~ 1.78 ~ 18.00 ~ 2003.65 ~ 2003.67 ~ 2003.87 ~ •2.00 ~ 1.78 ~ 2004.06 700.00 ~ 2004.36 ~ 0.94 ~ 2004.22 ~ 17.00 I -0.82 ~ 1.06 ~ 18,00 ~ 2004.18 ~ 2004.20 ~ 2004.20 ~ •2.00 ~ 1,06 ~ 2004.59 750.00 ~ 2005.00 ~ 1.28 ~ 2004.79 ~ 17.00 ~.-1.24 ~ 1.14 ~ 18,00 ~ 2004,75 ~ 2004,77 ~ 2004.77 ~ •2.00 ~ 1.14 ~ 2005.16 800.00 ~ 2005.85 ~ 1.70 ~ 2005.67 i 17.00 ~ •1.06 ~ 1,76 ~ 18,00 ~ 2005.63 ~ 2005.65 ~ 2005.65 ~ -2,00 ~ 1.76 ~ 2006.04 850.00 I 2006.85 I 2.00 I 2008,60 I 17.00 ~ •1.47 I 1,86 ~ 18.00 I 2006.56 I 2006.58 ~ 2006.58 ~ -2.00 ~ 1.86 I 2006.97 900.00 I 2007.94 I 2.18 I 2007.73 ~ 17,00 I -1.24 ~ 2 26 ~ 18.00 I 2007.69 I 2007.71 ~ 2007 71 I -2.00 ( 2.26 ~ 2008,10 950.00 I 2009.24 ~ 2.60 ~ 2009.05 I 17.00 I •1•12 ~ 2.64 I 18,00 I 2009.01 I 2009.03 ~ 2009.03 I -2.00 I 2.64 ~ 2009.42 1000.00 I 2010.63 I 2.78 ~ 2010,46 I 17.00 I -1,00 I 2.82 I 18.00 I 2010.42 I 2010.44 I 2010,44 I •2.00 I 2.82 I 2010.83 1050,00 I 2012.06 1 2.86 I 2011.87 ~ 17.00 I •1.12 ~ 2.82 I 18 00 I 2011,83 I 2011.85 I 201185 I •2 00 I 2.82 ~ 1012.24 1100,00 I 2013.46 I 2.80 ~ 2013.20 I 11.00 ~ -1.53 I 2,66 I 18.00 I 2013,16 I 2013.18 12013.18 1 •2.00 I 266 ~ 2013.57 1150.00 I 2014.96 I 3.00 I 2014.74 I 17,00 ~ -1.29 I 3.08 I 18.00 I 2014.70 I 2014.72 I 2014.72 I •2 00 I 3,08 1 2015.11 1200.00 ~ 2016 59 ~ 3.26 I 2016,44 ~ 17.00 I -0.86 1 3.40 ~ 18,00 I 2016.40 1 2016.42 I 2016.42 I -2.00 I 3.40 1 2016.81 1250,00 I 2018.39 I 3,60 I 2018,28 ~ 17.00 I -0.65 I 3.68 I 18,00 I 2018,24 I 2018.26 I 2018.26 I •2.00 I 3.68 I 2018.65 1300.00 I 2020 29 ~ 3.80 I 2020.13 I 17.00 ~ •0 94 I 3.70 I 18,00 1 2020.09 I 2020.11 ~ 2020.11 I •2.00 I 3.70 1 2020.50 1350.00 I 2022.19 I 3,80 I 2022.01 I 11.00 I -1.06 ~ 3.76 I 18.00 I 2021.97 ~ 2021.99 I 2021.99 I •2.00 I 3.76 I 2022.38 1400.00 I 2024,11 j 3.84 I 2023.94 1 17.00 I •1,00 ~ 3.86 I 18.00 I 2023.90 ~ 2023.92 I 2023.92 I -2,00 I 3.86 I 2024.31 1450.00 ~ 2026,02 ~ 3.82 1 2025.85 I 17,00 I -1.00 I 3.82 I 18.00 1 2025.81 I 2025.83 I 2025.83 I •2•00 I 3.82 1 2026.22 1500.00 1 1027,81 ~ 3.58 I 2027.60 I 17.00 I •1.24 I 3.50 I 18.00 I 2027.56 ~ 2027.58 I 2027.58 I •2.00 I 3.50 1 2027.97 1550,00 I 2029.46 I 3,30 I 2029.23 I 17.00 I -1.35 I 3.26 I 18.00 1 2029.19 ~ 2029.21 I 2029.21 I -2.00 I 3.26 I 2029.60 1600.00 I 2030,91 I 2.90 I 2030.64 I 17.00 I -159 I 2,82 I 18.00 I 2030.60 ~ 2030.62 I 2030.62 I •2.00 I 2.82 2031.01 1650.00 I 2032.31 ~ 2.80 I 2032.02 I 17.00 I -1.71 I 2.76 1 18.00 I 2031,98 ~ 2032.00 I 2032 I •200 I 2.76 2032.39 I I I I I I I ~ I 1 I I I J:IDOCUMENT199353116THS,PVMTOES.QPW 1 05l03100 GtC ASSOCIA TES, lNC. ~ PROJECT INFORMA TlON TYPICAL SECTION DATA Projecf: DISHMAN COMMONS Roadway hafi wrdth ENTER••> 14' PAVED WIDTH Job No.: 99353 Road Name ENTER--> 16TH AVENUE Disc.No.; Left or Right ENTER- LEFT File Name: 16THN.PVMTDES.WB2 Edge Type EDGE OF PAVEMENT Cafculated By: EMT Station lnterva! ENTER- 50 I I MlNIMUM MAXIMUM DIST. ~ DfST fROM ~ E.P. ELEV. E.P. ELEV. C/L TO SLOPF EDGE CENTERLlNE 1(-4.5% from irom SELECTED Edge Pave. C/t % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO EOP ~ sawcuf to sawcut to E.O.P. to Gutter Edge of Pv. TOP Of STATJON ELEVATION C/L ELEVATION (FEEn ISAWCUT % SLOPE (FEE7) ~ edge of pv) edqe of pv) ELEV. % GRADE %GRADE CURB EL. 400.00 ~ 1998.30 ~ ERR ~ 1998.19 ~ 6,00 1 -1.83 ~ ERR ~ 14.00 ~ 1997.83 ~ 1998.03 1998.05 ~ •1.75 ~ ERR ~ 1998.44 450.00 ~ 1999.15 ~ 1.70 1999.11 ~ 6,00 I •0.67 ~ 1.84 ~ 14,00 ~ 1998.75 ~ 1998,95 ~ 1998.95 ~ •2.00 ~ 1.80 I 1999.34 500.00 ~ 2000.30 ~ 2.30 2000.34 ~ 6.00 ~ 0.67 ~ 2.46 ~ 14.00 ~ 1999.98 ~ 2000.18 ~ 2000.18 ~ -2.00 ~ 2.46 2000.57 550.00 ~ 2001,63 ~ 2.66 ~ 2001,59 ~ 6,00 ~ -0,67 ~ 1.50 ~ 14,00 ~ 2001.23 ~ 2001,43 ~ 2001.43 ~ •2.00 ~ 2.50 2001.82 600.00 ~ 2002.65 ~ 2.44 ~ 2002.62 ~ 6,00 ~ •3.83 ~ 2,06 ~ 14.00 ~ 2002.26 ~ 2002,46 ~ 2002.46 ~ •2.00 ~ 2.06 ~ 2002.85 650.00 ~ 2003.67 ~ 2,04 ~ 2003.56 ~ 6.00 ~ -4.83 ~ 1.92 ~ 14,00 ~ 2003.22 ~ 2003,42 ~ 2003.42 ~ -2.00 ~ 1.92 ~ 2003.81 700.00 ~ 2004.34 ~ 0.94 ~ 2004.14 ~ 6.00 ~ •3.33 ~ 1.12 ~ 14,00 ~ 2003.78 ~ 2003.98 ~ 2003.98 ~ •2.00 ~ 1.12 ~ 2004.37 750.00 ~ 2004.96 ~ 1.24 ~ 2004.79 8,00 I •2.83 I 1.30 I 14,00 I 2004.43 I 2004,63 2004.63 I •2.00 ( 1.30 ~ 2005.02 800.00 I 2005.82 I 1.72 I 2005.78 8.00 I -0.87 I 1,98 14.00 I 2005.42 I 2005.62 2005.62 -2.00 ~ 1.98 ~ 2006.01 850.00 I 2006.83 I 2.02 I 2006.84 I 6.00 I 0,17 I 2.12 14.00 I 2006.48 I 2006.68 1 2006.66 •2.00 I 2,12 I 2007.07 900.00 ~ 2007.94 I 2•22 I 2008.01 I 6,00 I 1,17 1 2.34 ~ 14.00 I 2007.65 1 2007.85 1 2007.85 ~ •2,00 ~ 2,34 ~ 2008.24 950.00 ~ 2009,24 1 2.60 1 2009.19 1 6.00 I -0.83 I 2.36 I 14.00 I 2008.83 1 2009.03 I 2009.03 I •2.00 ~ 2.36 ~ 2009.42 1000.00 I 2010,59 1 2,70 1 2010.50 1 6.00 I •1.50 I 2.62 I 14.00 I 2010.14 I 2010.34 I 2010.34 I •2.00 I 2.62 I 2010.73 1056.00 I 2011.99 I 2,80 I 2011.81 I 6.00 I -3.00 I 2.62 I 14.00 I 2011.45 I 2011.65 I 2011.65 I -2.00 I 2•62 I 2012.04 1100.00 I 2013.40 I 2,82 I 2013.23 I 6.00 I -2.83 I 2,84 I 14.00 I 2012.87 I 2013.07 I 2013,07 I -2 00 I 2.84 I 2013.46 1150.00 ~ 2014.80 I 2.80 I 2014.72 I 6.00 I •1.33 I 2.98 I 14.00 I 2014.36 I 2014.56 I 2014,56 I -2,00 I 2•98 1 2014.95 1200.00 I 201655 I 3.50 I 2018.43 I 6.00 I •2.00 I 3.42 I 14.00 ~ 2016.07 I 2016.27 I 2016,27 I •2.00 I 342 I 2016.66 1250,00 I 2018.35 1 3.60 I 2018.25 I 6.00 I •1.67 3.64 I 14.00 I 2017.89 I 2018,09 I 2018,09 I -2,00 I 3.64 1 2018.48 1300.00 I 2020.23 I 3.78 I 2020.09 I 6.00 I •2.33 3.68 I 14.00 I 2019,13 I 2019,93 I 2019.93 I •2,00 I 3.68 I 2020.32 1350,00 I 2022.13 I 3.80 I 2021.99 I 6.00 I -1.33 I 3.80 I 14.00 I 202163 I 2021.83 I 2021.83 I •2,00 I 3.80 I 2022.22 1400.00 I 2024.05 I 3.84 1 2024,01 I 8.00 I -0.67 I 4.04 I 14,00 I 2023,65 I 2023.85 I 2023,65 I -2,00 I 4.04 1 2024,24 1450.00 I 2025.99 I 3.86 I 2025.91 I 6.00 I •1.33 I 3.80 I 14,00 I 2025.55 I 2025.75 I 2025 75 I -2,00 I 3.80 I 2026,14 1500,60 I 2027,76 I 3.54 1 2027.71 I 6.00 1 •0.83 1 3.60 1 14,00 1 2021,35 1 2027.55 1 2027.55 1 •2.00 1 3.60 1 2027.94 1550.00 I 2029,35 I 3.18 I 2029.10 I 6.00 I -4.17 I 2•78 I 14,00 I 2028.74 I 2028.94 I 2028.94 I •2.00 1 2.78 1 2029 33 1600.00 I 2030,80 I 2.90 I 2030.49 I 6.00 I -5.17 I 2•78 I 14,00 I 2030.13 I 2030.33 I 2030.33 I •2•00 1 2.78 1 1030.72 1650.00 I 2032,20 I 2.80 I 2031.88 I 6.00 I •5.33 I 2.78 I 14,00 I 2031.52 I 2031.72 I 203172 I •2,00 I 2.78 1 2032.11 1700.00 I 2033,38 ~ 2.36 1 2033.28 1 6.00 I -1.87 I 2.80 I 12,10 I 2033.01 1 2033.18 I 2033.16 I •1.97 1 2,88 1 2033.55 1750.00 I 2033.84 I 0,92 I 2033.85 I 600 I 0.17 I 1•14 I 7.33 I 2033.79 I 2033.82 I 2033.63 I -1,50 1 1,34 1 2034,22 J:IDOCUMENT199353116THN.PVMTDES.QPW 1 05I03100 ~ - ~ . - ~ ~ • ' • ~ ~ ~ ' . . i ~ Ll I Nid ~ - - - _ co, am ~ ~ ~ - - - ~ jj~ - - ~ ~ ~ CD i CL CD cq ~ (IrO +w~ IVOG-zO oOaZ/90190~6mP-ZJ3no~~6NLPkES~6skslO@fOld ~~e-IN{r r w,u. -~.J,..re~w~ ~n+rw.u ~•LVVei ~~..v~ir~.e~~! . +n7uuitin-:'o- Yf: 4,~..~ iee ¢~i~,r.:•iF,.w.~~: Nfi' cl"y..1 .n.:w~jta'n ~~~r:' r~ i l4 x* - K ley t e i ~ 1? ~ { ~ •~ry~ n,~ ~ _ ~ v~" 1~' J lPSaYA ~ 1l4.r..W:ld°n3'°" v~~6"e'9'Y~ '.`fl'~N'.d}5'$ t,,~Sit ~:S4MTr.r'PYfiY~l'itlvnS•nqC.l4Yq: Y~+'y~~~~.-'~^~~~1 y ~ ~ H 1.~ ,~r~ ; ~ t ''I ,~<<, ' ~ ~i ~~k'~ I I ' ` ~ ~ - ' ~ - ~ y ~ ~ g . .~4 ia ' il i _ n I~ l ' ~ I ~a ; ~ ~ i , l . , " ,Y, ~ I~ J' ~;F~''~~P:. 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N6F , ~ . . ,a. ~~~~v.....~w d~ . ~i~~d~F4!'/~i ~~~~1~~..w'..'h'ji~L?iE.1!i', L ; ~~Y +N '~(~h~t'~F,1~-0Lf~~U~S'~'4•Ta7v h~SY:..r wt~7+I4E~a ~ il1 ~~A,r~,,.o- ' v ~lp ~ AN . i ~ A " ~+L~'.. ~ ~7"1 I~~~.(I~,~~h,l r~ ~ ~~i ~ ~l~yx~~•~ ti ~ 1~ ~}h ~ ~ ;ti1.~i`''~q4.~fl; L i~l 1 , . ~ h'. ' •'v .'r.~r5nd r, ~ ~ Sl~ - . ~ ~ F r ~ _ ~ ~ -au~ , ~ , '!1 . ~k , ~,r~' r ~~,y fl•' s's~:~' ~ • ' r i'~' '~J~~I~~a~~+❑rr.i' M 't J . J L~ ~ i ~ ~JQ~~$ ~Fi~.~'.~ f 6} _ J m m m m m m m m m r ~ ~ ~ ~ m m m ■r m DISHMAN COMMONS . 99353 Spokane County, Washington 08107/00 10-Year Design Storm Engineer; DJD , GRATE INLET CALCULATIONS , on Continuous Grade , . Inlet Basin Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass Basin Street and Peak Flow Slope Slope Width Flow Flow Width Velocity Received Flo.w. Area Station (cfs) (ft/ft) 1/Z (ft) (ft) (ft) (fps) (cfs) (cfs) 16TH AVENUE Bl STA 5+17.5 RT. 1.17 0.0330 0.020 4.00 0.12 5.986 2.317 1.1l 0.06 HERALD LANE C4 STA 11+36.36 RT. 1.33 0.0075 0.024 4.00 0.18 . 7.399 1,639 1.16 0.17 ALLEY CS . 1.64 0.0200 0,020 2.00 0.15 7.463 , 3.106 0.93 0.71 HERALD LANE C2 . STA 11+36.36 LT: 0.15 0.0075 0.024 2.00 0.08 3.264 0.882' 0.14 0.01 17TH LANE , 134 STA 12+28,48 RT. 1.25 0.0600 0.024 2.00 0.12 4,895 4,014 0.94 0.31. 17TH LANE B4 STA l l+S 1.90 RT. 0.31 0.0600 0.024 2.00 0.07 2.902 2,130 0.30 0.01 17TH LANE B3 STA l 1+5190 GT. 0.38 0.0600 0.024 2.00 0.08 3.132 2.363 0.35 0.03 This fonn is in accordance with tlie WSDOT Hydraulic Manual Grate Widths Section 5-5. l, Capacity of Inlets on a Continuous Grade Herringbone = 1.67' Vailed = 1,67' W/ 2" SUlllp = 2,00' InletC Dishman Commons S990353 Spokane County, Washington 08107/00 10-Year Strom Event Engineer: DJD INLET FLOW CAPACITIES . in Sump Conditions . Inlet, . . ' Basin . Basin + Inlet, , Maximum Inlet By-Pass Basin Street and.- : Inlet Type-., Peak Flow ny-Pass Perimeter Plow Depth** . Discharge*** Flow , Station • . : . (cfs) Q P _ H Qa- Q-Qa 17th Lane ~ TYPE l A1 ~ STA 11 +51.90 RT. N GRATE ~ 0.51 ~ 0.51 ~ 3.67 ~ 0.33 ~ 2•09 ~ -1.58 ~ 17th Lane ~ TYPE 1 A2 ~ STA 11+51,90 LT. ~ GRATE ~ 0.26 ~ 0,26 ~ 3.67 ~ 0.33 ~ 2.09 ~ -1,83 Herald Lane - ~ TYPE 1 ~ ~ • ~ ~ ~ ~ C6 STA 10+36,88 RT, ~ GRATE ~ 2.13 2,13 ~ 5.91 ~ 0.33 ~ 3,36 ~ -1.23 ~ 17TH LANE ~ TYPE 1 ~ - I I I I I C7 ~ STA 17+21.89 RT, ~ GR.ATE ~ 2.24 ~ 2,24 ~ 5.91 ~ 0.33 ~ 3.36 ~ -1.12 ~ I I HERALD LANE TYPE 1 ~ I - I I I I I ~ C3 ~ STA 10+36.88 LT. ~ GRATE ~ 0.35 ~ 0.35 ~ 3.67 ~ 0.33 ~ 2.09 ~ -1.74 Grate Perimeters* Qa = C* P* H^ 1.5 ' Hemngbone = 3.67' Where; C= 3,0, P= Perimeter, H= Flow Depth Vaned = 3.67' WSDOT= 5.91' . * Grate Perimeter = Available Perimeter Divided by a Safery Factor of 2. Maximum Flow Depth is based on curb crest above inlet. Calculated in accordance with Spokane Counry Guidelines for Stormwater Management, Section 4-1. InletSmp DISHMAN COMMONS Basin Summary Table Road Imp. House Area Driveway Total Peak 208' Vol, Bowstring 208' Vol. Total Area Area 1800SFILot Area Imp. Area Runoff Flow 1 Req'd Vol. Req'd Prov'd Outflow Number & Type Basln (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff. (cfs) (cu.ft) (cu,ft) (cu.ft) (cfs) of Drywells A1 17,455 0.40 3,992 1.0 1,800 750 6,542 0,40 0.51 A2 3,993 0.09 3,993 0.0 0 0 3,993 0,90 0,26 A 21,448 0.49 7,985 1.0 1,800 750 10,535 0.49 0.76 333 217 355 0.3 1 Single 61 31,212 0.72 17,766 0.0 0 0 17,766 0.56 1.17 62 56,881 1.31 0 0.0 0 0 0 0.10 0.42 B3 5,723 0.13 5,723 0.0 0 0 5,723 0.90 0,38 B4 42,983 0.99 5,745 4.0 7,200 3,000 15,945 0.40 1.25 - B 171,987 3.9 29,234 4.0 1,200 3,000 39,434 0.28 3.25 1218 708 2143 2.0 2 Doubles C1 39,974 0.92 0 0.0 0 0 0 0.10 0,25 C2 2,675 0.06 2,266 0.0 0 0 2,266 0.78 0,15 C3 5,261 0.12 5,261 0.0 0 0 5,261 0.90 0.35 C4 34,933 0.80 20,236 0.0 0 0 20,236 0.56 1,33 C5 58,780 1.35 8,840 6.0 10,800 4,500 24,100 0.43 1.64 C6 64,684 1.48 11,624 6.0 10,800 4,500 26,924 0.43 1.76 C7 89,442 2.05 12,531 9.0 16,200 6,750 35,481 0.42 2.24 C 296,123 6.80 60,718 21.0 37,800 15,750 114,268 0.41 7.92 2530 3328 2832 2.0 2 Doubles D 10,719 0.25 4,993 0.0 0 0 4,993 0.47 0.37 208 57 312 0.3 1 Sinale E 4,706 0.11 2,271 0,0 0 0 2,271 0.49 0.17 95 0 186 0.3 1 Sinqle NOTE: C= f0.9'(IMPERVIOUS AREA) + 0.1'(PERVIOUS AREAWTOTAL AREA WHERE C = RUNOFF COEFF. 99353 . CLC ASSOCIATES, INC. 9l1112000 , Weighted Runoff Coefficient Calculation I Pro ISHMAN COMMONS ~ect. D Basin: A1 CLC Job S990353 . Total Area (SF): 17455 Designer: DJD Imp. Area (SF): 6542 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 5888 , (Grass Area)*(Grass "C")= 1091 TOTAL 6979 6979 Weighted "C"= 0.40 17455 ' ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: A2 CLC Job S990353 Total Area (SF): 3993 Designer: DJD Imp. Area (SF): 3993 Date: 7/18/2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 3594 (Grass Area)*(Grass "C")= 0 70TAL 3594 3594 Weighted '.C"= 0.90 3993 ' ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: A CLC Job S990353 , Total Area (SF): 21448 Designer: DJD Imp. Area (SF): 10535 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"{Imp. "C")= 9482 (Grass Area)*(Grass "C")= 1091 TOTAL 10573 10573 Weighted "C"= 0.49 21448 ' Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: B1 CLC Job S990353 Total Area (SF): 31212 Designer: DJD Imp. Area (SF): 17766 Date: 7118/2000 Grass Area (SF): 13446 Imp. Area "C": _0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 15989 (Grass Area)*(Grass "C")= 1345 TOTAL 17334 17334 Weighted "C"= 0.56 31212 , ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B2 - CLC Job # S990353 Total Area (SF): 56881 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 56881 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area);(Imp. "C")= 0 (Grass Area)"(Grass "C")= 5688 TOTAL 5688 5688 Weighted "C"= 0.10 56881 ' , Weighted Runoff Coefficient Caiculation ' ProJect: DISHMAN COMMONS Basin: B3 CLC Job # S990353 Total Area (SF): 9647 Designer: DJD Imp. Area (SF): 9647 Date: 8/7/2000 Grass Area (SF): 0 imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"(Imp. "C")= 8682 (Grass Area)*(Grass "C")= 0 TOTAL 8682 8682 Weighted "C"= 0.90 ' 9647 , . - ' . ' - ' ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: 134 CLC Job # S990353 Total Area (SF): 42983 Designer: DJD Imp. Area (SF): 15945 Date: 8/7/2000 Grass Area (SF): 27038 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 14351 (Grass Area)*(Grass "C")= 2704 TOTAL 17054 17054 Weighted "C"= 0.40 42983 ' ' ' - ' - ' • - ' ' Weighted Runoff Coefficient Calculation I Pro1'ect: DISHMAN COMMONS Basin: B CLC Job S990353 Total Area (SF): 171987 Designer: DJD .Imp. Area (SF): 39434 Date: 9/11/2000 Grass Area (SF): 132553 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 35491 (Grass Area)*(Grass "C")= 13255 TOTAL 48746 48746 W eighted "C"= 0.28 171987 ' , , ' ' . . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C1 CLC Job S990353 Totat Area (SF): 39974 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 39974 imp. Area "C": 0.90 Grass Area "C": 0.10 ~ (lmp. Area)*(Imp. "C")= 0 (Grass Area)''(Grass "C")= 3997 TOTAL 3997 3997 . Weighted "C"= 0.10 39974 ' , Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C2 CLC Job S990353 Total Area (SF): 2675 Designer: DJD Imp. Area (SF): 2266 Date: 7/18/2000 . Grass Area (SF): 409 Imp. Area "C": 0.90 . Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 2039 (Grass Area)*(Grass "C")= 41 TOTAL 2080 2080 Weighted "C"= 0.78 2675 1 - i . . 1 - . ' - . Weighted Runoff Coefficient Calculation ' ProJ'ect: DISHMAN COMMONS Basin: C3 CLC Job # S990353 Total Area (SF): 5261 Designer: DJD Imp. Area (SF): 5261 Date: 8/7/2000 Grass Area (SF): 0 imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 4735 (Grass Area)'(Grass "C")= 0 TOTAL 4735 4735 Weighted "C"= 0.90 5261 ' ' - - . ' . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C4 CLC Job S990353 Total Area (SF): 34933 Designer: DJD Imp. Area (SF): 20236 Date: 7118/2000 Grass Area (SF): 14697 Imp. Area "C": 0.90 Grass Area "C": • 0.10 (Imp. Area)'(Imp. "C")= 18212 ~ (Grass Area)*(Grass "C")= 1470 TOTAL 19682 19682 Weighted "C"= 0.56 34933 ' ' - . ~ . ~ Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: CS CLC Job S990353 Total Area (SF): 58780 Designer: DJD Imp. Area (SF): 24100 Date: 7/18/2000 Grass Area (SF): 34680 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area);(Imp. "C")= 21690 (Grass Area)'(Grass "C")= 3468 TOTAL 25158 25158 Weighted "C"= 0.43 58780 i r Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C6 CLC Job # S990353 Total Area (SF): 64684 Designer: DJD . imp. Area (SF): 26924 Date: 7/18/2000 Grass Area (SF): 37760 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 24232 (Grass Area);(Grass "C")= 3776 TOTAL 28008 28008 W eighted "C"= 0.43 64684 ' . ' . - Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C7 . CLC Job S990353 Total Area (SF): 89442 Designer: DJD Imp. Area (SF): 35481 Dafe: 8/7/2000 Grass Area (SF): 53961 Imp. Area "C": 0.90 . Grass Area "C": 0.10 - (Imp. Area)*(Imp. "C")= 31933 (Grass Area)}(Grass "C")= 5396 TOTAL 37329 ' 37329 Weighted "C"= 0.42 ' 89442 1 - - ~ . ~ _ ' , Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C CLC Job S990353 Total Area (SF): 296123 Designer: DJD Imp. Area (SF): 114268 Date: 9/11/2000 Grass Area (SF): 181855 , Imp. Area "C": • 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 102841 (Grass Area)*(Grass "C")= 18186 ' TOTAL ~ 121027 , 121027 Weighted "C"= 0.41 296123 1 . ' ~ ~ Weighted Runoff Coefficient Calculation , Pro1'ect: DISHMAN COMMONS Basin: D CLC Job S990353 Total Area (SF): 10719 Designer: DJD Imp. Area (SF): 4993 Date: 9/11/2000 Grass Area (SF): 5726 ' Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 4494 (Grass Area)*(Grass "C")= 573 ' TOTAL 5066 5066 Weighted "C"= 0.47 10719 ' , ' Weighted Runoff Coefficient Calculation Pro'ect: DISHMAN COMMONS I ~ Basin: E CLC Job # S990353 Total Area (SF): 4706 Designer: DJD imp. Area (SF): 2271 Date: 7/18/2000 Grass Area (SF): 2435 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Irnp. "C")= 2044 (Grass Area)*(Grass "C")= 244 TOTAL 2287 ~ 2287 Weighted "C"= 0.49 4706 ' ~ Weighted Runoff Coefficient Calcutation Project: DISHMAN COMMONS Basin: • F CLC Job # S990353 Tofal Area (SF): 35545 Designer: DJD Imp. Area (SF): 4858 Date: 7/18/2000 Grass Area (SF): 30687 Imp. Area "C": 0.90 Grass Area "C": 0.10 - ' (Imp. Area)*(Imp. "C")= - 4372 (Grass Area) (Grass C„)- 3069 TOTAL 7441 7441 Weighted „C"= 0.21 35545 ' PEANC FLOW CALCULATIDN - PROJECT: D~SHMAN COMMONS ~ BAS IN~ A 1 Tat. Area = 0.40 Acres _ Imp. Area = 3,992 SF G = Q_40 - CASE 1 50 ft. Overfand Flow . Ct = 0.15 L = 50 ft. , - n = 0.400 - S _ 0.014 Tc = 3_60 rxrin., by Equation 3-2 of Guidelines 86 ft. Gutter flow , _ Zl = 50.0 Z2 T - 3.50 D 0.016 S = 0.0314 d ~ -0.095 ft. A R 0 Tc Tc tota# I Qc 0.24 0.05 0.52 0.66 5.00 3.18 0.51 Qpeak #or Ca- se 1 = 0.51 _cfs - - ~ C►ASE 2- , Case 2 assumes a Time af. Concentratian less than 5 minutes so that the ~ peak flow =.90(3.18){Imp.Area} O.26 cfs So, the Peak flouv for #he BasFn- is fhe gre'ater of the two flows,, 0.51 cfs 99353 BASIN.As CLC ASSOCIATES, INC. 7l25f20[]0 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: A2 Tot. Area = 0.09 Acres , Imp. Area = 3,993 SF C = 0.90 ' CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.073 ff. A R Q Tc Tc total i Qc 0.14 0.04 0.26 0.79 5.00 3.18 0.26 Qpeak for Case 1= 0.26 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.26 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN: A Tot. Area = 0.49 Acres . Imp. Area = 7,985 SF C = 0.49 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 . Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.110 ft. A R Q Tc Tc total I Qc 0.32 0.05 0.77 0.60 5.00 3.18 0.76 Qpeak for Case 1= 0.76 cfs . CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.52 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' . BOWSTRING METHOD PROJECT: DISHMAN COMMONS ' DETENTION BASIN DESIGN BASIN: A . DESIGNER: DJD DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.49 Impervious Area (sq ft) .7985 'C' Factor 0.49 '208' Volume Provided 355 Area * C 0.240 Time Time lnc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.76 307 90 217 5 300 3.18 0.76 307 90 217 10 _ 600 2.24 0.54 378 180 198 15 900 1.77 0.42 426 270 156 20 - 1200 1.45 0.35 453 360 93 25 1500 1.21 0.29 465 450 15 30 1800 1.04 0.25 475 540 0 35 2100 0.91 0.22 481 630 0 40 2400 0.82 0.20 493 720 0 45 2700 0.74 0.18 498 810 0 50 3000 0.68 0.16 506 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume - = Impervious Area x.5 in / 12 in/ft 332.7 cu ft 208' Storage Volume Provided 355 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 217 cu ft Provided Storage Volume 355 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double . 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS . BASIN: B1 Tot. Area = 0.72 Acres Imp. Area = 17,766 SF - C = 0.56 CASE 1 0 ft. Overland Flow Ct = 0.15 L = ' 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 595 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 • d = 0.168 ft. A R Q Tc Tc total I Qc 0.72 0.08 1.14 6.24 6.24 2.83 1.14 Qpeak for Case 1= . 1.14 cfs - ' CASE 2_ - Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 1.17 cfs So, the Peak fiow for the Basin is the greater of the two flows, 1.17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: 132 Tot. Area = 1.31 Acres Imp. Area = 0 SF C = 0.10 CASE 1 - 365 ft. Overland Flow Ct = 0.15 L = 365 ft. n = 0.040 S = 0.010 Tc = 2.97 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.115 ft. ~ A R Q Tc Tc total I Qc 0.34 0.06 0.42 0.00 5.00 3.18 0.42 Qpeak for Case 1= 0.42 cfs . ~ CASE 2_ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.42 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' - . BASIN. B3 ' Tot. Area = 0.13 Acres Imp. Area - 5,723 SF , C = 0.90 CASE 1 0 ft. Overland Flow ' Ct = 0.15 L 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow , Z 1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.084 ft. A R Q Tc Tc total I Qc 0.19 0.04 0.37 3.17 5.00 3.18 0.37 r Qpeak for Case 1= 0.37 cfs . ' CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS 1 BASIN: B4 Tot. Area = 0.99 Acres Imp. Area = 5,745 SF C = 0.41 CASE 1 ~ 50 ft. Overiand Fiow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 1 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 d = 0.117 ft. A R Q Tc Tc total I Qc 0.37 0.06 1.26 1.80 5.40 3.08 1.25 Qpeak for Case 1= 1.25 cfs . CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the . peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs 99353 BASIN.xis CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B ' Tot. Area = 3.90 Acres Imp. Area = 29,234 SF C = 0.28 CASE 1 50 ft. Overland Flow ' Ct = 0.15 L 50 ft. n = 0.400 ' S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 ' n = 0.016 S 0.0600 . d = 0.171 ft. A R Q Tc Tc total I Qc 0.78 0.09 3.46 1.40 5.00 3.18 3.47 ' Qpeak for Case 1= 3.47 cfs ~ CASE 2 1 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.92 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.47 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 ' BOWSTRING METHOD - PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: B DESIGNER: DJD ' DATE: 07/26/00 ' Time Increment (min) 5 Time of Conc. (min) 5.02 - Outflow (cfs) 2 Design Year Fiow 10 Area (acres) 3.10 ' Impervious Area (sq f#) 29234 'C' Factor 0.33 '208' Volume Provided 2143 Area * C 1.023 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.02 301 3.17 3.25 1311 603 708 5 300 3.18 3.25 1308 600 708 10 600 2.24 2.29 1610 1200 410 15 900 1.77 1.81 1815 1800 15 20 1200 1.45 1.48 1932 2400 0 25 1500 1.21 1.24 1984 3000 0 30 1800 1.04 1.06 2024 3600 0 35 2100 0.91 0.93 2050 4200 0 40 2400 0.82 0.84 2099 4800 0 45 2700 0.74 0.76 2121 5400 0 - 50 3000 0.68 0.70 2158 6000 0 208' DRAINAGE POND CALCULATIONS - Required '208' Storage Volume - Impervious_Area x.5 in / 12 infft 1218.1 cu ft 208' Storage Volume Provided _ 2143 cu ft ' . DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 708 cu ft , Provided Storage Volume . 2143 cu ft @ 6" depth Number and Type of Drywells Required . 0 Single - 2 Double 99353 CLC ASSOCIATES 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C1 ' Tot. Area = 0.92 Acres Imp. Area - 0 SF C = 0.10 CASE 1 170 ft. Overland Flow Ct = 0.15 L = 170 ft. n = 0.400 S = 0.015 Tc = 6.65 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.095 ft. A R Q Tc Tc total I Qc 0.23 0.05 0.25 0.00 6.65 2.74 0.25 Qpeak for Case 1= 0.25 c#s CASE 2 ~ . Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) - 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ I BASIN: C2 ' Tot. Area = 0.06 Acres Imp. Area = 2,266 SF C = 0.78 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 150 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.15 2.66 5.00 . 3.18 0.15 ' QPeak for Case 1= 0.15 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak ffow for the Basin is the greater of the two flows, 0.15 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C3 ' . Tot. Area - - 0.12 Acres Imp. Area = 5,261 SF , C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 95 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.105 ft. . A R Q Tc Tc total I Qc 0.29 0.05 0.34 1.36 5.00 3.18 0.34 Qpeak for Case 1= 0.34 cfs ' CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.35 cfs ~ So, the Peak flow for the Basin is the greater of the two flows, 0.35 cfs ~ . 99353 BASIN.xIs CLC ASSOCIATES, INC. ' 7/26/2000 ' . PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN. C4 Tot. Area = 0.80 Acres Imp. Area = 20,236 SF C = 0.56 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines . 715 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0300 d = 0.135 ft. _ A R Q Tc Tc total I Qc 0.46 0.07 1.24 4.48 6.56 2.76 1.24 , QPeak for Case 1= 1.24 cfs - ' - CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(lmp. Area) = 1.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.33 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. , 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C5 , Tot. Area = 1.35 Acres Imp. Area = 8,800 SF C = 0.43 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 f t. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 510 ft. Gutter flow Z1 = 50.0 Z2 = 50.00 n = 0.016 ' - S = 0.0341 d = 0.114 f t. A R Q Tc Tc total I Qc 0.65 0.06 1.65 3.34 6.26 2.83 1.64 Qpeak for Case 1=- 1.64 cfs CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.58 cfs _ So, the Peak fiow for the Basin is the greater of the two flows, 1.64 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C6 Tot. Area = 1.48 Acres Imp. Area = 11,624 SF C = 0.43 CASE 1 50 ft. Overland Flow Ct= 0.15 L = 50 ft. n = 0.400 S = 0.020 . Tc = 2.93 min., by Equation 3-2 of Guidelines 610 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.154 ft. A R Q Tc Tc total I Qc . 0.63 0.08 1.77 3.64 6.56 2.76 1.76 Qpeak for Case 1= - 1.76 cfs ' . CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.76 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, tNG. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMOfVS BASIN: C7 Tot. Area = 2.05 Acres Imp. Area = 12,531 SF C = 0.42 CASE 1 50 ft. Overland Flow Ct = 0.15 - L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 810 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.168 ft. A R Q Tc Tc total i Qc 0.75 0.08 2.24 4.56 7.48 2.60 2.24 Qpeak for Case 1= 2.24 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.82 cfs So, the Peak flow for the Basin is the greater of the two flows, 2.24 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7126/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C Tot. Area = 6.80 Acres Imp. Area = 60,718 SF C = 0.41 ~ - CASE 1 ' 50 ft. Overland Fiow . Ct= 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines ' 650 ft. Gutter fiow Z1 = 50.0 , Z2 = 3.50 n = 0.016 S = 0.0300 ' d = 0.266 ft. A R Q Tc Tc totai I Qc 1.89 0.13 7.94 2.58 6.19 2.85 7.93 ' Qpeak for Case 1= 7.93 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow -.90(3.18)(Imp. Area) - 3.99 cfs So, the Peak flow for the Basin is the greater of the finro flows, 7.93 cfs - 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 1 BOWSTRING METHOD PROJECT: DISHMAN COMMONS ' DETENTION BASIN DESiGN BASIN: C . DESIGNER: DJD DAT E : 08/07/00 ' Time Increment (min) 5 Time of Conc. (min) 6.19 Outflow (cfs) 2 Design Year Flow 10 Area (acres) 6.79 impervious Area (sq ft) _ 60718 ' 'C' Factor 0.41 '208' Volume Provided 2581 Area * C 2.784 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 6.19 371 2.85 7.92 3940 742 3197 5300 3.18 8.85 3559 600 2959 10 600 2.24 6.24 4528 1200 3328 15 900 1.77 4.93 5057 1800 3257 20 1200 1.45 - 4.04 5353 2400 2953 25 1500 1.21 3.37 5478 3000 2478 30 1800 1.04 2.90 5577 3600 1977 35 2100 0.91 2.53 5640 4200 1440 40 2400 0.82 2.28 5767 4800 967 45 2700 0.74 2.06 5822 5400 422 ' 50 3000 0.68 1.89 5918 6000 0 208' DRAINAGE POND CALCULATIONS ' Required ,208. Storage Volume = Impervious Area x.5 in 1* 12 in/ft 2529.9 cu ft ~ . 208, Storage Volume Provided 2832 cu ft - , DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 3328 cu ft Provided Storage Volurrie . 3599 cu ft @ 8" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 8/7/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: D Tot. Area = 0.25 Acres Imp. Area = 4,993 SF C = 0.47 ' CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 i S - 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 ' n = 0.016 S 0.0168 ' d = 0.096 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.37 2.63 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs ' CASE 2 'Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow -.90(3.18)(Imp. Area) - 0.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.37 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 B4WSTRING METHOD PROJECT: DISHMAN COMMONS I DETENTION BASIN DESIGN BASIN: D DESIGNER: DJD ' DAT E : 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 . Design Year Flow 10 Area (acres) 0.25 Impervious Area (sq ft) 4993 'C' Factor 0.46 '208' Volume Provided . 312 Area * C 0.115 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.37 147 90 57 5 300 3.18 0.37 147 90 57 10 600 2.24 0.26 181 180 1 15 900 1.77 0.20 204 270 0 ' 20 1200 1.45 0.17 217 360 0 25 1500 1.21 0.14 223 450 0 . 30 1800 1.04 0.12 227 540 0 35 2100 0.91 0.10 230 630 0 40 2400 0.82 0.09 236 720 0 45 2700 0.74 0.09 238 810 0 50 3000 0.68 0.08 243 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 208.0 cu ft ' 208' Storage Volume Provided 312 cu ft ' DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring - 57 cu ft Provided Storage Volume 312 cu ft @ 6" depth Number and Type of Drywells Required ' 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: E Tot. Area = 0.11 Acres Imp. Area = 2,271 SF . - C = 0.49 , CAS E 1 - - 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 - S = 0.010 - Tc = 2_08 min., by Equation 3-2 of Guidelines 110 ft. Gutter fiow Z1 = 50.0 Z2 = 1.00 ' n = 0.016 S 0.0120 , d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.17 1.60 5.00 3.18 0.17 Qpeak for Case 1= 0.17 cfs ~ CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs . So, the Peak flow for the Basin is the greater of the two flows, 0.17 cfs - 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS I DETENTION BASIN DESIGN BASIN: E DESIGNER: DJD DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) . 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) . 0.11 Impervious Area (sq ft) 2271 'C' Factor 0.49 '208' Volume Provided 186 Area * C - 0.054 Time Time Inc. Intens. Q Devei. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) . (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.17 69 90 0<__ 5 300 3.18 0.17 69 90 0<__ 10 600 2.24 0.12 85 180 0<__ 15 900 1.77. 0.10 96 270 0<__ 20 1200 1.45 0.08 102 360 0<__ 25 1500 1.21 0.07 104 450 0<__ 30 1800 1.04 0.06 107 540 0<__ 35 2100 0.91 0.05 108 630 0<__ 40 2400 0.82 0.04 111 720 0<__ 45 - 2700 0.74 - 0.04 112 810 0<__ 50 3000 0.68 0.04 114 900 0<__ 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 iri/ft . 94.6 cu ft ' 208,Storage Volume Provided 186 cu ft j DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring . 0 cu ft Provided Storage Volume 186 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: F Tot. Area = 0.82 Acres Imp. Area = 4,858 SF . C = 0.21 CASE 1 145 ft. Overland Flow Ct = 0.15 L = 145 ft. n = 0.400 S = 0.020 Tc = 5.54 min., by Equation 3-2 of Guidelines 205 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0169 d = 0.100 ft. A R Q Tc Tc totai I Qc 0.27 0.05 0.44 2.08 7.63 2.58 0.44 Qpeak for Case 1= 0.44 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) 0.32 cfs' So, the Peak flow for the Basin is'the greater of the two flows, 0.44 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD . PROJECT: DISHMAN COMMONS I - DETENTION BASIN DESIGN BASIN: F DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 7.63 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.82 impervious Area (sq ft) 4858 'C' Factor 0.21 '208' Volume Provided 209 Area ` C 0.172 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) _(cu ft) (cu ft) (cu ft) 7.63 458 2.58 0.44 272 137 135 5 300 3.18 0.55 220 90 130 10 600 2.24 0.39 291 180 111 15 900 1.77 0.30 322 270 52 20 1200 1.45 0.25 338 360 0 25 1500 1.21 . 0.21 345 450 0 30 1800 1.04 0.18 350 540 0 35 2100 0.91 0.16 - 353 630 0 40 2400 0.82 0.14 361 720 0 45 2700 0.74 0.13 364 810 0 50 3000 0.68 0.12 370 900 0 t 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 202.4 cu ft 208' Storage Volume Provided 209 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 135 cu ft Provided Storage Volume - 209 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 B-1 P-1 STORMLINF A J-1 P-2 POND B Project Title: OISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Paciflc Englneering Co, StormCAO v1.0 10105/00 12:59:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Combined PipelNode Report Pipe Up On Length Size Up On S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (ft/ft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P•1 B-1 J-1 169.00 12 inch 1,997,45 1,992.60 0.028698 1,997,91 1.17 1,998.08 1,993.23 1,996.00 2,000,37 P-2 J•1 POND B 30.00 12 inch 1,992.60 0.00 66.420000 1,993,06 1.17 1,993.23 181.15 1,993.30 1,998.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993,30 ProJect Tille: DISHMAN COMMONS Project Engineer, CLC ASSOCIATES INC. j;ldocument1993531dishman4.stm Inland Pacific Engineering Co. StormCAD v1.0 10105I00 12:45:53 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~ ~ ~ ~ r ~ ~ ~r ~ ~ ~ ~ ~ ~ ~ ~ A2 . STORMLIN~- B P-2 A~ , -3 utlet Project Title: DISHMAN COMMONS BASIN A Project Engineer: CLC ASSOCIATES, INC. j;ldocument1993531dishman.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 02:54:39 PM 9 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1666 , Page 1 of 1 ~ r ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ w ~ ~ Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (h) (ft) (ft) fhI (ft) (ft) P•2 A2 A1 24.67 12 inch 1,991.20 1,991.05 0.006080 1,991.41 0.26 1,991.48 1,991.43 1,993,03 1,993.03 P-3 A1 Outlet 68.00 12 inch 1,991.05 1,990.70 0.005147 1,991.42 0.17 1,991.55 1,991,20 1,990.70 1,993.03 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,990.70 Project Title, DISHMAN COMMONS BASIN A Project Engineer: CLC ASSOCIATES, INC. j:ldocumenfl993531dishman.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05l00 02:55:04 PM 0 Haeslad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' ~ Outlet n - STORMLIN~- C&D 1 P-4 B3 ~ P-3 1 P-2 1 _ 1 134-2 B4-1 Project Title: DISHMAN COMMONS Project Engineer CLC ASSOCIATES, INC. j:kdocument\99353\dishman1.stm - Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 03:10:35 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r r r ~ ~ r ~ Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (it) (ft) (ft) (ft) P-2 64-2 64•1 15.00 12 inch 1,993.78 1,992.90 0,058667 1,994,19 0.94 1,994,34 1,993.57 1,995.82 1,996.72 P-3 64-1 63 24.67 12 inch 1,992.90 1,992.60 0.012161 1,993.37 1.25 1,993.55 1,993.27 1,995.82 1,995.82 P-4 B3 Outlet 24.40 12 inch 1,992.50 1,992.30 0.008197 1,993.04 1.63 1,993,26 1,993.06 1,993.30 1,995.82 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC. j;ldocument1993531d1shman1.stm Inland Paclflc Engineering Co. StormCAD.v1.0 10105l00 03:11:11 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~ r r r ~ ~ ~ ~ ~ r ir ~ ~ ~ ~ r ~ Out et ~ P-3 STORML NE E --C2 P-2 C4 , -1 ~ 5 ProjeCt Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. J:Idocument1993531dishman3.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 03:39:25 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up On Dn Rim Node Node (ft) Invert Invert (fUfl) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (fi) (ft) (ft) P-1 C5 C4 27.50 10 inch 2,009.54 2,009,40 0,005091 2,010.43 1.64 2,010.57 2,010.48 2,011.94 2,011,29 P-2 C4 C2 24.70 12 inch 2,009.40 2,008.40 0,040486 2,010.19 2.88 2,010.48 2,010.39 2,011.94 2,011,94 P-3 C2 Outlet 48.60 12 inch 2,009.25 2,009,00 0.005144 2,010.00 3.03 2,010.36 2,010.11 2,010.00 2,011.94 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 Project Title: DISHMAN COMMONS Project Engineer, CLC ASSOCIATES, INC, J:ldocument1993531dishman3.stm Inland PacHic Engineering Co. StormCAD,v1.0 10/05100 03:38:59 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' , 1 Outlet , STORMLINE F&G C7 P_3 ~ ► ~ ~ 1 C6 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC. j:\document\99353\dishman2.stm Inland Paciflc Engineering Co. StormCAD v1.0 10/05/00 03:17:46 PM O Haestad Methods, Inc_ 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~■r ~ ~ ~r ~ ~r ~ ~ ~r ~ ~ rr ~ ~r r i■r rr ~ Combined PipelNode Report s _ Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn ~ Rim Node Node (It) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) {ft) P•3 C7 C3 48.00 12 inch 2,009.73 2,009.49 0.005000 2,010.64 2.24 2.010.78, 2,010.67 2,010.97 2,011,17 , P-1 C6 C3 30.00 12 inch 2,009.64 2,009.49 0.005000 2,010.58 1.76 2,010.66 2,010.62 2,010.97 2,010,97 P•2 C3 Outlet 43,50 12 inch 2,009.39 2,009.00 0.008966 2,010.27 4.35 2,010.82 2,010.44 2,010,00 2,010,97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010,00 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC. j:ldocument1993531dlshman2.stm Inland Paciflc Engineering Co. StormCAD 0.0 10/05/00 03;18:35 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 BASIN A2 ' Worksheet for Circular Channel , Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve Fvr Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 0.26 cfs Results . Depih 0.18 ft Flow Area 0_10 ftz Wetted Perimeter 0.88 ft Top Width 0.77 ft . Critical Depih 0.21 ft Percent Full 18.10 _ Critical Slope 0.002752 fUft Velocity 2.68 ft/s Velocity Head 0.11 ft Specific Energy 0.29 ft Froude Number 1.33 Maximum Discharge 3_91 cfs Full Flow Capacity 3.64 cfs Full Ftow Slope 0.000026 ft/ft Flow is supercritical. . , _ 1 . ~ ~ . 08/08/00 Academic Edition FlowMaster v5.17 08:26:12 AM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 , BASIN A2&A1 ' Worksheet for Circular Channel Project Description Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 ft/ft Diameter 12.00 in Discharge 0.77 cfs Results Depth 0.31 ft Flow Area 0.21 ft2 Wetted Perimeter 1.19 ft Top Width 0.93 ft Critical Depth 0.37 ft Percent Full 31.23 Criticat Slope 0.002721 fUft Velocity 3.68 fUs . Velocity Head 0.21 ft Specific Energy 0.52 ft Froude Number 1.36 Maximum Discharge 3.91 cfs , Full Flow Capacity 3.64 cfs Full Flow Slope 0.000224 ft/ft Flow is supercritical. ~ - . . ~ - - ' . 08l08100 Academic Edition FlowMaster v5.17 08:27:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN B1 Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 - Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Solve For Channel Depth input Data Mannings Coefficient 0.009 Channel Slope 0.030000 fUft Diameter 12.00 in Discharge 1.17 cfs Results Depth 0.24 ft Flow Area 0.15 ft2 Wetted Perimeter 1.03 ft Top Width 0.86 ft Critical Depth 0.46 ft Percent Full 24.47 Critical Slope 0.002846 fUft - Velocity 7.85 fUs Velocity Head 0.96 ft Specific Energy 1.20 ft Froude Number 3.33 Maximum Discharge 9.59 cfs . ' Full Flow Capacity 8.91 cfs Full Flow Slope 0.000517 fUft Flow is supercritical. ~ 08108/00 Academic Edition - FlowMaster v5.17 08:28:22 AM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN B4 Warksheet for Circular Channel Pfaject Descr-iption _ Project File j:ldocurnent\99353199353.#m2 - 1N~rksheet DISHf~1Ahl CONlflllOf~S PfPi~`~1G CALCLJLATIOf~S FIov~+ Ele~'rent Circular C~ranneE Method N9anning's Formula SQlve For Channe! Geglh . lnpu#, Data . f111annings CQef#icient 0.009 Ghannel Slope D.6'I 0000 ftlft Diameler 3 2_G0 in Discharge 1.25 cfs Results Depth 0_34 ft Flow Area 0_2:3 ftx Vl,tetted Perimeter _ 124 f1 Top !+'llidlh 0_94 ft Critical Depih 0.47 ft Percent FuII 3156 Critical Slape 0_002878 ftlft Vefocity 5.40 fUs Velocity F-lead 0.45 ft Specific Energy 0.79 ft Froude Number 1.92 Maximum Discharge _ 5.54 cfs - ~ Ful1 Flow Capacity 5.15 cfs _ Full Flow Slope 0_000590 fVft Flow Is Sup@CC,itlool. ' , - ~ ~ - QalQ8l00 Ac.ademic Edikiar3 FIowAAaster v5.17 . 08:28:56 Af1? Haesfad Methods. Inc. 37 Brvoks'rde Road Waterbury. CT 06708 (203) 755-1666 Page 1 0# 1 ' BASIN B3&B4 Worksheet for Circular Channel Project Description Project File j:\document\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS . . Flow Element Circular Channel Method Manning's Formula Soive For Channel Depth Input Data - Mannings Coefficient 0.009 Channet Slope 0.008000 fUft Diameter 12.00 in Discharge 1.63 cfs Results Depth 0.41 ft Flow Area 0.30 ft2 Wetted Perimeter 1.39 ft Top Width 0.98 ft Critical Depth 0.54 ft Percent Full 41.10 Critical Slope 0.003062 fUft Velocity 5.36 fVs Velocity Head 0.45 ft Specific Energy 0.86 ft Froude Number 1.70 Maximum Discharge 4.95 cfs Full Flow Capacity 4.60 cfs Full Flow Slope 0.001003 fUft Flow is supercritical. 1 ' - 08/08/00 ' Academic Edition FlowMaster v5.17 08:29:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C4 Worksheet for Circular Channel r Project Description Project File j:\document199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 1.33 cfs Results - Depth 0.35 ft - Flow Area 0.24 ft2 Wetted Perimeter 1.26 ft Top Width 0.95 ft Critical Depth 0.49 ft . Peecent Full 34.68 Critical Slope 0.002913 ft/ft Velocity 5.50 fUs Velocity Head 0.47 ft Specific Energy 0.82 ft Froude Number 1.92 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.000668 ft/ft Flow is supercritical. . ' ' . . 08/08J00 Academic Edition _ FlowMaster v5.17 08:30:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C5 Worksheet for Circular Channel Project Description Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 10.00 in Discharge 1.64 cfs Results Depth 0.43 ft Flow Area 0.28 ft2 Wetted Perimeter 1.33 ft Top Width 0.83 ft Critical Depth 0.57 ft Percent Full 51.07 Critical Slope 0.003990 fVft Velocity 5.85 fUs Velocity Head 0.53 it _ Specific Energy 0.96 ft Froude Number 1.78 Maximum Discharge 3.40 cfs ~ Full Flow Capacity 3.16 cfs Full Flow Slope 0.002686 fUft Flow is supercritical. ' 08/08/00 Academic Edition FlowMaster v5.17 08:30:31 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 BASIN C6 ' Worksheet for Circular Channel ' Project Description Project File j:ldocument\99353199353.fm2 - Worksheet DISHMAN COMMONS PIPING CALCULATIONS • Flow Element Circular Channel - Method Manning's Formula So(ve For Channel Dep1h _ Input Data Mannings Coefficient 0.009 Channei Slope 0.005000 fUft Diameter 12.00 in ' Discharge 1.76 cfs . Results Depth 0.49 ft - Flow Area 0.38 ft2 Wetted Perimeter 1.55 ft Top Width 1.00 ft Critical Depth 0.56 ft Percent Full 49.04 ' Critical Slope 0.003136 fVft Velocity 4.59 fUs Velocity Head 0.33 ft Specific Energy 0.82 ft Froude Number 1.31 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001170 ft/ft Flow is supercritical. ~ . ' 08/08/00 Academic Edition FlowMaster v5.17 08:31:00 AM Haestad Methods, tnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASiN C7 ' Worksheet for Circular Channel ' Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 2.24 cfs Results Depth 0.57 ft Flow Area 0.46 ftz Wetied Perimeter 1.71 ft Top Width 0.99 ft Critical Depth 0.64 ft Percent Full 56.73 . Critical Slope 0.003461 fUft Velocity 4.87 ft/s Velocity Head 0.37 ft Specific Energy 0.94 ft Froude Number 1.26 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001895 fUft Flow is supercritical. . ' . . ' . ' 08/08/00 Academic Edition FlowMaster v5.17 08:31:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6&C7 . ' Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel - Method Manning's Formula Solve For Channel Depth _ ~ Input Data Mannings Coefficient 0.009 Channe! Slope 0.010000 fUft Diameter 12_00 in Discharge 4.00 cfs Results Depth 0.66 ft Flow Area 0.55 ft2 UVetted Perimeter 1.90 ft Top Width 0.95 ft • Critical Depth 0.85 ft Percent Full 66.27 Critical Slope 0.005715 ft/ft Velociiy 7.24 fUs Velocity Head 0.81 ft ' Specific Energy 1.48 ft Froude Number 1.67 Maximum Discharge 5.54 cfs ' Full Flow Capacity 5.15 cfs Full Flow Slope 0.006042 ft/ft Flow is supercritical. ' - ~ 08/08/00 Academic Edition FlowMaster v5.17 08:32:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708• (203) 755-1666 Page 1 of 1 ' BASIN C2&C4&C5 ' Worksheet for Circular Channel ' Project Description Project File j:ldocument\99353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fVft Diameter 12.00 in ' Discharge 3.12 cfs Results Depth 0.56 ft Flow Area 0.45 ft2 Wetted Perimeter 1.69 ft Top Width 0.99 ft Critical Depth 0.76 ft Percent Full 56.19 Critical Slope 0.004327 fVft Velocity 6.87 fUs Velocity Head 0.73 ft , Specific Energy 1.29 ft Froude Number 1.79 Maximum Discharge 5.54 cfs , Full Flow Capacity 5.15 cfs Full Flow Slope 0.003676 fUft Flow is supercritical. ' , ' . 08/08/00 Academic Edition FlowMaster v5.17 08:33:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6&C7&C3 ' Worksheet for Circular Channel ' Project Description Project File j:\document\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.35 cfs Results Depth 0.71 fi Flow Area 0.59 1`12 Weited Perimeter 1.99 ft Top Width 0.91 ft Critical Depth 0.88 ft Percent Full 70.52 Critical Slope 0.006465 fUft Velocity 7.35 fUs Velocity Head 0.84 ft Specific Energy 1.54 ft Froude Number 1.61 Maximum Discharge 5_54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.007146 fUft Flow is supercritical. ' ' ' 08108I00 Apdemic Edition . 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I j ' • . ~ - ~ , _ . . : • - . • . ~ 2ds - - - - " . - _ ~ • ~ _ ELcVA : ~ Ofv . . ~ - ~ . ~ . • ' . ~ • ' . . . _ ' , • . ~ RECQMMENDED CONFf GURA i ICN OF RlPRAP 8~ANKt i FCR . M1 y I M UM T:a 1 LW Ai E R : i s . . • ~ - STORM DRAINAGE ANALYSIS FOR ~ ~~I_!~ur~ C''tJ~i.~ .~J~~•{i.~~~ 9 ~~~II ~ . . 0 R~~~:~',`f~~ ~ QRCJE::~,~ . I.SBMAN COMMONS ['17:71, ~0 00W {P 0f ° ~.N E CO U NTY 4CT 0~ SPOKANE COUNTY ENGIrrEER September 2000 CLC ASSOCIATES INC. 707 West 7`h Avenue Suite 200 Spokane, 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 appears hereon. This storm drainage analysis has been completed in c ith the Spokane County Guidelines for Stormwater Management. 0'~ oFwAStiG'~, 22816 SS~OMAI. EN ~ EXPIFiE3: to& j CLC Associates Inc. . Dishman Commons ; - - ~ , CLC - - - ; Associates, Inc. i An AfWU a una cawnunft he. ~ t ~ I 1707 w. 7'" Ave., Ste. 200 ; October 6, 2000 , Spokane, WA 99204 ± (509) 458-6840 ~ (509) 458-6844 Fax 'Spokane, WA - Denver, CO ' Mr. Ed Parry , ~ Spokane County Engineers QCT 0 S 2609 ' Developer Services ! 1026 West Broadway Avenue SPOKANE COUNTY ENGINEER Spokane, WA 99260 RE: Dishman Commons CLC #99353 ' Dear Mr. Parry: i ~ , ; Enclosed please find two sets of revised road and drainage plans along two copies of the drainage and pavement design report and other submittal documentation. We i have addressed the following comments form your letter dated August 21, , ~ ~ Items on 1 st submittal. From page 2 of 5; I ~ l.c. Called out a traffic channeling device to be installed by Spokane County's ; ; Traffic Engineering Dept. f ' I 6.c. A signed and stamped letter has been included in this submittal. ~ 61 We cannot predict what future homeowners will do to their lots but based on ' past experience the built-out condition on those areas that are not home site or ~ driveway will be kept in lawn and landscaped areas. In addition Lots 1-6, Block 1 i ~ have been designated by the conditions of approval as being multi-family which will i require separate drainage plans once that area is developed. 4the short term that ' ! area is be evaluated in the pre-developed condition, but PQR6 has been up-sized in i f anticipation of future development which will have it,5,6wn set of design and drainage plans. i 6.h. The grate calcs have been coordinated wj~Ah`the plan callouts and curb a- . conditions. ` j ' 9. A design deviation has been approved and included in this submittal.. 10. The swale section detail is included on sheet S ofKl•2, and the swale sections are included with the lot plans.. ~ Planning ' i Engineering ~Items noted on 2"d submittal. Architecture Landscape Architecture ~ Land Surveying j , ; ' i ~ - J ~ M I CLC - A. „MUM ~CoWWo~~-rft - , 208 Lot Plans. Comments addressed. Sheet 2. Drainage easement dimensioned on plans according to comments. Sheet 5. Comments addressed. Tff M. 7'" Ave., Ste. 200 ' Sheet 6. Comments addressed. Spokwoe, WA 99204 ~ (509) 458-6840 Sheet S. Comments addressed. (509) 458-6844 ~ax ~ Sheet #9. Comments addressed. ~ SPokane WA - Denuer, co Basin Map: Sub-basins are indicated more clearly on basin map. The lots are to be r graded to substantial conformance to the design plans. How each individual lot is eventually final graded and landscaped is up to each individual owner and carinot possible be determined at the present time, but it is our belief that individual minor fluctuations will not substantially affect the storm drainage calculations. Pavement Design Calculations: The approval through design deviation is noted in the ; report. , Third Submittal: r_ ~ 1. A full submittal has been prepared. 2. Comments addressed. 3. Pipe runs have been coordinated. Calculations for stormline "A' have been included. Calculations for rip-rap have been included. Sub-basins lines are more visible on the basin map. 4. The O&M manual has been included again in this submittal. S incerely, CLC Associates, Inc. . smond ~ 4Doug J De ~ ` Project Manager ~ DJD/cf I ~ , Enclosures E ~ i ~ ~ Planning Engineering Architecture Landscape Architecture , Land Surveying i . Subaniftal Checklist . for Road & Drainage Projects in Spokane County - Plats/Sbort Plats This Submittal Checklist is to be compleled and signed by the Sponsor's Engineer, and included with each plan submittal into the Spokane Cou»ty Engineers Office. If this form is not fully completed and signed, do not submit pla»s and calculations to Spokane eounty for review and acceptance. Incomplete submittals will be returned arrd ivill cause unnecessary delays for your client. - Pro}ect Name: ~15~m~ ~ ~ ~q9353~ . Spokane County Pro}'ect No. P 185~~ Date: 10/~160 Project Engineer: .77if4 SC-hw$172- Phone:: r Project Sponsor: -A&LT NwiDT fZ" ! on'rZ 6~1,/ TR"7702S PhonE:: G7 33 cVUs A. 'Preliminary Process Prior to Submittal of Road and Drainage PIans, the followi.ng events are to have already occurred: (By checking each item off shown below, you are stalirrg that you have verified these eventslitems have beerr completed.) " 13 ~ Adoption of a Hearing Examiner's Report for this Iong plat, or a PIanning Report for this short plat. E) ~ At least one Pre-Desip Meeting has been held with County staffat tlte Enoeers Office. ❑ An "Agreement to Pay Fees" has.been signeti by theproject sponsor, ,-md submitted to ttle County Engineers Office. - El A Cha.nnelization Plan (e.g. signing and striping pla.a) of public roadvray improvements, has been . coordi.nated and discussed with the County Engineers Office. . , B. Road and Drainage Plan Submittai - The items listed below are to be provided as a minimum with a road and draviage -plan submittal. Additional information may be required to demonstrate that the plans meet.all applicable stajidards. (By checkirtg "yes" for each item shown below; you are verifying that'these itenis have•.been-coinpleted and are :irrcluded:- ~in this submittcrl. For ony boz checked "n/a' ; a written justification oj any omis.vions at the end oJ this section is required.) _ . , • - _ . Item Description - . . - . • - - . . lYyes _Road and drainage plans, two print sets. (Certification*stateznent-on- cover of plans) : U yes GY'"'n~a One set of plans on 24 x 36" mylarmedia, or CAD electronic fiIe '.DWG or .DXF format 1~-yes Each Plan Sheet of record is signed and.dated by die project';;porisor. : ~ . - : . . . - 0' yes The road and -drainage design .ineets. the requirenients `of `Stii~ ~ law; :WAC ' I96-27 regarding - , . "confornuty with accepteci staiidards";:.that is, the design reflects*,the :"state, of the ~practice" for the proPosed concept. . " . - . . . . - . . . 3yes The plans, Drainage Report, basin map(s),. and any -other , (;alculations are stamped,; signed ' and dated by an engineer Iicensed in :the State of Washinjton.; ('r 'yes- 0 n/a Drainage Report, two sets: To include: basin map(s), time of concentration routes in basin . map, and Certification statement on cover of report and basir.t map. - D'ryes ' O n/a Geatechnical Report, one set. (Include all soii test pitlboring logs.) - . Q yes O n/a Structural Pavement Calcutations, one set . D-yes 0 rila Cross-slope grade calculations for road Nvidening projects. 6- ~ . . Item Uescription - " C!f'yes D n/a Maintenance Manual and Sinking Fund calculations for dra'vlage facilities located outside- of County road right-of-way. • 0 yes E!rn/a Written explanation of who/what entity will be responsible for maintaining drainage facilities which are located outside of public road right-of-way, and tliat the plan is acceptable to the County Engineers Office. . . C?I'yes 0 n/a Channelization Plan, or sigtv.ng and striping information prcivided in the road plans.- To be included in road and drainage plan set. Byes 0 nla I have read the Hearing Exanuner's Report (long plat), ar Planning Dept. Findings and Conditions (short plat), for this project. The design meets the conditions in tlze report. erl-y-es 0 n/a Copy of Approved Design Deviations. i~ es 0 n/a Fire District Approval, for private roads: Q'yes 0 n/a Lot Plans. Required for any lots with drainage easements azid which fr ont a public road, or for lots wluch receive and treat runoff from apublic right--of-way. 0 yes 3'n/a *Any applicable State-and Federal permits have been obtained. (i.e. HPA, JAR.PA; etc.). For Permits witb cond.itions, a copy of the pernut and conditions are included in the- plan , submittal. lEf yes 0 n/a Inspection Agreement behveen the sponsor and its engixieer. 0 yes B'n/a For off-site easements to be granted to.Spokane Couraty, the foltowing items shall be included: legal description, exhibit, and proof of ownership. [ff ""yes ❑ a/a Erosiori Control Plan, required for "Major Land-Disturbing Activity." To be included in the - road and drainage plan set. . , Explanation for any items listed above which are not i.ncluded in this submittaL (Note: an insufficient justificadon of why an item was not included in the submitted, or incomplete documents, may result in the submittal being returned without review or Nvitbout acceptance. -Provide attachments if necessary.) By signing below, the engineer is stating that the informatian provided in . the submittal is complete, that the information provided in the Submittal Checklist is accurate, and the plans and calculations are in accordance with the Spokane County Standards for Road & Sewer Cotzstruction, and the Guidelines for Stormwater Management, -except where an approved Design Deviation allows otherwise. Engineer's Signature: . Date= ~~CtY - : - . Engineer's Name: - - -rwmr A • SGAAs (please pr;nt) _ If there: are, arry questioris about this form or appropriate procedures, plecrse call Development Services, . Spolcarie Co.unry Public Works, at (509) 456=3600. . - ° - - . . , . - For Spokane County Use Only . Submittal No:. - . . County Plan Reviewer:- . . . . . ..;~::~r:. - . . , _ . . . . . . . . . . - 0Accepted in for Review or Construction .0. Returned to the engineer without review and/or acceptance, See attached Ietter of expianation. Processing Date_ Submittal Checklist . ? Spokane County Fublic Works; April 29, 1998 { : . I ~ S l~ ~ I~ ~ N" ~ U' 1-4 T ~ - OCYISION OF ENCIhIEERING A9"dD ROADS A L}1VISION C]F TYlE IrCJBI.IC WORKS DEPAiT'MEN'I' WiHiarn A. Tohns, P.E., Countyr Engineer MAy 1, 2~~0 T(7~d Wh1 P.E. - - I~~ ~ Pm JO6# CI.C As5oG1Stes, IIIC. 707 WeSt 7h AVeriue CC; List fnitial~ ~ SpCIkaIIe, WA 99204 ~ _ - ~ . . , SUBJECT: P1859 - Dishman Commons ~ lbt" Avenue Cross-Section ~ Design Deviation Approval ~ l Gentlemen. We have approved this request, with conditians. I arn enclosing a copy of the approved Design Deviation aFnd the Canditians. Please caU Ed ParrY ((509)477-3600) ifthere are any questions. Sin+cereiy, Wiliam A. Jolm, P.E. . Spokane Caunty Engineer E idward Jr., P.E. Plan Review Engiseer 1026 W. Broadway Ave. a Spo~ane, WA 9926Q-0170 •(50) 477-3600 TAX: (509) 477-7655 (2nd Fl4or) 477-7478 (3rd Floar) • TDD: (509) 477-7133 . . . • , . REQUEST FOR DESIGN DEVIATION $30.00 DATE March 14, 2000 ROAD NAME' (1) 16 th Ave. (.2) 17 th Lane . NAME OF PLAT Dishman Commons , Plat # p1859 ADDRESS OF BLDG East of Dishman Mica on 16th Ave. NAME OF BLDG PROJEGT BLDG# B9 ____S T R FEDERALISTATE PROJECT # PROJECT LIMTTS EXISTING CONDITIONS: PROPOSED IlbiPROVEMENTS: ROAD WIDTH . SEE ATTACHED ROAD SURFACE s .F ATTACHED AVG. DAILY TRAFFIC . Current Traffic Count Design Year Traffic Count PROJECT DESCRIPTION _ ReGZdential nla wlrh nerimeter improvement to 16th Avenue and interior private roads. PROPOSED DESIGN DEVIATION (1) Curb extensiort and parking bays on 16th Avenue; si Pwalk location adiacent to Drovosed varkine bavs on 16th Avenue , Detailed design specifications are attached. HEt✓ NSTIFIGATION: MAR ) 4 2000 . . SEE ATTACHED uv ► c Northwest Regional Facilitators (JIm Frank). March 14,,2000 3UBMITTED BY . , DATE . ADDRESS West 707 7th Ave., Spokane, WA. , ZIP CODE 99204 ?HONE # (509 Y458-5860 . . . A,D1ViIlvISTRA►TTVE VA►RIANCE FEE OF $30.00 PAID i O SPOKANE COUNTY 1026 W BROADWAY, SPOKANE WA 99260-0170 PHONE (509)456-3600 FAX (509)324-3478 -REQUFST WILL NOT BE REVIEWED WITHOUT FUNDS- ~ -AS # RECENED BY ~ ~ ~ ~J I DATE j , . . • ~ DESIGN DEVIATTON • ' ' ' • ,TAFF RECOMMENDATIONS . . ~c~9~ n~.~! ~~r~1#~ • ~c;.o,c.T1 Wlw ~to'T r~►,r4-~rt',A-r~ T~hS fNt`~4 ~ y'_'CvQ,a~(~C. C' r~ rr trr ~1cr u E ,ti+ .4, +u -r~ ,~r+ E~ ~2) ~ ~t, c~5 l,~l rf~ f ~ R T~~ ~'c_ ~ *~Lc. ~GQ ~t . c~ -r~ ~1've rrt¢ . . ypraved Approved w/conditions Not A proved ) ~ , ~ , dtf Project Manager Date ~ . . ~ . / . ,pproved Approved w/condido Not Approved } ~ ) ~ ) • • _ . Ptan.ning & Traffic Engineer Date .pproved Approved w/condicions Not Approved 91< ` Project Management E\eeer Date pproved Approved w/conditions Not Approved _ ) . - ( ) ( i) ~ Op rations Engineer Date POKANE COUNTY ENGIlVEER'S ETERMIINATION: . . . . . pproved w/no conditions Approved as recommended above Not e . ~ ) ) . • _Spokaue 7Cou ' eer ~ Date ' M _ . ~ • • ' ; S P O K A N E C O U N T Y DMSION OF ENGWEFRING AND ROADS A DMSION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer MEMO DATE: Apri126, 2000 " TO: File PE-1859, Dishman Commons, Deviation Request dated 3/14/2 0, 3of3 ~ FROM: William Johns, County Engineer RE: Conditions of Approval 1. Provide 2 feet from the face of the nearest pole on the south side to the street face of the curb. 2. Pave with ACP between-the curb and existing ACP. 3. A type A curb may be used. 4. No maintenance of parking bays will be done by •Spokane County except for sweeping. 5. Drainage for the street and bays will be provided with standard 208 swales and drywells by the developer. 6. Ind.ividual lot owners will be informed via a title notice filed by the devleoper,that the bays will not be plowed of snow and a snow berm will be placed in the bays; that these are public parking spaces; and the parking bays may-be removed in the future for road expansion. 7. Maintenance of parking bays and vegetation will be by adjoining property owners. 1026 W. Broadway Ave. • Spokane, WA 99260-0170 ~(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (549) 477-7133 CLC ' - Associates, Inc. l ~ - - M Attplab a Colorado W W Conwttam.. trx I ,707 W. 7'" Ave., Ste. 200 October 6, 2000 Spokane, WA 99204 (509) 458-6840 ' (509) 458-6844 Fax Spokane, WA - Denver, CO ~ FDC9 Mr. Ed Parry ~ Spokane County Engineers , Developer Services ~ ~ 1026 West Broadway Avenue i Spokane, WA 99260 9 ' RE: Dishman Commons CLC #99353 ~ Dear Mr. Parry: ~ j I have reviewed and find acceptable the proposed changes to Stormline F& G, ~ i which consist of changing the outlet pipe from a 12" to 15" pipe, lowering the proposed pond by 0.35' and lowering the inverts of the two 12" inflow pipes. ~ ~ I , Sincerely, CLC Associates, Inc. ..1 /0,10 TimothY A. Schwab' P.E. '~~~A• S . ; O oF w sy~~ i ®r , ~ ~ ~ ~,~•Q ~ MAL~ EXPIRES: / I i ~ DJD/cf ~ I ; f Enclosures i 1 Planning Engineering f ; Architecture ; ; Landscape Architecture ~ Land Surveying t i ; - Outlet Z~ STORMLINE F&G P-2 C7 P-1 C3 ~ I L_ P-3 C6 . Project Tiqe. DISHMAN COMMONS Project Engineer CLC ASSOCIATES INC. j:ldocument1993531dishman2.stm Inland Paciflc Engfneering Co. StormCAD v1,0 10l06100 02:42:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length` Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-3 C6 C3 25,00 12 inch 2,008.97 2,008.85 0.004800 2,009.70 1.76 2,009.83 2,009.79 2,010.97 2,010.97 P-1 C7 C3 48.00 12 inch 2,009.17 2,008.85 0.006667 2,009.81 2.24 2,010.09 2,009.85 2,010.97 2,411.17 P-2 C3 Outlet 43.50 15 inch 2,008.85 2,008.65 0.004598 2,009.70 4,35 2,010.07 2,009.87 2,010.00 2,010.97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 , Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman2,stm Inland Paciflc Engineering Co. StormCAO v1,0 10/06/00 02:41:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 B_ ~ P-1 STORMLINF- A J-~ P-2 POND B Project Title. DISHMAN COMMONS Project Engineer. CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Paciflc Eng(neering Co. StormCAD v1.0 10/05100 12:59:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn LengtP Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 B•1 J-1 69.00 12 inch 1,997.45 1,992.60 0.028698 1,997.91 1.17 1,998.08 1,993.23 1,998.00 2,000.37 P-2 J-1 POND B 30.00 12 inch 1,992.60 1,992,30 0.010000 1,993.06 1.17 1,993.23 1,993.00 1,993.30 1,998.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 • Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman4,stm Inland Pacific Engineering Co. StormCAD v1.0 10/06l00 02:46;50 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Out-et n STORMLINE F&G P-2 C7 P-1 C3 ~ ~ P-3 ~ C6 , Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 10106100 02:42;50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 , Combined PipelNode Report Pipe Up Dn LengtP Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (ft/ft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-3 C6 C3 25.00 12 inch 2,008.97 2,008.85 0.004800 2,009.70 1.76 2,009.83 2,009.79 2,010,97 2,010.97 P-1 C7 C3 48.00 12 inch 2,009.17 2,008,85 0.006667 2,009.81 2.24 2,010.09 2,009,85 2,010.97 2,011.17 P-2 C3 Outiet 43.50 15 inch 2,008.85 2,008,65 0.004598 2,009.70 4.35 2,010.07 2,009,87 2,010.00 2,010.97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010,00 , Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocumentl993531dishman2.stm Inland Paclfic Engineering Co, StormCAD v1.0 10/06/00 02:41:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 _ ~ B P-1 STORMLIN~ A J-1 P-2 POND B Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Paciflc Engineering Co. StormCAD v1.0 10/05100 12:59:26 PM p Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn LengtO Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (fi) (ft) (ft) (ft) ' P•1 B-1 J-1 69.00 12 inch 1,997.45 1,992.60 0.028698 1,997.91 1.17 1,998.08 1,993.23 1,998.00 2,000,37 P•2 J-1 POND B 30.00 12 inch 1,992.60 1,992,30 0.010000 1,993.06 1.17 1,993.23 1,993.00 1,993.30 1,998,00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA 1,993.30 . Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Pacific Engineering Co. StonnCAD v1.0 10/06l00 02:46:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Out-et n STORMLINE F&G P-2 C7 P-1 C3 , ~ P-3 , C6 Project Title: DISHMAN COMMONS Prvject Engineer. CLC ASSOCIATES INC, j:ldocument1993531dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 10/06/00 02:42:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn _ength Size Up On S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-3 C6 C3 25.00 12 inch 2,008.97 2,008.85 0.004800 2,009.70 1.76 2,009.83 2,009.79 2,010.97 2,010.97 P-1 C7 C3 48.00 12 inch 2,009.17 2,008.85 0.006667 2,009.81 2.24 2,010.09 2,009.85 2,010.97 2,011.17 P-2 C3 Outlet 43.50 15 inch 2,008.85 2,008.65 0.004598 2,009.70 4,35 2,010.07 2,009.87 2,010.00 2,010.97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010,00 Project TiUe: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. j:ldocument1993531dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 10106/00 02:41:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 B_.10 P-1 STORMLINF- A J-1 . P-2 POND B Project Title: OISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC. J:Idocument1993531dishman4.stm Inland Paciflc Engineering Co. StormCAD v1.0 10105l00 12:59.26 PM 0 Haestad Methods, Inc, 37 Braokside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Lengtd Size Up On S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) ' P•1 B-1 J-1 69.00 12 inch 1,997.45 1,992,60 0.028698 1,997.91 1.17 1,998,08 1,993.23 1,998.00 2,000.37 P•2 J•1 POND B 30.00 12 inch 1,992.60 1,992,30 0.010000 1,993.06 1.17 1,993.23 1,993.00 1,993.30 1,998.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 ~ Project Title; DISHMAN COMMONS Project Engineer. CLC ASSOCIATES INC. j:ldocument1993531dishman4.stm Inland Pac(fic Engineering Co. StormCAD v1.0 10/06100 02:46:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ Sediment Yield, Flaxman Method Project Name: Dishm`~`a""n C~omrmons S IPE Project No. 99~353 Engirieer: Tim Schwab Trap ID ~'rap w/ Larg,erst Subbasin USC Soil Classification: 14 Variable Data Input: Avg. Annual Precip., P= 'I inches Avg. Annual Temp., T= 8 Degrees Fahrenheit Avg. Watshed Slope, X2 = 4 percent X2 Particles Courser than 1 mm = 4 PercenU72 = X3 Percent Clay in Soil = 0 percent 2-yr Storm, Square mi., Q= 13 cfs X5 Basin Size, A= 13 acres Time Period, T= 2 months pH of soil = 8<-- assume worse case (P/T)/1.43 = 0.31 X1 110 X4 SQRT(Y) = 40.90 Y= 1672.70 tons/square mile per year Y' = 0.218 tons/(acre*month) Y' for Basin = 4.49 tons/(basin*T) Volume of Sediment, D= 75 cubic Ft. --~p o, 1-I0' x/D ' TElwe/t.rFy PO~uD ro2 sepImx-~c,T w11-z. jfOt,O 7-!¢ votvM6 oF sEOIMEAIr 2F4'lvlflg~a 11r 4 oEPry oic z,6-55 77-1*9 3~ti~ES. do~`~'~ s~ A. WASy~~ S~4NAl.~ E)MIRES: 9*70/ ~ 99353 CLC Associates, Inc. 6/16/2000 t CLC ASSOCIATES, INC. ' . PROJECTINFORMATION TYPICAL SECTION DATA Project: DISHMAN COMMONS Roadway half width ENTER-> 20' PAVED WIDTH Job No.: 99353 Road Name ENTER-> FELTS ROAD Oisc.No.; Left orRight ENTER-> LEFT File Name; FELTS.PVMTDES.W62 Edge Type TYPE'8' CURB & GUTTER Calculated By: EMT Station Interval ENTER-> 50 I I MINIMUM MAXIMUM DlST. ~ OlST FROM ~ E.P. ELEV. E.P. ELEV. C/L TO SLOPE EOGE CENTERLINE 1(-4.5% from (1% from SELECTED Edge Pave. C/L % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO EOP I sawcut to sawcut to E.O.P. to Gutter Edge of Pv, TOP OF STATION ELEVATION C/L ELEVATION (fEET) 1SAWCUT % SLOPE (FEET) ~ edge oI pv) edge of pv) ELEV. % GRADE %GRADE CURB El. I I I I I I I I I 'I I I I 500,00 ~ 2028.78 1 ERR ~ 2028,72 ~ 2.00 -3.00 ~ ERR ~ 18.50 ~ 2027,98 1 2028.39 ~ 2028.20 ~ -3.15 ~ ERR ~ 2028.59 550.00 ~ 2029.18 ~ 0.80 ~ 2029.13 ~ 2.00 1 -2.50 ~ 0.82 ~ 18.50 ~ 2028.39 ~ 2028,80 ~ 2028.78 ~ •2.12 ~ 1.16 ~ 2029.17 600.00 ~ 2029.66 ~ 0.96 ~ 2029.63 ~ 2,00 ~ -1.50 ~ 1.00 ~ 18.50 ~ 2028.89 + 2029.30 ~ 2029.08 ~ -3.33 ~ 0.60 ~ 2029.47 • 65U.00 ~ 2030.16 1,00 ~ 2030.13 ~ 2.00 ~ •1,50 ~ 1.00 ~ 18.50 ~ 2029,39 ~ 202980 ~ 2029.48 i -3.94 ~ 0.80 ~ 2029,87 700,00 ~ 2030.63 0.94 ~ 2030,54 ~ 2,00 ~ .4.50 ~ 0.82 ~ 18,50 ~ 2029.80 ~ 2030.21 I 2029.88 ~ -4.00 ~ 0,80 ~ 203027 750,00 ~ 2030.67 ~ 0.08 ~ 2030.63 ~ 2.00 ~ •2.00 ~ 0.18 ~ 18.50 ~ 2029 89 ~ 2030.30 ~ 2030.28 ~ -2.12 ~ 0.80 ~ 2030.67 800.00 ~ 2031.50 ~ 1,66 ~ 2031.47 ~ 2.00 ~ •1.50 ~ 1.68 ~ 18,50 ~ 2030,73 ~ 2031,14 ~ 2031.12 ~ •2,12 ~ 1,68 ~ 2031.51 I I I I I I I I I I I I I , J:IDOCUMENT1993531FELTS.PVMTDES.QPW 1 ' 05l03/00 CLC ASSOCIATES, INC. ' PROJECTINFORMATION TYPlCAL SECTIONDATA Project: DISHMAN COMMONS Roadway half wrdth ENTER-> 19.5' PAVED WIDTH Job No.: 99353 Road Name ENTER- 16TH AVENUE Disc.No,: Left or Right ENTER--> RIGHT File Name: 16THS.PVMTDES.W82 Edge Type TOP OF CURB Calculated By: EMT Station Jnterval ENTER-> 50 MINlMUM MAXIMUM ' DIST. DIST FROM E.P. ELEV. E.P. ELEV. SEC/L TO % SLOPE EDGE SECTIONLINE (4.5% from ( 2% from SELECTED Edge Pave. SEC/L % SLOPE SAWCUT SAWCUT SEC/L TO FAVEMENT TO EOP sawcut to sawcut to E.O.P. to Gutter Edge of Pv. TOP Of STATlON ELEVATION SEC/L ELEVATION (FEE7) SAWCUT % SLOPE ( FEEn edge of pv) edge of pvJ ELE1/. % GRADE %GRADE CURB EL. I I I I I I I I I I I I I 500.00 ~ 2000.32 ~ ERR ~ 2000.09 1 17.00 ~ -1,35 ~ ERR ~ 18.00 ~ 2060.05 ~ 2000.07 ~ 2000.07 1 -2.00 ~ ERR ~ 2000.46 550.00 ~ 200165 I 2.66 ~ 2001.46 ~ 17.00 ~ -1,12 ~ 2.74 ~ 18.00 ~ 2001.42 ~ 2001.44 ~ 200144 ~ -2.00 ~ 2.74 ~ 2001.83 600.00 ~ 2002.89 ~ 2.48 ~ 2002.80 ~ 17.00 ~ -0.53 ~ 2,68 ~ 18,00 ~ 2002.76 ~ 2002.78 ~ 2002 78 ~ •2.00 ~ 2.68 ~ 2003.17 650.00 ~ 2003.89 ~ 2.00 ~ 2003.69 ~ 17.00 ~ -1.18 ~ 1.78 ~ 18.00 ~ 2003.65 ~ 2003.61 ~ 2003.67 ~ -2.00 ~ 1.78 ~ 2004.06 700.00 ~ 2004.36 ~ 0.94 ~ 2004.22 ~ 17.00 ~ •0.82 ~ 1.06 ~ 18,00 ~ 2004.18 ~ 2004,20 ~ 2004.20 ~ •2.00 ~ 1.06 ~ 2004.59 750.00 ~ 2005.00 ~ 1.28 ~ 2004.79 ~ 17.00 ~.-1.24 ~ 1.14 ~ 18.00 ~ 2004.75 ~ 2004.77 ~ 2004,77 ~ •2.00 ~ 1.14 ~ 2005.16 800.00 ~ 2005.85 ~ 1,70 ~ 2005.67 ~ 17.00 ~ -1.06 ~ 1.76 ~ 18.00 ~ 2005.63 ~ 2005.65 ~ 2005.65 ~ •2.00 ~ 1.76 ~ 2006.04 850.00 ~ 2006.85 2,00 ~ 2006.60 ~ 17.00 I -1.47 ~ 1.88 ~ 18.00 ~ 2006.56 ~ 2006.58 I 2006.58 ~ •2.00 I 1.86 I 2006.97 900.00 I 2007.94 2.18 ~ 2007.73 ~ 17.00 ~ -1.24 I 2.26 ~ 18,00 I 2007.69 I 2007.71 I 2007.71 ~ •2,00 I 2.26 I 2008.10 950.00 ~ 2009.24 I 2.60 I 2009.05 ~ 17.00 ~ -1,12 I 2.64 ~ 18.00 I 2009.01 I 2009.03 ~ 2009.03 ~ •2,00 I 264 I 2009,42 1000.00 I 2010.63 ~ 2.78 201046 1 17.00 I •1,00 1 2.82 I 18.00 I 2010.42 1 2010.44 ~ 2010.44 •2.00 I 2.82 I 2010.83 105000 j 2012.06 I 2.86 2011,87 I 17,00 I -1,12 I 2.82 ~ 18.00 I 2011.63 I 2011.85 I 2011.85 •2,00 ~ 2•82 I 2012.24 1100.00 I 2013.46 I 2.80 I 2013.20 I 11,00 I -1.53 I 2.88 ~ 18.00 I 2013,18 I 2013.18 I 2013.16 •200 1 2.66 I 2013 57 1150.00 ~ 2014.96 1 3.00 I 2014.74 1 17.00 I -1,29 3.08 I 18.00 ~ 2014,70 ~ 2014.72 1 2014.72 -2.00 1 3.08 I 2015.11 1200.00 I 2016.59 I 3.26 I 2016.44 I 17.00 I -0.88 3.40 I 18,00 I 2016.40 ~ 2016,42 I 2016.42 I •2.00 I 3.40 I 2016.81 1250.00 I 2018.39 I 3,60 I 2018.28 I 17.00 I -0.65 1 3.68 I 18,00 I 2018.24 I 2018,26 I 2018,26 I •2.00 I 3.68 I 2018.65 1300.00 I 202029 I 3.80 I 2020,13 I 17.00 I -0.94 1 3,70 I 18,00 I 2020.09 I 2020.11 I 2020.11 I -2.00 I 3.70 1 2020.50 1350.00 ~ 2022.19 ~ 3.80 ~ 2022,01 ~ 17.00 1 •1.06 I 3,76 I 18,00 1 2021.97 I 2021.99 I 2021.99 I •2.00 I 3.76 I 2022.38 1400.00 I 2024,11 I 3•84 I 2023.94 ~ 11.00 I -1.00 I 3.86 I 18,00 I 2023.90 ~ 2023.92 I 2023.92 I •2.00 ~ 3.86 I 2024,31 1450.00 I 2026.02 ~ 3.82 ~ 2025.85 ~ 11.00 1 •1.00 I 3.82 I 16.00 I 2025.81 I 2025.83 I 2025.83 1 •2.00 I 3.82 I 2026.22 1500.00 I 2027,81 I 3.58 I 2027,60 I 17.00 I •1,24 I 3,50 I 18.00 I 2027.56 I 2027.58 I 2027.58 1 •2.00 I 3.50 I 2027,97 1550.00 1 2029.46 I 3.30 ~ 2029,23 I 17.00 ~ -1.35 I 3.26 I 18.00 I 2029.19 M 2029.21 I 2029.21 I •2.00 ~ 3.26 I 2029 60 1600.00 1 2030.91 I 2.90 I 2030,64 I 17,00 I •1.59 I 2.82 I 18.00 I 2030.60 ~ 2030.62 I 2030.62 I -2 00 I 2.82 I 2031.01 1850.00 I 2032.31 1 2.80 ~ 2032.02 ~ 17.00 ~ •1.71 I 2,76 1 18.00 1 2031.98 ~ 2032.00 1 2032 1 •2,00 ~ 2.76 ~ 2032,39 I I I ~ 1 I I I I I I I I , J:IDOCUMENT199353116THS.PVMTDES.QPW 1 05103100 t CLC ASSOCIA TES, INC. ' PROJECT lNFORMATION TYPICAL SECTION DATA Project; DISHMAN COMMONS Roadway half width ENTER-> 14' PAVED WIDTH Job No.; 99353 Road Name ENTER--> 16TH AVENUE Oisc.No.: Left or Righf ENTER--> LEFT File Name: 16THN.PVMTDES.WB2 Edge Type EDGE OF PAVEMENT Calcufated 8y: EMT . Station Interval ENTER--> 50 ~ MlNIMUM I MAXIMUM OIST. ~ DIST FROM E.P. ELEV. I E.P. ELEV. C/L TO I% SLOPE EDGE CENTERLINE 1( 4.5% irom (1% 1rom SELECTED Edge Pave. ~ C/1 % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO FOP ~ sawcut to sawcut to E.O.P. to Gutter I Edge of Pv. TOP OF STATION ELEVATION C/L ELEVATION_ __LFEEM ~ SAWCUT % SLOPE (FEET) ~ edge of pv) ~ edge of pv) ELEV. % GRADE ~%GRADE CURB EL, 400A0 ~ 1998.30 ~ ERR ~ 1998.19 ~ 6.00 ~ -1,83 ~ ERR + 14.00 ~ 1997,83 ~ 1998.03 ~ 1996,05 ~ -1,75 ~ ERR ~ 1998,44 • 450A0 ~ 1999.15 ~ 1.70 ~ 1999.11 ~ 6.00 ~ -0.67 1.84 ~ 14,00 ~ 1998.75 ~ 1998,95 ~ 1998.95 ~ •2,00 ~ 1,80 ~ 1999.34 500A0 ~ 2000.30 ~ 2.30 ~ 2000.34 ~ 6,00 ~ 0.67 2.46 + 14.00 ~ 1999,98 ~ 2000,18 ~ 2000.18 ~ -2.00 ~ 2,46 ~ 2000.57 550.00 ~ 2001.63 ~ 2.66 ~ 2001,59 ~ 6.00 ~ -0.67 ~ 2.50 ~ 14.00 ~ 2001,23 ~ 2001,43 ~ 2001.43 ~ -2A0 ~ 2.50 ~ 2001,82 600A0 ~ 2002.85 ~ 2.44 ~ 2002,62 ~ 6,00 ~ -3,83 ~ 1.06 14.00 ~ 2002 26 ~ 2002A8 ~ 2002.46 ~ •2 00 ~ 2,06 ~ 2002.85 650.00 ~ 2003.87 ~ 2.04 ~ 2003,58 ~ 6.00 ~ -4.83 ~ 1.92 14.00 ~ 2003.22 ~ 2003.42 ~ 2003.42 ~ -2,00 ~ 1.92 ~ 2003.81 700.00 ~ 2004.34 ~ 0.94 ~ 2004.14 ~ 6,00 ~ -3,33 ~ 1.12 ~ 14.00 ~ 2003.78 ~ 2003,98 ~ 2003.98 ~ •2,00 ~ 1,12 ~ 2004.37 750.00 I 2004.98 I 1.24 I 2004,19 I 8,00 I •2,83 N 1.30 I 14,00 I 2004.43 ~ 2004.83 I 2004.63 1 -2A0 I 1,30 I 2005,02 800.00 ~ 2005.82 I 1.72 + 2005J8 I 8.00 I -0.67 ~ 1.98 I 14.00 I 2005.42 ~ 2005.62 1 2005.62 I •2.00 1 1,98 1 2006 01 850.00 I 2006.83 I 2.02 I 2006.84 I 6.00 I 0.17 I 2.12 I 14.00 I 2006.48 I 2006.88 I 2006.68 I •2.00 I 2.12 I 2007.07 900.00 I 2007,94 I 2,22 I 2008.01 I 6.00 I 1.17 I 2.34 1 14.00 I 2007.65 I 2007.85 I 2007.85 I •2.00 2.34 200824 950.00 I 2009,24 I 2.60 I 2009.19 I 6.00 I •0,83 I 2.36 I 14,00 I 2008.83 I 2009.03 I 2009,03 ~ •2.00 2.36 2009.42 1000,00 ~ 2010.59 I 2.70 I 2010.50 I 6.00 I •1.50 I 2,62 I 14.00 ~ 2010.14 1 2010.34 I 2010,34 I -2.00 I 2.62 1 2010,73 1050,00 I 2011.99 I 2.80 I 2011.81 I 6.00 1 -3.00 I 2.62 I 14.60 I 2011,45 I 2011.65 I 2011.65 I •2.00 I 2.62 I 2012.04 1100.00 I 2013.40 I 2.82 I 2013.23 I 8.00 ~ •2.83 I 2.84 I 14,00 I 2012,87 I 2013.07 I 2013,07 I -2.00 I 2•84 I 2013.46 1150.00 I 2014.60 ~ 2.80 I 2014.72 I 6.00 I •1.33 I 2•98 I 14.00 I 2014,36 I 2014.56 I 2014.56 I -2.00 I 2.98 1 2014.95 1200,00 I 2016.55 3.50 ~ 2018.43 1 8.00 I •2.00 3,42 I 14.00 I 2016,07 I 2016.27 I 2016.27 I •2.00 I 3.42 1 2018.86 1250.00 I 2018.35 3.60 I 2018.25 I 6.00 I -1.67 3.64 I 14.00 I 2017.89 I 2018.09 I 2018.09 I -2.00 I 3.64 I 2018.48 1300.00 I 2020.23 ~ 3.76 I 2020.09 I 6,00 I -2.33 I 3.88 I 14,00 I 2019.73 ' 2019.93 I 2019.93 I -2.00 I 3,68 I 2020.32 1350.00 I 2022.13 I 3.80 I 2021.99 I 6.00 I •2.33 I 3.80 I 14.00 I 2021.63 I 2021.83 I 2021.83 I •2.00 I 3,80 I 2022.22 1400.00 I 2024,05 I 3.84 I 2024,01 I 6.00 I •0,67 I 4.04 1 14.00 I 2023,85 I 2023.85 I 2023.85 1 -2.00 I 4.04 I 2024.24 1450.00 1 2025,99 I 3.88 1 2025.91 I 6.00 1 -1.33 1 3.80 1 14.00 I 2025.55 I 2025.75 I 2025.75 I •2.00 I 3,80 I 2026.14 1500.00 I 2027.76 I 3.54 1 2027.71 I 6.00 I -0.63 I 3.60 I 14.00 1 2027.35 1 2027.55 I 2027.55 ~ •2.00 1 3.60 j 2027.94 1550.00 I 2029.35 I 3.18 I 2029.10 I 6.00 I -4,17 I 2.78 I 14.00 1 2028.74 1 2028.94 I 2026.94 I •2.00 1 2.78 ~ 2029,33 1600.00 2030.80 I 2•90 I 2030.49 I 6.00 I •5•17 I 2.78 I 14.00 I 2030.13 I 2030,33 I 2030.33 I •2,00 I 2.78 I 2030.72 1650.00 2032.20 1 2.80 1 2031.88 I 6.00 I •5,33 I 2.78 I 14.00 1 2031.52 ~ 2031J2 1 2031.12 I •2,00 I 2.78 ~ 2032,11 1700.00 I 2033.38 1 2.36 I 203328 I 6.00 I •1.67 I 2.80 I 12.10 I 2033.01 ~ 2033.16 I 2033.16 I -1.97 I 2.88 I 2033,55 1750.00 I 2033,84 1 0.92 ~ 2033.85 I 6.00 I 0,17 I 1.14 1 7.33 1 2033.79 ~ 2033.82 ~ 2033.83 I •150 ~ 1.34 ~ 2034.22 J:IDOCUMENT199353116THN.PVMTDES,QPW 1 05103100 , ~ , 1 PURPOSE . , The purpose of this report is to determine the extent of storm drainage facilities, which will be required to dispose of stormwater runoff created by the improvements of the proposed project. In accordance with the Spokane County Guidelines for Stormwater Management, the storm drainage facilities on this project will be designed to dispose of runoff from a ten-year design storm and the first one-half inch of runoff from all road impervious surfaces will be treated in grass infiltration areas (`208' swales). ANALYSIS METHODOLOGY The Rational Method, which is recommended, for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes. The Bowstring Method will be used to evaluate the adequacy of the drywells and storage capacities. All relevant calculations have been included in the appendix of this report. PROJECT DESCRIPTION Dishman Commons is a 30-lot subdivision (on 10.3 acres) located in Section 29, T 25 N, R 45 E W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage disposal and treatment is being accomplished in grassy swales that are located on either private property or within the public right of way. The topography on the site ' slopes moderately from east to west. Sheet 75 of the Soil Survev of Spokane Countv Wa. shows that the soil type for the area of the proposed project is: McB - Marble sandy loam, 0 to 8% slopes: This soil is a somewhat excessively ' drained soil. Surface runoff is slow, and there is little or no hazard to erosion. This soil type is pre-approved for the use of drywells in accordance with the Spokane Countv Guidelines for Stormwater Manaqement. CLCAssociates Inc. Dishman Commons ' CALCULATIONS The 10-year peak flows for the individual basins on the project were calculated using the Rational Method and the intensity-Duration-Frequency curves for Spokane, Medical Lake, Reardon, Cheney and Rockford areas. Tabulated in the appendix is the total area, road impervious area, runoff coefficient, peak flow, `208' swale volume requirement, Bowstring volume requirement, and number and type of drywells required for each of the basins. It is assumed for the purposes of the swale design that a double-depth drywell has a capacity of 1.0 cfs and a single-depth drywell has a capacity of 0.3 cfs. Grate Calculations The inlets shown for basin A, C3, C6 & C7 are in a sump condition. Spokane County Type 1 From 4-1.1 of Guidelines, Q= CPH3/2 , where C= 3.0, P= perimeter of grate, and H= depth of water. Perimeter of grate = 6.13 ft, P/2=3.065ft. Q= 3(3.065)(.50) ' = 3.25 CFS - From the Basin Summary Table in the appendix of this report these grate capacities are adequate for the peak flow in each basin. The catch basins in a sump condition have been sized to accommodate by-pass flow from the catch basins on a continuous grade. The rest of the inlets shown on the plans and Basin Map are on a continuous grade, the grate capacity calculations have been included in the appendix of this report. STORMWATER DISP4SAL The stormwater generated by the project will be disposed of in the `208' swales areas and drywells as indicated on the improvement plans and basin map. The stormwater along 16th Avenue will be collected and piped to pond B, it should be noted that the actual crown on 16th Avenue is actually 5-6' south of the existing painted centerline stripe which drastically reduces the actual basin size so that the amount of ' stormwater in that basin will be much less than shown in this report. The stormwater for the rest of the basins will be routed to ponds either in a piping system or by curb drops. The `208' swale volume as indicated on the Basin Summary Table is provided at a depth of six inches for all ponds. CLC Associates Inc. 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I;, ~ ~'th~ ~ : + a~' Xtif ~g ~ ~~~W. ' ~l' . i ~~4E ' 1'~4' 1~7 ~,~-r~,1~~;4 r,•iry~~~~,[~ t ' i ~ ~ y„~~~.~~i~kG °R.9?' '7 ~ ~ . . ' . _ , . i ~ . ~ . . io n . . . . . _ . _ i _ _ ~ . . .dY '~k ~ . P~ + e i , v ~ i, , ~ ~ ° t r~i A , I' 4~`;{ r'+'"~ ~ ry q ~ Y r~~k4 w~A r, G{ ' v , L M-= .w ~ i . ' ,~u7, a ~ ; i ~ _ t~,:r...wiM~ ~~"~,~?~a~da.i~ei,•'.;r.:y:rv~~~.r:"..~~nY:rbM ry:rr - -,"x,,. e~tiu~h~P'uS„•. ,~ryi:"` aa..~.... ~'~.F~~~;.,.,, ,~ks~~' 1'~ 4"1' ' . , ~ . ~ , . . . r .oFrA'rko. . ..,.w~,_ 3 dr. 1.lxw ..N~ N n 1 DISHMAN COMMONS 99353 Spokane County, Washington 08/07/00 10-Year Design Storm Engineer: DJD GRATE TNLET CALCULATIONS on Gontinuous Grade Inlet Basin Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass Basin Street and Peak Flow Slope Slope Width Flow Flow Width Velocity Received Flow Area Station (cfs) (ft/ft) 11"L (ft) (ft) (ft) (fps) (cfs) (cfs) 16TH AVENUE Bl STA 5+17,5 RT. 1.17 0.0330 0.020 4,00 0.12 5.986 2.317 1.1l 0.06 HER.ALD LANE C4 STA 11+36.36 RT. 1.33 0.0075 0.024 4.00 0.18 . 7,399 1.639 1.16 0.17 ALLEY CS 1.64 0.0200 0,020 2.00 0. 15 7.463 3,106 0.93 0.71 HERALD LANE C2 STA 11+36,36 LT: 0.15 0.0075 0.024 2.00 0.08 3,264 0.882 0.14 0.01 17TH LANE B4 STA 12+28.48 RT. 1.25 0.0600 0.024 2.00 ' 0,12 4,895 4,014 0.94 0.31 17TH LANE B4 STA 11+51.90 RT. 0.31 0.0600 0.024 2.00 0.07 2.902 2.130 0.30 0,01 17TH LANE B3 STA l l+S 1.90 LT. 0.38 0.0600 0.024 2,00 0.08 3.132 2.363 0.35 0.03 This form is in accordance with the WSDOT Hydraulic Manual Grate Widths Section 5•5.1, Capacity of Inlets on a Continuous Grade , Herringbone = 1.67' Vaned =1.67' wl 2" suitip = 2.00' InletC ~ ~ ~■r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~■r ~ ~ ~ ~ ~ Dishman Commons S990353 Spokane Counry, Washington 08/07/00 10-Year Strom Event Engineer: DJD INLET FLOW CAPACITIES in Sump Conditions Inlet. . Basin Basin + Inlet Maximum Inlet ~ r By-Pass Basin Shpeetand , In1et,Type, PeakFlow By-Pass Perimeter FlowDepth** .D,ischarge*** Flow Station -(cfs) Q P H Qa Q-Qa 17th Lane ~ TYPE 1 A1 ~ STA 11+51.90RT, ~ GRATE ~ 0.51 ~ 0.51 ~ 3.67 ~ 0.33 ~ 2.09 -1.58 . ~ 17th Lane ~ TYPE 1 ~ A2 ~ STA I1+51.94LT.• N GRATE ~ 0.26 ~ 0,26 ~ 3.67 ~ 0,33 ~ 2.09 ~ -1.83 ~ ~ Herald Lane ~ TYPE 1 • ~ - ~ ~ ~ i ~ C6 ~ STA 10+36.88 RT, ~ GRATE ~ 2.13 ~ 2.13 ~ 5.91 ~ 0.33 ~ 3.36 ~ -1.23 ~ ~ 17TH LANE ~ TYPE 1 I I - I I I I ~ C7 ~ STA 17+21.89 RT. ~ GRATE ~ 2.24 ~ 2,24 ~ 5.91 ~ 0.33 ~ 3.36 ~ -1.12 HERALD LANE TYPE 1 ~ I - ~ I I I I ~ C3 ~ STA 10+36.88 LT, GRATE ~ 0.35 ~ 0.35 ~ 3.67 ~ 0.33 ~ 2.09 -1.74 ~ Grate Perimeters* Qa = C* P* H^ 1,5 Herringbone = 3.67' Where; C= 3.0, P= Perimeter, H= Flow Depth Vaned = 3.67' WSDOT= 5.91' . * Grate Perimeter = Available Perimecer Divided by a Safety Factor of 2. Maximum Flow Depth is based on curb crest above inlet. Calculated in accordance with Spokane Gounty Guidelines for Stormwater Management, Section 4-1. InietSmp ~ ~ ~■~r ~ ~ ~ ~ ~ r ~ ~ ~ r r r r ~ ~ DISHMAN COMMONS Basin Summary Table Road Imp. House Area Driveway Total Peak 208' Vol. Bowstring 208' Vol. Total Area Area 1800SFlLot Area Imp. Area Runoff Flow 1 Req'd Vol. Req'd Prov'd Outflow Number & Type Basin (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff. (cfs) (cu.ft) (cu.ft) {cu.ft) (cfs) of Drywells A1 17,455 0.40 3,992 1.0 1,800 750 6,542 0.40 4.51 A2 3,993 0.09 3,993 0,0 U 0 3,993 0.90 0.26 A 21,448 0.49 7,985 1,0 1,800 750 10,535 0.49 0,76 333 217 355 0.3 1 Single 81 31,212 0.72 17,766 0.0 0 0 17,766 0.56 1,17 82 56,881 1.31 0 0.0 0 0 0 0.10 0.42 83 5,723 0.13 5,723 4.0 0 0 5,723 0.90 0.38 B4 42,983 0.99 5,745 4.0 7,200 3,000 15,945 0.40 1.25 B 171,987 3.9 29,234 4.0 7,200 3,000 39,434 0.28 3.25 1218 708 2143 2,0 2 Doubles C1 39,974 0.92 0 0.0 0 0 0 0.10 0.25 - C2 2,675 0.06 2,266 0.0 0 0 2,266 0.78 0.15 - C3 5,261 0,12 5,261 0.0 0 0 5,261 0.90 0.35 C4 34,933 0,80 20,236 0.0 0 0 20,236 0.56 1.33 C5 58,780 1.35 8,800 6.0 10,800 4,500 24,100 0,43 1.64 C6 64,684 1.48 11,624 6.0 10,800 4,500 26,924 0.43 1.76 C7 89,442 2.05 12,531 9,0 16,200 6,750 35,481 0.42 2.24 C 296,123 6.80 60,718 21,0 37,800 15,750 114,268 0.41 7.92 2530 3328 2832 2,0 2 Ooubles D 10,719 0.25 4,993 0.0 0 0 4,993 0.47 0.37 208 57 312 0.3 1 Sinale E 4,706 0,11 2,271 0.0 0 0 2,271 0,49 0.17 95 0 186 0.3 1 Single NOTE; C=(0.9'(IMPERVIOUS AREA) + 0.1'(PERVIOUS AREA)IlTOTAL AREA WHERE C = RUNOFF COEFF. 99353 CLC ASSOCIATES, INC. 9111J2000 , ' ~ . ' • Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS - Basin: A1 CLC Job S990353 Total Area (SF): 17455 Designer: DJD Imp. Area (SF): 6542 Date: 8/7/2000 Grass Area (SF): 10913 ' Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 5888 (Grass Area)}(Grass "C")= 1091 TOTAL 6979 6979 Weighted "C"= 0.40 17455 , . ~ 1 ~ . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: A2 CLC Job # S990353 Totai Area (SF): 3993 Designer: DJD Imp. Area (SF): 3993 Date: 7/18/2000 Grass Area (SF): 0 imp. Area "C": 0.90 Grass Area "C": 0.10 (imp. Area)'(Imp. "C")= 3594 (Grass Area)*(Grass "C")= 0 TOTAL 3594 3594 Weighted "C'.= 0.90 3993 , ~ . . Weighted Runoff Coefficient Calculation _ Pro i SHMAN COMMONS ~ ~ect. D Basin: A CLC Job # S990353 Total Area (SF): 21448 Designer: DJD Imp. Area (SF): . 10535 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp_ Area)*(Imp. "C")= 9482 (Grass Area)''(Grass "C")= 1091 TOTAL 10573 10573 W eighted "C"= 0.49 21448 ' , . ' , . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B1 CLC Job # S990353 Total Area (SF): 31212 Designer: DJD Imp. Area (SF): 17766 Date: 7/18/2000 Grass Area (SF): 13446 ' Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 15989 (Grass Area)*(Grass "C")= 1345 TOTAL 17334 17334 Weighted "C"= 0.56 31212 ' _ . ' . Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS - Basin: 132 CLC Job # S990353 Total Area (SF): 56881 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 56881 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"(Imp. "C")= 0 (Grass Area)'(Grass "C")= 5688 TOTAL 5688 5688 Weighted "C"= 0.10 56881 ~ ' , • Weighted Runoff Coefficient Calculation - Project: DISHMAN COMMONS Basin: 133 CLC Job # S990353 Total Area (SF): 9647 Designer: DJD Imp. Area (SF): 9647 Date: 8/7/2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area);(Imp. "C")= 8682 (Grass Area)*(Grass "C")= 0 TOTAL 8682 8682 Weighted "C"= 0.90 9647 ~ - . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: 134 . CLC Job S990353 Total Area (SF): 42983 Designer: DJD imp. Area (SF): 15945 Date: 8/7/2000 Grass Area (SF): 27038 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 14351 (Grass Area)'(Grass "C")= 2704 TOTAL 17054 17054 Weighted "C"= 0.40 42983 ~ Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS Basin: B CLC Job S990353 Total Area (SF): 171987 Designer: DJD Imp. Area (SF): 39434 Date: 9/11/2000 Grass Area (SF): 132553 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 35491 (Grass Area)''(Grass "C")= 13255 TOTAL 48746 48746 Weighted '.C"= 0.28 171987 ~ Weighted Runoff Coeffrcient Calculation Project: DISHMAN COMMONS Basin: C1 CLC Job S990353 Total Area (SF): 39974 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 39974 Imp. Area "C": 0.90 Grass Area "C": 0.10 (lmp. Area)'(imp. "C")= 0 (Grass Area)''(Grass "C"}= 3997 TOTAL 3997 3997 Weighted .,C"= 0.10 ` 39974 ' - Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS _ Basin: C2 CLC Job S990353 Total Area (SF): 2675 Designer: DJD Imp. Area (SF): 2266 Date: 7/18/2000 Grass Area (SF): 409 Imp. Area "C": 0.90 Grass Area "C": 0_ 10 (Imp. Area)*(Imp. "C")= 2039 (Grass Area)*(Grass "C")= 41 TOTAL 2080 2080 Weighted "C"= 0.78 2675 Weighted Runoff Coefficient Calculation ' Pro1'ect: DISHMAN COMMONS Basin: C3 CLC Job # S990353 Total Area (SF): 5261 Designer: DJD Imp. Area (SF): 5261 Date: 8/7I2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)''(Imp. "C")= 4735 (Grass Area)'(Grass C/, 0 TOTAL 4735 ' 4735 Weighted "C"= 0.90 ' S261 ~ ' . Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C4 CLC Job # S990353 Total Area (SF): 34933 Designer: DJD Imp. Area (SF): 20236 Date: 7/18/2000 Grass Area (SF): 14697 Imp. Area "C": 0.90 Grass Area "C": • 0.10 . (Imp. Area)*(Imp. "C")= 18212 (Grass Area)*(Grass "C")= 1470 TOTAL 19682 19682 Weighted "C"= 0.56 ~ 34933 ' ~ ~ . ' ~ . - . ' Weighted Runoff Coefficient Calculation - ' Project: DISHMAN COMMONS Basin: C5 CLC Job # S990353 . Total Area (SF): 58780 Designer: DJD Imp. Area (SF): 24100 . Date: 7/1'8/2000 Grass Area (SF): 34680 1 Imp. Area "C": 0.90 Grass Area "C": 0.10 ~ (Imp. Area)*(Imp. "C")= 21690 . (Grass Area)*(Grass "C")= 3468 TOTAL 25158 ~ ~ 25158 W eighted "C"= 0.43 58780 , ' ~ ~ Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C6 CLC Job # S990353 ~ Total Area (SF): 64684 Designer: DJD Imp. Area (SF): 26924 Date: 7l1812000 Grass Area (SF): 37760 Imp. Area "C": 0.90 . Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 24232 (Grass Area)*(Grass "C")= 3776 TOTAL 28008 28008 W eighted "C"= 0.43 64684 , . , Weighted Runoff CoefFicient Calculation Project: DISHMAN COMMONS Basin: C7 CLC Job #S990353 Total Area (SF): 89442 Designer: DJD Imp. Area (SF): 35481 Date: 8/7/2000 Grass Area (SF): 53961 Imp. Area "C": 0.90 . Grass Area "C": 0.10 (tmp. Area)*(Imp. "C")= 31933 (Grass Area)'(Grass "C")= 5396 TOTAL 37329 37329 Weighted "C"= 0.42 89442 ~ . ~ ~ ~ Weighted Runoff Coefficient Calculation ~ Project: DISHMAN COMMONS Basin: C CLC Job S990353 Total Area (SF): 296123 Designer: DJD Imp. Area (SF): 114268 Date: 9/11/2000 Grass Area (SF): 181855 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"(Imp. "C")= 102841 (Grass Area)*(Grass "C")= 18186 TOTAL ~ 121027 121027 Weighted "C"= 0.41 296123 ~ ~ ~ ~ Weighted Runoff Coefficient Calculation - 8 Project: DISHMAN COMMONS Basin: D CLC Job S990353 Total Area (SF): 10719 • Designer: DJD imp. Area (SF): 4993 Date: 9/11/2000 Grass Area (SF): 5726 Imp. Area "C": 0.90 Grass Area "C": 0.10 ~ (Imp. Area)*(Imp. "C")= 4494 (Grass Area)*(Grass "C")= 573 TOTAL 5066 5066 Weighted "C"= 0.47 10719 O O ~ D - Weighted Runoff Coefficient Calculation O Pro)'ect: DISHMAN COMMONS Basin: E CLC Job # S990353 Total Area (SF): 4706 Designer: DJD Imp. Area (SF): 2271 Date: 7/18/2000 Grass Area (SF): 2435 Imp. Area "C": 0.90 . Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 2044 (Grass Area)*(Grass "C")= 244 TOTAL 2287 2287 Weighted "C"= 0.49 O 4706 ~ . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: - F . CLC Job # S990353 Total Area (SF): 35545 Desigrier: ~ DJD ~ Imp. Area (SF): 4858 Date: 7/18/2000 Grass Area (SF): 30687 Imp. Area "C": 0.90 Grass Area "C": 0.10 D (Imp. Area)*(Imp. "C")= - 4372 (Grass Area) (Grass C" 3069 TOTAL 7441 7441 Weighted "C"= 0.21 35545 , D 0 ~ - . . . . . PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS O BASIN: A1 Tot. Area = 0.40 Acres O Imp. Area = 3,992 SF C = 0.40 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.095 ft. - A R Q Tc Tc total I Qc . 0.24 0.05 0.52 0.66 5.00 3.18 0.51 ~ Qpeak for Case 1= 0.51 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the O peak flow =.90(3.18)(1mp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.51 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25l2000 o _ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: A2 Tot. Area = 0.09 Acres Imp. Area = 3,993 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0_400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.073 ft. A R Q Tc Tc total I Qc 0.14 0.04 0.26 0.79 5.00 3.18 0.26 Qpeak for Case 1= 0.26 cfs . O CASE 2- Case 2 assumes a Time of Concentration less than 5 minutes so that the O peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.26 cfs 99353 BASIN_xls - CLC ASSOCIATES, INC. 7l25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ BASIN: A ~ Tot. Area = 0.49 Acres . Imp. Area = 7,985 SF C = 0.49 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow . Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.110 ft. A R Q Tc Tc total I Qc 0.32 0.05 0.77 0.60 5.00 3.18 0.76 Qpeak for Case 1= 0.76 cfs O . . CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.52 cfs . So, the Peak flow for the Basin is the greater of the two flows, 0.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHIUTAN COMMONS DETENTION BASIN DESIGN BASIN: A - DESIGNER: DJD DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 .Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.49 Impervious Area (sq ft) 7985 'C' Factor 0.49 '208' Volume Provided 355 Area * C 0.240 Time Time inc. Intens. Q Devel. Vol.in Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.76 307 90 217 5 300 3.18 0.76 307 90 217 10 600 2.24 0.54 378 180 198 15 900 1.77 0.42 426 270 156 20 1200 1.45 0.35 453 360 93 25 1500 1.21 0.29 465 450 15 30 1800 1.04 0.25 475 540 0 35 2100 0.91 0.22 481 630 0 40 2400 0.82 0.20 493 720 0 45 2700 0.74 0.18 498 810 0 50 3000 0.68 0.16 506 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 332.7 cu ft . 208' Storage Volume Provided 355 cu ft - - DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM a Maximum Storage Required by Bowstring . 217 cu ft . . Provided Storage Volume - • 355 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double . 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B1 Tot. Area = 0.72 Acres Imp. Area = 17,766 SF C = 0.56 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 595 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 - n = 0.016 S = 0.0080 d = 0.168 ft. A R Q Tc Tc total I Qc 0.72 0.08 1.14 6.24 6.24 2.83 1.14 Qpeak for Case 1= 1.14 cfs ~ CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ~ peak fiow =.90(3.18)(Imp. Area) = 1.17 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ~ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS - BASIN: 132 Tot. Area = 1.31 Acres Imp. Area = 0 SF C = 0.10 CASE 1 365 ft. Overland Flow Ct = 0.15 L = 365 ft. n = 0.040 S = 0.010 Tc = 2.97 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.115 ft. A R Q Tc Tc total I Qc 0.34 0.06 0.42 0.00 5.00 3.18 0.42 Qpeak for Case 1= 0.42 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the e peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, .0.42 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B3 Tot. Area = 0.13 Acres Imp. Area = 5,723 SF , C = 0.90 CASE 1 0 ft. Overiand Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.084 ft. A R Q Tc Tc totai I . Qc 0.19 0.04 0.37 3.17 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs, 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN: B4 - Tot. Area = 0.99 Acres Imp. Area = 5,745 SF C = 0.41 ' CASE 1 ' 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines ' 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 ' d = 0.117 ft. A R Q Tc Tc total I . Qc 0.37 0.06 1.26 1.80 5.40 3.08 1.25 ~ Qpeak for Case 1= 1.25 cfs ' CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the . peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS I BASIN: B ' Tot. Area _ 3.90 Acres Imp. Area - 29,234 SF C = 0.28 CASE 1 50 ft. Overland Fiow , Ct = 0.15 L 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow ' Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 . d = 0.171 ft. A R Q Tc Tc total I Qc 0.78 0.09 3.46 1.40 5.00 3.18 3.47 Qpeak for Case 1= 3.47 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) - 1.92 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.47 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 ' BOWSTRING METHOD - PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: B DESIGNER: DJD ' DATE: 07/26/00 ~ Time Increment (min) 5 Time of Conc. (min) 5.02 Outffow (cfs) 2 Design Year Flow 10 Area (acres) 3.10 , impervious Area (sq f#) 29234 'C' Factor 0.33 '208' Volume Provided 2143 Area * C 1.023 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.02 301 3.17 3.25 1311 603 708 5 300 3.18 3.25 1308 600 708 10 600 2.24 2.29 1610 1200 410 15 900 1.77 1.81 1815 , 1800 15 20 1200 1.45 1.48 1932 2400 0 25 1500 1.21 1.24 1984 3000 0 30 1800 1.04 1.06 2024 3600 0 35 2100 0.91 0.93 2050 4200 0 40 2400 0.82 0.84 2099 4800 0 45 2700 0.74 0.76 2121 5400 0 50 3000 0.68 0.70 2158 6000 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume Impervious Area x.5 in / 12 in/ft . 1218.1 cu ft 208' Storage Volume Provided . . 2143 cu ft i DRYWELL REQUIREMENTS --10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 708 cu ft ' Provided Storage Volume _ 2143 cu ft-@ 6" depth Number and Type of Drywells Required 0 Single . - 2 Double 99353 CLC ASSOCIATES 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C1 1 Tot. Area _ 0.92 Acres Imp. Area - 0 SF C = 0.10 ' CASE 1 170 ft. Overland Flow Ct = 0.15 L = 170 ft. n = 0.400 ~ S = 0.015 Tc = 6.65 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 ~ n = 0.016 S 0.0080 ~ d = 0.095 ft. A R Q Tc Tc total I Qc 0.23 0.05 0.25 0.00 6.65 2.74 0.25 ' Qpeak for Case 1= 0.25 cfs ~ CASE 2 Case 2 assumes a Time of Concentration less ihan 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' PEAK FLOW CALCULATION .PROJECT: DISHMAN COMMONS ~ BASIN: C2 ' Tot. Area _ 0.06 Acres Imp. Area - 2,266 SF C = 0.78 CASE 1 20 ft. Overland Flow ' Ct = 0.15 L 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 150 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 . S = 0.0080 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.15 2.66 5.00 3.18 0.15 , Qpeak for Case 1= 0.15 cfs ' . CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the . peak flow =.90(3.18)(Imp. Area) - 0.15 cfs So, the Peak fiow for the Basin is the greater of the two flows, 0.15 cfs 99353 BASIN.xIs - CLC ASSOCIATES, INC. 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C3 , _ . Tot. Area 0.12 Acres Imp. Area*= 5,261 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 - S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 95 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.105 ft. A R Q Tc Tc total I Qc 0.29 0.05 0.34 1.36 5.00 3.18 0.34 Qpeak for Case 1= 0.34 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.35 cfs ~ . So, the Peak fiow for the Basin is the greater of the two flows, 0.35 cfs _ 99353 BASIN.xis CLC ASSOCIATES, INC. 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN: C4 Tof. Area = 0.80 Acres Imp. Area = 20,236 SF , C = 0.56 CAS E 1 ~ 20 ft. Overiand Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines , 715 ft. Gutter flow Z1 = 50.0 22 = 1.00 n = 0.016 S = 0_0300 d = 0.135 ft. A R Q Tc Tc total I Qc 0.46 0.07 _ 1.24 4.48 6.56 2.76 1.24 , Qpeak for Case 1= 1.24 cfs ' CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.33 cfs So, the Peak flow for the Basin is the greater of th-e two flows, . 1.33 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. _ 7/25/2000 PEAK FLOW CALCULATION PROJECT: DiSHMAN COMMONS BASIN: C5 ' Tot. Area = 1.35 Acres Imp. Area - 8,800 SF C = 0.43 ' CASE 1 50 ft. Overland Flow . Ct = 0.15 L = 50 ft. n = 0.400 ' S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 510 ft. Gutter flow Z1 = 50.0 Z2 = 50.00 n = 0.016 S = 0.0341 d = 0.114 ft. A R Q Tc Tc tota! I Qc 0.65 0.06 1.65 3.34 6.26 2.83 1.64 ' Qpeak for Case 1=- 1.64 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the , peak flow =.90(3.18)(Imp. Area) = 0.58 - cfs So, the Peak flow for the Basin is the greater of the two flows, 1.64 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN. C6 Tot. Area = 1.48 Acres Imp. Area = 11,624 SF . C = 0.43 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 610 ft. Gutter fiow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.154 ft. A R Q Tc Tc total I Qc . 0.63 0.08 1.77 3.64 6.56 2.76 . 1.76 Qpeak for Case 1= 1.76 cfs CASE 2 ' Case 2 assumes a Time of Concentra#ion less than 5 minutes so that the pea k f low 9 0( 3. 1 8)( Imp. Area) = 0.76 c fs So, the Peak flow for the Basin is the greater of the two flows, 1.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C7 Tot. Area = 2.05 Acres Imp. Area = 12,531 SF ' C = 0.42 CASE 1 50 ft. Overland Flow Ct = 0.15 - - L = -50 ft. n = 0.400 S = 0.020 ' Tc = 2.93 min., by Equation 3-2 of Guidelines 810 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.168 ft. A R Q Tc Tc total I Qc 0.75 0.08 2.24 4.56 7.48 2.60 2.24 Qpeak for Case 1= 2.24 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.82 cfs So, the Peak flow for the Basin is the greater of the two flows, 2.24 cfs 99353 BASIN.xis CLC ASSOCIATES, INC. 7l26/2000 . PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C ' Tot. Area _ 6.80 Acres imp. Area - 60,718 SF C = 0.41 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 650 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.266 ft. A R Q Tc Tc total I Qc 1.89 0.13 7.94 2.58 6.19 2.85 7.93 Qpeak for Case 1= 7.93 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 3.99 cfs So, the Peak flow for the Basin is the greater of the two flows, 7.93 cfs 99353 BASIN.xts CLC ASSOCIATES, INC. 9/11/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS , DETENTION BASIN DESIGN BASIN: C DESIGNER: DJD DATE: 08/07/00 , Time Increment (min) 5 Time of Conc. (min) 6.19 Outflow (cfs) 2 Design Year Flow 10 Area (acres) 6.79 Impervious Area (sq ft) 60718 'C' Factor 0.41 '208' Volume Provided 2581 Area * C 2.784 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) .(cu ft) (cu ft) (cu ft) 6.19 371 2.85 7.92 3940 742 3197 5 300 3.18 8.85 3559 600 2959 10 600 2.24 6.24 4528 1200 3328 15 900 1.77 4.93 5057 1800 3257 20 1200 1.45 4.04 5353 2400 2953 25 1500 1.21 3.37 5478 3000 2478 30 1800 1.04 2.90 5577 3600 1977 35 2100 0.91 2.53 5640 4200 1440 40 2400 0.82 2.28 5767 4800 967 45 2700 0.74 2.06 5822 5400 422 50 3000 0.68 1.89 5918 6000 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 2529.9 cu ft 208' Storage Volume Provided 2832 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 3328 cu ft Provided Storage Volume 3599 cu ft @ 8" depth Number and Type of Drywells Required - 0 Single 2 Double 99353 CLC ASSOCIATES 8/7/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: D Tot. Area = 0.25 Acres Imp. Area = 41993 SF C = 0.47 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0168 . d = 0.096 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.37 2.63 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.37 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: D ~ DESIGNER: DJD DATE: 07/25J00 . Time Increment (min) 5 Time of Conc. (min) . 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.25 Impervious Area (sq ft) 4993 'C' Factor 0.46 '208' Volume Provided 312 Area * C 0.115 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.37 147 90 57 5 300 3.18 0.37 147 90 57 10 600 2.24 0.26 181 180 1 15 900 1.77 0.20 204 270 0 20 1200 1.45 0.17 217 360 0 25 1500 1.21 0.14 223 450 0 30 1800 1.04 0.12 227 540 0 35 2100 0.91 0.10 230 630 0 40 2400 0.82 0.09 236 720 0 45 2700 - 0.74 0.09 238 810 0 50 3000 0.68 0.08 243 900 0 208' DRAINAGE POND CALCULATJONS ' Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 208.0 cu ft ' 208' Storage Volume Provided 312 cu ft ~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring - 57 cu ft Provided Storage Volume 312 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' . . BASIN. E Tot. Area = 0.11 Acres Imp. Area = 2,271 -SF C = 0.49 CASE 1 ~ 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 . . S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines ' 110 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0120 ~ d = 0.076 ft. A R Q Tc Tc totai I Qc 0.15 0.04 0.17 1.60 5.00 3.18 0.17 ' QPeak for Case 1= 0.17 cfs ' CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the _ peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.17 cfs 99353 BASIN.xis CLC ASSOCIATES, INC. 7/25/2000 , BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN. E DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outf low (cfs) 0.3 Design Year Flow 10 Area (acres) 0.11 Impervious Area (sq ft) 2271 'C' Factor 0.49 '208' Volume Provided 186 Area * C 0.054 1 Time Time inc. Intens. Q Devel. Vol.in Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.17 69 90 0<__ 5 300 3.18 0.17 69 90 0<__ 10 600 2.24 0.12 85 180 0<__ 15 900 1.77 0.10 96 270 0<__ 20 1200 1.45 0.08 102 360 0<__ 25 1500 1.21 0.07 104 450 0<__ 30 1800 1.04 0.06 107 540 0<__ 35 2100 0.91 0.05 108 630 0<__ 40 2400 0.82 0.04 111 720 0<__ 45 2700 0.74 0.04 112 810 0<__ 50 3000 0.68 0.04 114 900 0<__ ' 208' DRAINAGE POND CALCULATIONS , Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 94.6 cu ft ' 208' Storage Volume Provided 1,86 cu ft ' DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 0 cu ft Provided Storage Volume 186 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ BASIN: F Tot. Area = 0.82 Acres Imp. Area = 4,858 SF C = 0.21 CASE 1 . ~ 145 ft. Overland Flow Ct = 0.15 L = 145 ft. n = 0.400 S = 0.020 Tc = 5.54 min., by Equation 3-2 of Guidelines ' 205 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0169 d = 0.100 ft. A R Q Tc Tc totai I Qc 0.27 0.05 0.44 2.08 7.63 2.58 0.44 ' QPeak for Case 1= 0.44 cfs ~ CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(imp. Area) = 0.32 cfs So, the Peak flow for the Basin is'the greater of the two ftows, 0.44 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' BOWSTRING METHOD . PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: F DESIGNER: DJD ' DATE: 07/25/00 , ' Time Increment (min) 5 Time of Conc. (min) 7.63 Outflow (cfs) 0.3 Design Year Fiow 10 Area (acres) 0.82 impervious Area (sq ft) 4858 - 'C' Factor 0.21 '208' Volume Provided 209 Area * C 0.172 ' Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) . (cu ft) 7.63 458 2.58 0.44 272 137 135 5 300 3.18 0.55 220 90 130 10 600 2.24 0.39 291 180 111 15 900 1.77 0.30 322 270 52 ~ 20 1200 1.45 0.25 338 360 0 25 1500 1.21 0.21 345 450 0 30 1800 1.04 0.18 350 540 0 35 2100 0.91 0.16 353 630 0 40 2400 0.82 0.14 361 720 0 45 2700 0.74 0.13 364 810 0 50 3000 0.68 0.12 370 900 0 ' 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 202.4 cu ft ~ . 208' Storage Volume Provided 209 cu ft , DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 135 cu ft Provided Storage Volume 209 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCtATES 7/25/2000 ~ ~ r■ ~■r ~ ~ ir ~ ~■~r ~ r ~ ~r ~ r ~r ~r ~ ~ B-1 P-1 STORMLINF- A J-1 P-2 POND B Project Title; DISHMAN COMMONS Project Engineer: CLC ASSOCIATES INC, j:ldocument1993531dishman4.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 12:59:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~■~r ~ r ~ r ~ ~ rr ~ ~ ' Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn '~1 Rim Node Node (ft) Invert Invert (ftlft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-1 B-1 J-1 169,00 12 inch 1,997.45 1,992.60 0.028698 1,997.91 1.17 1,998.08 1,993.23 1,998.00 2,000,37 P-2 J-1 POND B 30.00 12 inch 1,992.60 0,00 66.420000 1,993.06 1,17 1,993.23 181.15 1,993.30 1,998.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 Project Title: DISHMAN COMMONS Project Engineer; CLC ASSOCIATES INC, j:ldocument1993531dishman4.stm Inland Pacific Engineering Co. StormCAD v1,0 10l05/00 12:45:53 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~ ~r ~ ~ ~r ~ ~■r ~ ~ ~ r ~ ~ ~ ~ r ~ ~ ~ A2 STORMLIN~- B P-2 A1 -3 utlet Project Title: DISHMAN COMMONS BASIN A Project Engineer. CLC ASSOCIATES, INC. J:ldocument1993531dishman.stm Inland Paciflc Engineering Co. StormCAD v1.0 10/05/00 02:54:39 PPA 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up On Length Size Up Dn S Up Q Up Dn Dn ~ Rim Node Node (ft) Invert Invert (ft/ft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-2 A2 A1 24.67 12 inch 1,991.20 1,991.05 0.006080 1,991.41 0.26 1,991.48 1,991.43 1,993.03 1,993.03 P-3 A1 Outlet 68.00 12 inch 1,991.05 1,990.70 0.005147 1,991.42 0.77 1,991.55 1,991.20 1,990.70 1,993.03 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,990.70 Project Title: DISHMAN COMMONS BASIN A Project Engineer. CLC ASSOCIATES, INC. j:ldocument1993531dishman.stm Inland Pacific Engineering Co. StormCAD 0.0 10l05/00 02:55:04 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Outlet A, STORMLIN~- C&D P-4 B3 ~ P-3 i P-2 1 _ 134-2 134-1 Project Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES. INC. j:\document\99353\dishman1.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05100 03:10:35 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn On Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (h) (ft) P•2 64-2 134-1 15,00 12 inch 1,993.78 1,992.90 0.058667 1,994.19 0.94 1,994.34 1,993.57 1,995.82 1,996.72 P-3 64-1 133 24,67 12 inch 1,992.90 1,992.60 0.012161 1,993.37 1.25 1,993.55 1,993.27 1,995.82 1,995.82 P-4 B3 Outlet 24,40 12 inch 1,992,50 1,992.30 0.008197 1,993.04 1.63 1,993.26 1,993.06 1,993,30 1,995.82 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,993.30 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC, j;ldocument1993531dishman1.stm Inland Paciflc Engineer(ng Co. StormCAD v1.0 10105/00 03:11:11 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Out et n P-3 STORML NE E --C2 P-2 C4 , -1 5 Project Title: DISHMAN COMMONS Project Engineer; CLC ASSOCIATES, INC. j;ldocument1993531dishman3,stm Inland Pacific Engineering Co, StormCAD v1,0 10/05/00 03:39:25 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up On S Up Q Up Dn Dn ~ Rim Node Node (ft) Invert Invert (ft/ft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P•1 C5 C4 27.50 10 inch 2,009,54 2,009.40 0.005091 2,010,43 1,64 2,010.57 2,010.48 2,011.94 2,011.29 P-2 C4 C2 24.70 12 inch 2,009.40 2,008,40 0.040486 2,010.19 2,88 2,010.48 2,010.39 2,011.94 2,011.94 P-3 C2 Outlel 48.60 12 inch 2,009.25 2,009.00 0.005144 2,010.00 3.03 2,010.36 2,010.11 2,010.00 2,011.94 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 Project Title: DISHMAN COMMONS Project Engineer; CLC ASSOCIATES, INC. j:ldacument1993531dishman3.stm Inland Pacific Engineering Co. StormCAD v1.0 10105l00 03.38:59 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Outlet 1 , STORMLINE F&G C7 _ ~ L_ i C6 Project TiUe: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. j:ldocument\99353\dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 10/05/00 03:17:46 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn ~ Rim Node Node (ft) Invert Invert (ft/ft) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (ft) (ft) (ft) P-3 C7 C3 48.00 12 inch 2,009.73 2,009.49 0.005000 2,010.64 2.24 2,010.78 2,010.67 2,010.97 2,011,17 P-1 C6 C3 30.00 12 inch 2,009.64 2,009.49 0.005000 2,010.58 1.76 2,010.66 2,010.62 2,010.97 2,010,97 P-2 C3 Oullet 43.50 12 inch 2,009.39 2,009.00 0.008966 2,010.27 4.35 2,010.82 2,010.44 2,010.00 2,010.97 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A • N/A 2,010,00 Project Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. j:ldocument1993531dishman2.stm Inland Paciflc Engineering Co. SlormCAD v1.0 10l05/00 03:18:35 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 BASIN A2 , Worksheet for Circular Channel ' Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATiONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 0.26 cfs Results Depth 0.18 ft Flow Area 0.10 ftz Wetted Perimeter 0.88 ft Top Width 0.77 ft Critical Depth 0.21 ft Percent Full 18.10 . Critical Slope 0.002752 fUft Velocity 2.68 fUs Velocity Head 0.11 ft Specific Energy 0.29 ft Froude Number 1.33 Maximum Discharge 3_91 cfs ' Full Flow Capacity 3.64 cfs Full Flow Slope 0.000026 fUft Flow is supercritical. - . ' ' ' - 08/08/00 Academic Edition FlowMaster v5.17 08:26:12 AM Haestad Methods.lnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN A2&A1 Worksheet for Circular Channel ' Project Description - Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Soive For Channel Depth . Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 0.77 cfs Results Depth 0.31 ft Flow Area 0.21 ft2 Wetted Perimeter 1.19 ft Top Width 0.93 ft Critical Depth 0.37 ft Percent Full 31.23 Critical Slope 0.002721 fUft Velocity 3.68 fUs Velocity Head 0.21 ft Specific Energy 0.52 ft Froude Number 1.36 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 - cfs Full Flow Slope 0.000224 fUft Flow is supercritical. ' , . . 1 08/08I00 Academic Edition FlowMaster v5.17 08_27:14 AM Haestad Methods, Inc_ 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 oi 1 BASIN B1 , Worksheet for Circular Channel ' Project Description Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data . ' Mannings Coefficient 0.009 Channel Slope 0.030000 fUft Diameter 12.00 in Discharge 1.17 cfs Results Depth 0_24 ft - Flow Area 0.15 ft2 Wetted Perimeter 1.03 ft Top Width 0.86 ft Critical Depth 0.46 ft Percent Full 24.47 Criticat Slope 0.002846 ft/ft - Velocity 7.85 ftls Velocity Head 0.96 ft Specific Energy 1.20 ft Froude Number 3.33 Maximum Discharge 9.59 cfs ' Full Flow Capacity 8.91 cfs Full Flow Slope 0.000517 fUft Flow is supercritical. ' ~ 08l08/00 Academic Edition FlowMaster v5.17 08:28:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BAS I N B4 ~ 111lorksheet for Circular Ghannel - - ' F'rojecE Qescriptian , Projec# File j.ldocument199353199353.fm2 Worksheet DISHMAhI CONIMONS P1PIfV~ CALCULATIONS Flaw Element Circular Channel Method Mann'rng`s Forrr:ula ~~lve For Chonnel Depth . ~ lnput Data - ~ Mannings Coefficient 0.009 Ghannel Slape 0.0 10000 fUft piarneter 12.00 in Qrscharge 1_25 cfs ResuNts Depih 0.34 ft - Flow Area 0.23 1`112 - V1Jetted Perimeter 1.24 ft Top Widih 0.94 f# CrFticaf Depih 0.47 ft Percent FuII 3155 ~ Crifical Slape 0.002878 ft}ft _ 11elocjty 5.40 ftls Velocity Head O.45 ft Spec+fiC Energy 0_79 ft . Froude Number 9.92 Maximurn Discharge 5.54 cfs ~ Fu11 Flow Gapaci#y 5.15 cfs - Full Flvw Slope 0.000590 ftlft F[ow is supercritical_ ~ ~ - . p8lf18100 . Academic Etfition FlowMaster v5.17 _ 08:28:56 AIVI Haestad Meihods. Ihc_ 37 E3roalcside Road Waterbury. C7 06708 (203) 755-1666 Page 1 of I BASIN B3&B4 Worksheet for Circular Channel Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data - Mannings Coefficient 0.009 Channel Slope 0.008000 fUft Diameter 12.00 in Discharge 1.63 cfs Results Depth 0.41 ft Flow Area 0.30 ft2 Wetted Perimeter 1.39 ft Top Width 0.98 ft Critical Depth 0.54 ft Percent Full 41.10 Critical Slope 0.003062 fUft Velocity 5.36 fVs Velocity Head 0.45 ft Specific Energy 0.86 ft Froude Number 1.70 Maximum Discharge 4.95 cfs Full Flow Capacity 4.60 cfs Full Flow Slope 0.001003 fUft Flow is supercriticat. ' ' 08l08/00 Academic Edition FlowMaster v5-17 08:29:39 AM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C4 Worksheet for Circuiar Channel ' Project Description Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 1.33 cfs Results Depth 4_35 ft - Flow Area 0.24 ft2 Wetted Perimeter 1.26 ft Top Width 0.95 ft Critical Depth 0.49 ft Peecent Full 34.68 Critical Slope 0.002913 fVft Velocity 5.50 fUs Velocity Head 0.47 ft Specific Energy 0.82 ft Froude Number 1.92 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs . Full Flow Slape 0.000668 ft/ft Flow is supercritical. . • 08/08100 Academic Edition FlowMaster v5.17 08:30:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 i BASIN C5 Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings CoeKicient 0.009 Channef Slope 0.010000 fUft Diameter 10.00 in Discharge 1.64 cfs Results Depth 0.43 ft - Flow Area 0.28 ft2 Wetted Perimeter 1.33 ft Top Width 0.83 ft Critical Depth 0.57 ft Percent Full 51.07 Critical Slope 0.003990 fUft . Velocity 5.85 fUs Velocity Head 0.53 ft Specific Energy 0.96 ft Froude Number 1.78 Maximum Discharge 3.40 cfs Full Flow Capacity 3.16 cfs . Full Flow Slope 0.002686 fUft Flow is supercritical. ' 08/08l00 Academic Edition FlowMaster v5.17 08:30:31 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 - BASIN C6 - Worksheet for Circular Channel , Project Description Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Elemenf Circular Channel Meihod Manning's Formula Soive For Channei Depih Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter . 12.00 in Discharge 1.76 cfs Results Depth 0.49 ft - Flow Area 0.38 ft2 Wetted Perimeter 1.55 fi Top Widih 1.00 ft Critical Depth 0.56 ft Percent Full 49.04 - Critical Slope 0.003136 fUft Velocity 4.59 fUs Velocity Head 0.33 ft Specific Energy 0.82 ft Froude Number 1.31 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001170 ft/ft Flow is supercritical. ' ~ 08/08/00 Academic Edition FlowMaster v5.17 08:31:00 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' . BASiN C7 ' Worksheet for Circular Channel ' Project Description Project File j:ldocument\99353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Soive For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 ft/ft Diameter 12.00 in ' Discharge 2.24 cfs Results Depth 0.57 ft Flow Area 0.46 ft2 ' Wetted Perimeter 1.71 ft Top Width 0.99 ft Critical Depth 0.64 ft , Percent Full 56.73 Critical Slope 0.003461 ft/ft , Vetocity 4.87 fUs Velocity Head 0.37 ft Specific Energy 0.94 ft Froude Number 1.26 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001895 ftlft Flow is supercritical. . ' ' 08/08/00 Academic Edition FlowMaster v5.17 08:31:16 AM Haestad Methods, Inc. 37 Braokside Road Waterbury, CT 06708 (203) 75-5-1666 Page 1 of 1 ' BASIN C6&C7 . Worksheet for Circular Channel Project Description Project File j:\document\99353199353.fm2 ' Worksheet DISHMAN COMMONS PIPING CALCULATtONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Inpui Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.00 cfs Results Depth 0.66 ft - Flow Area 0.55 ft2 Wetted Perimeter 1.90 ft Top Width 0.95 ft . Critical Depth 0.85 ft Percent Full 66.27 Critical Slope 0.005715 fUft Velocily 7.24 fUs Velocity Head 0.81 ft Specific Energy 1.48 ft Froude Number 1.67 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.006042 fUft , Flow is supercritical. ' 1 08/08/00 Academic Edition FlowMaster v5.17 08:32:42 AM Haestad Methods. Inc_ 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 BASIN C2&C4&C5 ' Worksheet for Circular Channei i Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formufa Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 3.12 cfs Results Depth 0.56 ft Flow Area 0.45 ftZ Wetted Perimeter 1.69 ft Top Widih 0.99 fc Critical Depth 0.76 ft Percent Full 56.19 Critical Slope 0.004327 fUft Velocity 6.87 fUs Velocity Head 0.73 ft Specific Energy 1.29 ft Froude Number 1.79 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.003676 fUft Flow is supercritical. 08/08/00 . Academic Edilion FlowMaster v5.17 08:33:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6&C7&C3 ` Worksheet for Circular Channel ~ Project Description Project File j:ldocument199353\99353.fm2 , Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings CoeKicient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.35 cfs Resulis Depth 0.71 ft - Flow Area 0.59 ft2 Wetied Perimeter 1.99 ft Top Width 0.91 ft Critical Depih 0.88 ft Percent Full 70.52 Critical Slope 0.006465 fUft Velocity 7.35 fUs Velocity Head 0.84 ft Specific Energy 1.54 ft Froude Number 1.61 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.007146 fUft Flow is supercritical. ~ 1 08/08/00 Academic Edition FlowMaster v5.17 08:33:06 AM Haestad Meihods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 oi 1 , Cj,C 707 west 7th Ave. Planning Associates, Inc. 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F ` ~ ~ ~ ~ ' . , ~ ~E r I ~ ~ . ~I Ib ' ~ ~ ~ ~ I ~ ~ ~ ~ ~ P 1 ti ~ Cf I l ~ I ~ Rp r / f F 1 ' ~p ~ ~ ~ ~ ~ I ~ ~ ~ ~ ~ 24.~~ ~ ~ ~ ~ • , ~ TYP' ~ ~ d r . - E 8 CI~RB PER SP~f(ANE t , ~ 3 W 5 ~ ~ ~ ~ ► , ~ ~ •~r v~ + ~ C~UNTY STANDARQ Pl.~~! ~-3 ~ , 34. ti ~ ~ ~ ; ~ ~ ~ x ~ ~ ~ ~ ti f ~ ~ ~ ~ ~ r ~ ~ ~ f L ~ 't , ~ r k J ~ ~ P ~ 1 ~5 I ~ ~ t I ~ ~ ~ k ~ 16. ~ ~ ~ ~ ~ ~ I ~ ~ ~ ~ E ` 3 . ~ i ~ ~ ~ ~ s I I . ~ ~ ~ ~ E ~ ~ s ~ E ~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~~AIN ~GE # i E ~ ti ~ ~ , ~ ~ i ~ , ~ , I EASEMENf E i ~ 3~ I ~ ~I 1 ~ 1 f ' ` ~ 3 ~3.27`. t ~ L~,..._..,~.1 ~ 1 . 1~ ~ t # ~ ~ ~ 4 ' 1 i ~ I~--1~.5 LlTiLI~ ~ E y ~ ~ ~ ~ ~ASEM~NT ti , ~ ~ , , . s , ~7 ~ , r ~ ~fi_BO / ' ~ ~ ~ - ~ _ ~ 5' ' ~ ~ SPOKANE ~~UNTY STANQARD E ~ ~ v I e. y.. ~ ` CONCRE~E lNLET TYPE ~ W/ TYPE 1 ~ f ~r ~ ~ ~ , ~ M~rAL ~RAM~ & TYP~ 2 METAL I ~ , Id + t ~ C`iR101TE. 5Y14 ~~~35.'~4, 14.~~' ~T. ~ ~ I ~ . { ~ ' RAT V.= 1. 7 ; . G E~LE 20 0 9 ~ ~ ~ ~ ~ ~ 3 ~ ~ ~ ~ i ~ i s ~ ~ t i q D ~ j i E~~"~~ ~ - - ~ ~G ~ ~ ~ ~ t a ~ ~ ~ f_" .r ~ 1 ~ ~~-y V ~ w SPO~AN~ ~COLiNTY ~1'ANDARD ~POKANE C~~lN~Y SfiAN~AR~ TY~P R Y 1~ ~H TY 4 ~ 8 0 1~ d E L L P~ T Y P~ B D R Y W E L L W l l' H T Y P E 4 7~ M~ T A L G R A T E A N D F R A M E M~~ A L ~ R A~ E A~ V D F R A M~ ~TA i 6+~0.64, Z3.~~' ~T. STA 1 fi+81 23.5~' ~T. ~ ~~ILAN~ CQ~f~l~Y T = - ~~GIN~~R ~~A E ELE ~009.~~ GRA~~ ~LEV,-20Q9.5~ SCALE: 1 ~F=LV1 LE: 1 "=20' ~ ~ ~ , ; ~ ~ ~ ~ ~ ~ ~i ~~a`` ~ ~ ~ ~ _ ~ ~ ~ ~ ~ ~ 1iLV ~~~d~rl~~~i4f ~~L~. , $POKM[~E+ WA = OEN4CR, CO ~ 7a~ w¢gt x~ .~,~t~ 2~0 ~~o~a ;~e-sa,o DATE: ~ 0/~4~~0 5pokona~ q!A 99204 FAIL' (399~ 458-6844 ~ i r.rr ~ 1O f 04/00 ~~oF wasC y~yy EASEMENT OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFlEO ON PLAN ~ TOP OF BERM ELEV.- 2291 6 ~ TOP Of CURB ELEV. F ~ f S T ER~`` ~ i+ so Fr• 1.5" SOD ON TOPSOIL, SOD s+ . SIONpI ~ INStALLED CONCURRENT WIiH . OCCUPANCY OF AOJACENT HOUSE 3.M AX.~ EXPIRES 912V01 3: 1 (tYP) GRAlE ELEVAl10N ~ 1 5, RAINAGE 3;1 MpX. STRUPTURE NOTE: STORM PIPE PROVIDE FlLTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN RIP RAP i i THE NATIVE SOIL AND THE WASHEO DRAIN ROCK AND BETY4EEN t% THE WASHEO DRAIN ROCK AND THE ORYWELI. BARREL. 1"-3" TOPSOIL ON ~C= - GRADED PONO BOTTOM 11' C:= l~ cv GRADEO POND BOTT0M cn 1.11'-1.28' BELOW SECTIONAL VIEW EDGE OF ASPHALT p ~ TYPICAL POND CROSS-SECTION WITH STORM DRAIN PIPE uJ o NOT TO SCALE a: N , . , TYPICAL 9208' POND CROSS SEC110NS ac aeeoaetee, nc. iOtMf. Y . OOf.0. f0 7Q1 'M 7M fulb 700 (G01)/0!-INO '~Y ft1Y~y, IW 00704 R' • September 27, 2000 Mr. Ed Parry Spokane County Engineers Developer Services 1026 West Broadway Avenue Spokane, WA 99260 RE: Dishman Commons CLC #99353 Dear Mr. Parry: Enclosed please find the residential sub-division quantity list for street and storm drainage items needed to set the bond amount. Please review the list and advise our office of any necessary changes or additional information needed to set the bond amount for the above referenced project, thank you. Sincerely, CLC Associates, Inc. Dou . Desmond Proj ect Manager DJD/cf Enclosures w r DISHMAN COMMONS QUANTITY LIST I I I I I I I I I ~ I 11 TTH LN. I HERALD LN, I FELTS RD. I 16TH SOUTH I 16TH NORTHI ALLEY I ~ STREET LENGTH (FT) 1,350.0 ~ 233.0 ~ 360.0 ~ 1,150.0 ~ 1,150.0 ~ 340.0 ~ ~ STREET WIDTH (FT) 32.0 ~ 32.0 ~ 12.0 ~ 5.0 ~ 14.0 ~ 20.0 ITEM I I I I I I I I I TOTAL STORM DRAINAGE I I I I I I I I I DOUBLE DEPTH I I I 3•0 I 2•0 I 2•0 I I I I 7.0 208' PONDS (SF) 4,710,0 ~ 5,399A 1 630A 1 110,739.0 CATCH BASINS 6•0 1,0 7.0 PIPING (FT) 205.2 ~ 169.7 199•8 574.7 STREETS I I I I I I I I I PAVING 2" ON 6" (SF) 16,800.01 6,800.0 PAVING 2" ON 7" (SF) ~ I 143,200.01 7,456.0 1 1 1 150,656.0 PAVING 3" ON 6" (SF) 4,320A 1 1 1 4,320.0 PAVING 4" ON 9.5" (SF) 5,750.0 1 16,100.0 1 121,850.0 TTPE A CURB (FT) 360.0 ~ 1,150.0 1,510.0 TYPE R CURB FT 2,700.0 466.0 3,166.0 FAX COVER SHEET. DATE: Number Of Pa~es (Includin~ Cover Sheet): SPOK~~£ COU~TY LO ei ti FROyI: cDepartment of Public Worics Engineering Division Department: ~~1Li- GG r/~~&e-eoF ~ To: ~ ~ . F.AX 3 0 COtiIP A.NY• . CITY / STATE: xE: MESSAGE / SPECIAL INSTRUCTION: r-v~ 0,/` v4o •r ~ ~f.~i✓/~/rl / ~ ~ • . ~ ~ SPOK:ANE COUNTY ENGNEERS 1026 bV BROADtiVAY SPOK.ANE, tiVA 99260 FAX # ls` Floor 456-2243 Phone 456-3600 P. 1 COMMUNICATION RESULT REPORT ( MAR. 2.1999 12:37PM ~ TTI SPK CNTY BLDG&PLANNING FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE 329 MEMORY TX 94585562 OK P. 6i6 REASON FOR ERROR E-1) HANG UP OR LINE FAIL E-2) BUSY E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION i ~ E,44X C, . ~ Nurn~er Of Pages (Includmo ~ Cover Sheec): _ SPOWT- COuNrl'X . FR4M: DepArtrrjent of Pubiic yyorks ~ - Engineering Division DepaTtIriC11t: 06VA-Al ~ TO: FAX co~ANY: 6, l'~ ~.~0~ ~ . CIT'Y l STATE: RTZ. c~ ~ FAX COVER SHEE~ ~ DATE: RRR Number Of Pages (Includin~ Cover Sheet): SPOK4AIN JE COUI\UY FROM: Department oFPublic Works Engineering Division Department: 06- O it ~-e, t TO: Fa.X coMPArY: c~t re~ o,-&J6~ CITY / STATE: ~ ~ 1402,V61 RE: ~1 1gSC~ - MESSAGE / SPECIAL IiNSTRUCTION: &C ~ ~ ~ SPOKA.NE COUNTY ENGINEERS 1026 tiV BROADWAY SPOKANE, tiVA 99260 FAX # ls' Floor 456-2243 Phone 456-3600 ~ P. 1 COMMUNICATION RESULT REPOP,T ( MAR. 2.1999 12:40PM • TTI SPK CNTY BLDG&PLANNING FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE 330 MEMORY TX 94830345 OK P. 6i6 REASON FOR ERROR E-1) HANG UP OR LINE FAIL E-2) BUSY E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION I ' 1 I 1 ~ ~ F A ~X COV. ~R SHEET ~ » DAs;'E: ~ ~''~~1 , JL I it ~ SPQ~~~ ~ N'urx~ber Of ~'a;es (Inc]uding Cover Sheet): UKTy ' I • ~ D FRO:M: epaRment af Public tiVorks Engineering Division ~ ~ 6,7L Depaitment: 7L&9!51e- ,--A ~ . To: . ; , FAX coMPANY. - UJ ,2 ~ t ~ ~ CZTX' / S T ~ ~j ~ " .~T~. ~ ~ R *p.• l C~_ ~ • ~ - ~ i ~ ~ d I . ~ ' a ' ! I I 1 I ~ I . ~ - ~ ~ ~ ~ ~ ~ f`~ ~ ~ f Cr 1 ~ , • ~ 1 e f~-~r ~ ~ ~ ~ t`Y, ~a k . _ _ ~ ~1 I f ~ J ~ ' ■ i f ~ ~ a kY ~U~ ~ 1~~~ o z ~ f I ~ ~ f~ 1 r f ~ I F Y 4 I ~ ~~g~ ~ ~ ~~N ~ ~ , ~ I 9S i~s~.~ i9~l.~&} ~ ~ I ~ ~~m~tue~~a . ~ _ _ , 4 ~ ~°aarecT~E" ~ 1~~ ■1 ~ .19~87 ~ ~E~199a67(kQ61 95'~N ggiaN EL 2Sd3~J8` ~mad. ~S`.55f ~•is z~e(~rf 16IH AYE. ~e RiM.aai3.49 ~x-2o+l.as ~ _~uT a+ao 6wS 7+ao e±m wm ~ t i~ kE.zoosaslMio) ~s+cQ . i ~ 2f~nJ vacuEa'r~u :1-~'- _ : r ~,.W~ ~ _ - i . , t~°0 i+tao r ~d t 1 n~D ~iuE ira Pa , ~ - - ~ ~ ' ~ ~ ~ _ ' ~ - EI. ~ -55eH ~ . ~ {mktl~ 1497~Sd]~~ - __~y.,_~_~_~_~-, ~~'~L F-*---- ~ ~ - ' . ~ ~ _ _ _ ~ ~ Rral-2410.SB iEa4020.44{stld 1 ~ r 1 ' ; 1 ~ ~ ~ fS.,~ca._--------~------- - - _f~ ti I ~ - FcNCC , ~ f i ~ I ' ' ' . . I L_ ; ~ ~ ~ _ _ ~ - - - - - - - - ~ !r--~ I 1 ! + I ) I _ ! 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I ~I~ d" ~f y : ~ L:-~` a'i r~ f_~{~ r~! i Y I ~ I ~ ~ i l l i ~ I 4 L L t I I 1 i~ I ~ 1 ~ { ~ ~ I ~ ; ~1 , I - y ~ ~ i ~ P ~ ~ ~ ~ ' ~ ~ ~ x I I ~ ~ ~ +irow ~ ~ rrcqo I i I I ~ I , ~ a' ~vER,~a+ s+~ues I I r I ~ ~ r ~ ~ ~ r wcao ~ e' waaa ~ I ~ ~ ~ ~ i i i i I i i 1 ~ ~ ~ , i ~ ~ ~ ~ I i ~ 11 ~ I a i i ~ ~ ~ ~ ~ ~ ~ f t ~ ~ ~ 1 ~ i ~ i ~ i I i ~ i i E ! i i ' ~ i " ~ 1 i ~ i ~ ~ i i , ~ ~ i ~ ~ ~ ~ ~ i ~ i i , ~ i ~ I ..i R 1 ~ i ~ i, i i i ~ ~ i i ~ ~ ~ ~ ~ ~ I 1 I ~ I f I ~ ~ ~ I ~ ~ I i ~ ~ i 1 ~ ~ 1 ~ ~ ~ ~ y ~ ~ 5 ~5 . I WN 202}.39 ~ 1 * iE=io~SO3[~1 - 1 ~ ~ ' ~ ~ ~ ~ ~z_~, a ~ ' , i ~-y i ~ ~.J ~J a ~ ~ 4 ~ I 1 w • ,^f ` ~.s /n _ 1 7 Memorandum To: Pat Harper, Doug Desmond, and Ed Parry From: Gary Nelson Date: 10/31 /2000 Re: Dishman Commons and CRP 2875 -16t" - Dishman Mica to SR 27 Attached is a 10/23/00 memo to Bill Johns outlining the proposed typical sections for Dishman Commons and CRP 2875 - 16t" - Dishman Mica to SR 27. Bill Johns approved the sections, as you can see by his signature on each one. Doug, please modify your plans accordingly. Pat, please get the zone change conditions modified accordingly. Ed, please check the plans accordingly. Thanks to you all for your help in this effort. : x~ 1 - ~ ♦ ~ 'Me11.orand To: Bill Johns CC: Ross Kell ,'at Harper, Doug Desmond, and Ed Parry From: Gary Nelson Date: 10/23/2000 . Re: Dishman Commons and CRP 2875 16" - Dishman Mica to SR 27 Bill, attached is the recommended typical section for CRP 2875, which is 16t' - Dishman Mica to SR-27. This section is identical to the section you recentiy approved for CRP 2791, which is 16'h - SR27 to Sullivan. Also attached is a typical section for Dishman Commons along the frontage of CRP 2875. The,onty difference in this section is that the sidewalk is separated ftom the curb by a 15 feet~,wide-landscape strip. This typical section will apply where there is no parking strip aroun'd'the Avista poles and at the intersections. - The third tVpical section is also fvr Dishman Commons along the frontage of CRP 2875. _ This section applies where parking is allowed. The difference befinreen this section and the {-T-- 'secoRd one is that the parking stnp is added. The parking strip width is deducted f rom the 'c - - 45'`feet'wide landscape strip. .-=r- The-sidewalk , is separated from the curb along the entire length of Dishman Commons. This alfows the sidewalk to be located behind the Avista power poles, which exist along the south side of 16`h. The parking strip will be eliminated in the area of the power poles, and the curb will go around the poles. ' These sections require that the zone change conditions for Dishman Commons be modified. The modifications required are as follows: 1. The typical section should be changed to match the attached sections. 2. The ROW dedication should be changed to match the attached sections. 3. The Future Acquisition Area requirement should be deleted. 4. The paving requirement on the north side of 16'' should be waived in lieu of a cash payment to CRP 2875 to undertake this requirement I have discussed these sections with Ross, and we recommend that you approve them. r.~;~;sa. ~f. W ,~A Mi -f. T 2+'• # A S ! ,F.- T ^ -"'i.l~• r..` _ ip~t" ~hY _ ai.,z r,T T_ 'i ~ ~ ~ 1",J I . PROP. ' SECTION PROP. R/W LI N E . R/W 30' ~ 30' ' , - EXIST. ~ EXIST. R/W ~ 20'-30' 20'-30' R/W , ► , . 2, 5, 2, 3, 12, 6, ~ 6, 12, 3, 1 2, 5. 2 ~ " ►j~ ► ► ~ ► SIDE 81KE TRAFFIC TURN 1'RAFFIC BIKE SIDE WALK LANf1 LANE IANE I.ANE _ANE1 WAIK 4' ~ MAx - 1' ~ ~ ~ MPX . q.1 I .:.::::::.:....:...~:tutli~~o1~~~rrrrr,~,~~rr+~~,ir,u,!~+~~~r~~~rrr~rr~~,~r~r~1111~11~~Aer~~:'.L . M.~~•~/!j~/j~/j~/~:/j ' M x ~ N~ 4'• / i i , i~ ~ T i . - . -i. ~ ~`i~`i~`i~`i~`i~i~/~i~i~i~ '~ivV~/~ N N N~~~~~~~~~;:~~~y~~i~y ~ ~i i~~i,,~ ~ ,,i i,~i~~i, CEMENT CONC. ASPHALT CONC. PAVEMENT CURB TYPE "B" (CLASS "A" AND CLASS "E") CRUSHED SURFACING BASE COURSE A V FROM DISHMAN MICA TO SR-27 -TYP CA _ SEC- 0 ~ L,,own tiy oale: 5pokane c;ounty C. R. P. 2875 SHEET ~Lsoo SCALE Public Yor~cs APPftOVE s_I, o~ L~ssiqned8y Engineering end oa s Division 16TH AVE. II I;.T+ 10, f~8 00 HpRIZONTAI: NONE 1026 Wesl Broadwpy Avenue NONE O~ Checkud 9y. Spakone. WA, 99260-0170 Oote G D I S H M A N M I C A TO S R- 2 7 __wf~~_ 10/~8/00 • I ~RpCAL• 477-3600 ~ [ I . , AVISTA POLE LINE EX►sT. SECTION EX,sT. R/w LI N E R/w 30' ~ 30' 13' R.O.W. DEDICATION 0' FUTURE I AQUISITION AREA ~ ~ 3' ~ 2' S' 2' 3' 12' 6' ~ 6' 12' 3' ~ 2' 15' S' ~ ~ ► ~ ~ ► -41 ► ~ SIDE 61KE TRAFFIC TURN TRAFFIC BIKE LANDSCAPE STRIP SIDE ~ WALK -ANE LANE LANE LANE _ANE1 WALK M AX - MqX ~-1' ~ „ ~ , f MA k , ~ ~~~~~~~~~~~~~~~~~~i~~~~~%~%~• ~ ,~~.~i/ j)~` ~~i, ~ ~ , . N~i~~~i~\ ; CEMENT CONC. ASPHALT CONC. PAVEMENT CURB TYPE "B" (CLASS "A" AND CLASS "E") CRUSHED SURFACING BASE COURSE AV D SHVA\ COV\AO\S FROM DISHMAN MICA TO SR-27 -_YP CA _ SEC_ 0 \ WITHOUT PARKING STRIP 4 nrown oy oote: 5pokane c;ounty C.R.P. 2875 Im 10~a o SCALE Public Wor~CS , ~1PPROVE SHEET oesiynse ey. Engineering and Roa s D~vision 16 TH A VE. i~~~ '0 ~800 HORIzpN1AL: NONE 1026 Wcsl BroadMOy Avenue Che~Y BY 10 18 OD yFRnCAL: NONE Spokone,477_36~60-0170 Dale• ~ ~ DISHMAN MICA TO SR-27 °f . EXisT. SECTION EXIST. R/w LI N E R/w 30' ~ 30' 13' • y~ ► r ~ R.O.W. OEDICATION 0' FUTURE I AQUISITION AREA ' I .5' , Z S 2, 3, 12, 6' ' 6, 12, 3~, 9.5, 7, 5, , ► ~_81P- _ Y_ -r _ SIDE BIKE TRAFFIC TURN TRAFFIC BIKE PARKING ~ANDSCAPE SIDE 4. J WALK LANE LANE L A I NE LANE _AND LANE STRIP WALK AX. ~ ' A X q _ 2/p~ ~ . 2q / 4.1 M.. . e A~` e:i~.iilJJr11111.tU111111J11111✓1i11JJ111J11J1t1 ~ _ • • • , ~ •,v.• . ,a , . , , ~ X;~ 4; 1 MA 4. \N CEMENT CONC. . ASPHALT CONC. PAVEMENT CURB TYPE "6" (CLASS "A" AND CLASS "E") CRUSHED SURFACING BASE COURSE A V D SH V_A\ COV v 0\S FROM DISHMAN MICA TO SR-27 _YP CA_ SEC_ 0 \ WITH PARKING STRIP ,,ora«^ oY °ote: Spokane t;ounty s.f+ I~v! c SCALE public Wor~CS APPROVC C.R.P. 2875 SHEET QpsiQncd 8~ Engineering end Roa s Division 16 TH A VE . A-i, 10 18 UG Hp(i1jQNTAL ►JONE 1026 Weal Broodaoy Avenve CheN~~ay ~a ~e oo 5pokane.»_3600 99260-0170 _ J~ VERiICAL: N~,E + Op~ DISHMAN MICA TO SR-27 ' ~ I ► ; _ . S P O K A N E i'• - C O U N T Y DNISION OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., Counry Engineer October 11, 2000 Oi'~'im chwab, P.E. CLC Associates, [nc. 707 West 7h Avenue, Suite 200 Spokane, WA 22904 SUBJECT: P1859 - Dishman Commons Submittal Acceptance Gentlemen: We have conducted a general evaluation of your recent submittal for this project, and we find that this submittal appears to meet the minimum standards of the Spakane Counry Standards for Road and Setiver Construction ("SCRS"). We are, therefore, able to accept your approvat ofthe plans and calculations for this project. In accordance with Section 5.02.D of the SCRS, this plan acceptance is valid until October 11, 2002. If the facilities are not constructed by then, you may request an extension of the acceptance for an additional two years; however, the plans may need to be revised to reflect current standards prior to granting the extension Please note: 1. The County's acceptance of this submittal does not relieve the sponsor or his agents from any liability related to portions of the design that are not in conformance with the SCRS, or which do not follow good engineering practice; 2. All permits and notifications necessary prior to construction are the responsibility of the project Sponsor and/or his assigned agents; and 3. The Sponsor's Engineer is required to conduct inspection and testing work and submit Record Drawings and inspection reports in accordance with the SCRS. 4. Final coordination regarding the County Road Project for 16'' between Dishman-Mica Road and University Road needs to be completed, and the project pians adjusted accordingly prior to the release of a permit for the 16`h Avenue improvements for this project. 5. Plans for the offsite pedestrian paihway (along 16`h from Felts to University) were not included in this submittal, and are still needed prior to the start of any construction on the pathway. A set of stamped mylars and a copy of the accepted design documents are enclosed. Sincerely, William A. Johns, P.E. , Spokane County Engineer P~. a~P.E. Plan Review Engineer cc: Project Sponsor R`, e- vAi ,e~~,:er Projert File 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 , r- ~ ' f S P O K A N E C O U N T Y DMSION OF ENGINEERING AND ROADS A DIVISION OF TI-iE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer September 28, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 West 7`h Avenue, Suite 201 Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons 34..-eSubmittal Gentlemen: We have conducted a cursory review of your September 12, 2000 submittal of Design Documents for this project, and we have found that the submittal generally does not conform to the requirements of the Spokane County Standards for Road and Sewer Construction or the Cruidelines for Stormwater Management. We are, therefore, unable to accept your submittal for construction at this time. The attached comment list contains the items of concern that we discovered, and it is not to be construed as being comprehensive. Given the number and degree of items to be resoived, a Pre-Submittal meeting must be conducted prior to the next submittal, so that all parties can ensure that the comments are adequately addressed prior to the next submittal. If you have any questions about this review, or to set up a convenient time for the Pre-Submittal meeting, please contact Ed Parry, P.E. at 477-3600. Thank you. Sincerely, William A. Johns, P. E. Spokane County En ' eer • iv. Edwar . . Plan Review Engineer encl.: Design Documents - plans & calculations Comments (5 pages) Checklisis: ESC & 208 Lot Plans cc: project file reviewer (comments only) Sponsor: Northwest Regional Facilitaiors 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Flaor) • TDD: (509) 477-7133 s Tim Schwab, P.E. P1859 - Dishman Commoos 3'd Submittal September 28, 2000 Page 2 of 6 Items remaining from 1' submittal: ~T.,.a D tt~ ~ r l,,..~-' f .;I£Ec,i~-~'i--r-ttCj_ 2) Sheet 2: r'~~ ~~eed49-Shew-h6vr-+h: ::i "i-b-al.z~~ ~ , r -eF Pele-fff . , J . 7kpfil ~ . 2 g0les--'32C'd-Ee-bc -ttdtC-a+ed !^A A;~t- b-'i c) Should provide a standard plan reference or a detail callout for the "traffic candles" (callout #2). Has this been coordinated with the County Traific Engineer? (Needs to be coordinated with the County Trafjic Engineer){The troffir channeling device sbould be noted as uto be installed by County Trafj`'ie Engineering Dept- " d; S miietis--($r-;kFeet-li.-ghts-71ietild b2-itidieateE# e-3 ~-.v:,4 . 4.5) --tLe-^FFI}-e iti' ieaied Ax~ . eRaRC-0 BFF_ss-~-~~ e , (ealletit ;9'a? ~~d . vipe he~ ` 3) Sheet 3: a}---T:fiPcF-Sh.6i.i1f~-i++af,.l ,...I1,•..+5 b-}-it . . ILA f3+RAW11 4) Sheet 4: b) LfeF G 5) Sheet 5: a.`, . e . offset ` ?e'-f3ll E-lc tec•iEti t.~ :.`--r~ " 6) Drainage Calculations: a}--Eer-ti€ielei;A#-t~ d2-T(~}~:~ s:.~s~,-r 4 04etrId-be-yFek-+ded-(~}r~' _ . -.4~ . . , ~ ' r'~•i:':~ I~: ';r.~.`, . r~~ ~frti--t?~t° '~-i-ff~f~}F?~fF1{~F~~t~f~E~}~'sFE'-f}?~ ~ ~ . ~-F~1-f-~fFr-f-E~:S=-~'r3c~F~Hf~-r'-~~Efi/.-F.' ~ 3'~f.'•~Niff,~E~*L~: ';'fJf?-'r~?E2 h.~ieke~, c) Sub-basins need to match the basin map (e.g., Basin A) (Need to indicate topography. The contours on the road plans in the vicinity of Lots l0A through 6A indicate th4t there may be offsite areas flowing onto the site. If there are contributing offsite basins, and they are to be cut of, j; then the plans will need to reflect that) {The transmittal letter bears a statement of engineering opinion on thb mutter. The letter needs to bear a signed, dated P.E. stamp} .g.. Basifi,,k) ~ . ~~~~-~rr~~emiotfs-~~-~-~,~:~`~c-~1~~-~ J) "C" factor of 0.10 for Basin B(as an example) only works if those lots are kept in lawn. How does that fit with the development plan? A typical lot development plan might be helpful in dacumenting the assumed drainage surface factors (Not clearly addressed; basins need to be evaluated at the i" built-out condition) {Tlie project owner has indicQted thut the lots in Basia B will be multi- ~j family lots. The basin needs to be evaluated at the built-out conditio». A ical lot develo ment !an needs to be ineluded to s ort the design ass ' ~p p P upp umptions for Basin B. "C" factors for the . , Tim Schwab, P.E. P1859 - Dishman Commons P Submittal September 28, 2000 Page 3 of 6 peak flow culeulations (.28) and the storm volu»te calculations (33) also need to be eoordinated (check for all basins - these are an example) } J•.sV ~T[ ten~ nnlnr "CC~C'LCTs'?Y~'f'1~•~ ncri~.t~n~ ii.J7CCfT'I«( n .r .n~.l~n~_i1~,c~ v "fQpl~lliC~i~~`T~rIT7C - -r - h) Grate calcs work if the 6" water depth doesn't obstruct the roadway. Need to maintain at least a 12' clear lane centered on CL. Grates should be evaluated for the flows they actually receive [Grate calcs need to be coordinaied wuh the plan callouts and curb conditions] 74-ReF pFek-tetfs-e-iihai-l. -ft1-l V:-afe-j),FiYate-thefa41~s-a+A-s~ eeNN-iier-s" :kssee-iatte 8~ \ I . manual. Jtfti4 ` d ! i 9) Pavement Design: Need to include CBR test data & calculations, data used to convert CBR to Mr (Data was provided with this submittal. Technical Reference B of the Standards does not indicate that a direct conversion of CBR to M, is an acceptable standard method for determining M,, Approval of a Design Deviation Request will be needed for this method, per our 13 July 00 e-mail correspo»dence. The County's evaluation of this approach has found thot CBR tests are too variable among samples wfthin o soil type to be a reliable predictor of the M, value. The CBR variability appears to be borrre out by the test data provided. Please obtain the County Engineer's approval of a I)esign Deviation Request for this method prior to the next submitta!) fiVeed to lnclude copy of the approved Design Deviation. Pavement widening cross-slope calculations are needed in eaeh submittal; these were received on Sept 28"61 10) 208 Lot Plans: Need to include a swale section detail for those lots with swales (Swale section detail was »ot received with this submittal) {A separate sectio» cut sheet u needed for Block 1, Lots 3,4, & 6. Please refer to the "208 Lot Plon Checkllst" in tke GSM, a copy is attached for your reference} Items noted on ZdSubmittal: 208 Lot Plans • Lot 3, Block 1: n.~Un l le 1~in .~i~.e r.f l~~r~ r~rni inrre nnrniiinil r» I r~. l 1_ glQeT'` 1 1~~.~ •.i~l .-ill ..nnt~ ee b,+ ^~nr/:nnl~ ne~ L/ J ~ U 3L pafate~ ~ . Storm Drain piping will need to be contained in an easement (Need to tweak the easemenl dimensioning - see redlines) • Lot 6, Block 1 Blecii . , ed te-be-dedieaEe~ ~ Storm Drain piping will need to be contained in an easement (Need to tweak the easement dimensioning - see redlines) • Lot 4, Block 1 A-sepafa{e4Fae~4s-iieeE4ed !aF-PeRd-B Storm Drain piping will need to be contained in an easement (Need to tweak the easement dlmensioning - see redlines) • Lot 2, Block 1 North line of the Drainage Easement needs to be d.imensioned aiong the 16`h Avenue R/W line; east Iine needs to be dimensioned. from the 16`h Avenue R/W (Are drainage easements still contemplated for Block 1, Lots 2& S, as shown ort prevlous submittals?) Tim Schwab, P.E. P1859 - Dis6man Commons 3''d Submittal September 28, 2000 Page 4 of 6 Sheet 2: Drainage easement for pipe system needs to be dimensioned (7eed to tweok the easement dinrensioning - see redlines) Sheet 4: C-a4etK zeds-te-~~ C-alletit . - )ag-e 944a . - - t-amp Sheet 5 ced4-e-~',dH; _ 4 y ✓ i ` Lafle) Pipes need to be indicated in profile; profile of piping system is also needed (GSM, para. 2.I.a) {Previous comment should have been clearer: Pipes erossing the road and CB's ott the curbline need to be shown in the road CL and curbline profles, as well as in profile along the pipe route} Tract C limits need to be clearly indicated {Tract C(contains Pond uA dlmen.sions 8c bearings need to be indicated} %Z-U~4 be-eeefdiiiated . V' . Sheet 6 Pipes need to be indicated in road profile; profile of piping system is also needed (GSM, para. 2.1.a) {Previous conrment should have been clearer: Pipes crossing the road and CB's on the curbline need to be shown in the road CL and curbline profiles, as well as in profile Qlong the pipe route } 1 , &trb Id-L.'-11YTiil'i-C nt ail ~ Or. C,eut Callout #2: - 1i-bas-i~ Grate elevation needs to be coordinated with T/C elevation (With the typical 2" depression at the inlet, the grate elevatlon = T/C - 0. S' for a Type R curb) &i4oW, '7: `4~t~ Callout # 14: Grate elevation needs to be coordinated with T/C elevation (W'uh the typical 2" depression at the inlet, the grarte elevatioa = T/C - 0. S' for a Type R curb) Detail ##4: Is the private road in a tract or an easement? (aeed to indicate "Easement" or "Tract" in the detail - see redlines) Sheet 8: De+ail ~ . tit ;Y9r'81Teet--4- Detail #2: Need to indicate easement dimensions (Need to tweok the ease►nent dimensioning - see redlines) Tim Schwab, P.E. P1859 - Dishman Commons 3'd Submittai September 28, 2000 Page 5 of 6 9evelepet-+~s-?e-c~E~r-.d-B4n-a-sefmtlate-t+a~ , , ~~~e~r . e~ .~!,~e~~~ti+-8t:Feftst~T-ter+t De6a R : gFading ; th~ ilie pi-ap.,Sed-easenie~-'-" ~ k t~-{e-l-~~!Avel-lt-S--c.itai efida-ItIg He: Detail #6: {Deleted entire detail - no further action needed} n! the-~vLVV id gisnn1„zM r.eedr /e be d.:~ie.....:......d D lW'1:..,. , eH i:•idi nlle..t 44C!ienf 9 AOV dees »e1 elinreanh j~VIT ~lµblin ~ I«t. AI'hAri.`fe~_.. n T .ne.i ..a .~J_ t_ !_,3 ^.'.~n+~r.-..-r i.•.fIw~Z~ N~• ~ V r.\`blil\.\.1 Detail #9: .Dzvelep-e-f-RA e~1,p<< L~LGly7d G n ne» n t- n f_ # r n i. { ~T~.. r CeIT~~iTi~~LTI-R-ee g d renE.tY..r ..1•.eti ~•ill nen•~ f~~ ba = ~~i-nviCiRTCV~IZG ti ~ c. FJTQ 1- fu . ~e G'eiiirnnknr j:~n r~ . n., nI4•..-.~nN~ HCInl ~r~C7IITi & r~{'T~~c~~ nl-' n +~Z2~TTZ . . ' -~T"- p'rC~L selected • p7r' T~i.!~j~LFi 'rL.!~ ~ `_iL g ♦ ~~-~~~t~.-{~}~ J . r a Pipes need to be located within easements {Easements need to be dimensioned along the Lot liRes, irtstead of from another easement U»ut} Sheet 9: -afflieetien betw,,.,,, 1 (411 Avenue aL-ai b~iI7~ITYL. Ca~[11t11.~iZ:n f7YL..l nnn-~rr~'? `.3 CII~~~rclil~ iV~CC~n!{ b•~t••••~ end i. 1-'+r^ C~ rIVL i1TTi-it'~! ~ ~~illl li[t_~r~f_~r^^~nfsr»i• 1rStt'.~, f6f the niudit. r [lio Ir.tn ~~r n.-I h.• •~~ir~ nn-.-~ tOLTTC- ~ Pefliapsitist ' • . ~}etiee-~-eRti'a ,,,,l,~ ~,nt.n and 17`'' ° - e~.~~r~e+~ . \i 77~ r ' ~ J~Mt n T ! ~1 r~ PiiTirr-rsnir eE~rT 'ePH-160-1 :1••,, „a t 7'•n IC,,.! tY • Wle afe tiffable tA --F eeiistaie~ s if the fead ali" met, Ores{.'~H seB-aF E6-St..-Riaa-bf-seutli31M~-bel-wleerr44th . -~m_~~id 1-7`''-I=a,ie E ig ~t ~ Callout #3: Need to indicate station (Need to indicate station at Felts Road approach} Callout #4: .~e . ~t. `f ~e-~eWIFi-~-~e.,:~e~r~;~l.reaatt~-.ol--Etrb t~t-and wiN3-d,tai' 6'Shee* 4{Deleted callout - no further oction needed} Basin Map: How will the lots be graded to provide the Tc path shown for Basin B2? {The response indicates that the longest Te path would provide the more conservative result. I» fact, o shorter Tc path would result in a higher peak flow rate. It appears that the "substantial conformarnee to the basin liaes" could be noted by some spot elevotions or notes on the road & drainage plans} How will lots be graded to provide the basin limits contemplated for this site? {See comment above} Lii~fRTIT ~VTBn r•'A~TRJT& B I• n n d li i» i1 n er & nn rl ( l. c J Tim Sc6wab, P.E. P1859 - Dishman Commons 3nd Submittal September 28, 2000 Page 6 of 6 Pavement Design Calculations: ~ , `E~i ; . _ as-eppesed The Test Pit Map needs to indicate where the CBR sample was taken from ("...from the approximate site center..." (Jay Logan's 15 June 2000 letter) is not a very accurate description). The samples are typically taken from within or very near to the roadway corridor. Need to provide sieve analysis results for the sample used in CBR testing.{Addressed in the Design Deviation. The fact that thls particular method of determining the 111, value was accepted through a Design Deviation should be noted in the report narrative} Roadway width, pavement section, and timing of construction should be coordinated with the County's Engineering Design Section. A County Road Project between Dishman-Mica Road and SR27 is anticipated for 2003. iWas thls addressed?} Items noted on this submittal: 1. Submittal Checklist: Basin Map, Pavement Widening Cross-slope calculations, and copies of the previously approved Design Deviations were not initially found. Basin Map was later retransmitted, and the initially submitted Basin Map was later found in the Pavement Design booklet. All the necessary elements need to be included with each submittal. This saves time and confusion during the plan review, and in scavenging the project files to put together a set of Final Accepted Design Documents. Please note that a lack of a comment on a particular element shouid not be construed as an "Acceptance". The County Engineer's Office provides an "Acceptance" of the entire Final Design package when all the elements are acceptable. 2. I,ot Plans: Generally need to tweak the easement dimensioning - see redlines 3. Drainage Caiculations: a, Pipe runs need to be coordinated with the plans. Some additional labeling is recommended b. Calculations for storm line "A" were not found in this submittal c. Calculations for the outfall pad sizing & rock gradation were not found in this submittal d. Subbasin limits also need to be clearly delineated, to coordinate with the "C" factors assumed 4. O& M manual: Needs to be provided prior to plan acceptance. Please refer to GSM for guidance on the necessary elements Submittat Cliecklist for Road & Drainage Projecfs iu Spokane County - Plats/Short Plats Thzs Submittal Checkfist is to be completed and signed by the Sponsor's E»girteer, and included with ench plan subii1ittal 1)110 the Spokane County Engineers Office. If thrs forrrr is not fully completed and sigrred, clo not submit plans and caleulations to Spokane Counry for review and accepta»ce. Incomplete submittals witl be - returned and will cause unnecessary delays for your client. Pro}ect Name: 'v S . Spokane County Project No. -Date: Project Engineer: ~~'~1=.S~...,7~f Phone: Project Sponsor: 9zmE A'Q!oQQ~rx) Phone: _9,r 4~U "574o A. Preliminary Process Prior to Submittal of Road and Drainage Pla.ns, the followi.ng evemts are to have already occurred: (13y checking each item off shoivn beloiv, you are stcrting lhat you hwe verified these eventsJitems have beerr completed.) ' 0' Adoption of a Heari.ng Examiner's Report for this long plat, or a Planning Report for this sbort plat. [;r-- At least one Pre-Design Meeting has been held with County staff at the Enoeers Office. Cl-- An "Agreement to Pay Fees" has been signed by the project sponsor, a.nd submitted to the County Enoeers Office. A Cba.nnelization Plan (e.g. signing and striping plaa) of public roadway improvements, has been coordi.nated and discussed with the County Engineers Office. B. Road and Drainage Plan Submittal The items listed below are to be provided as a minimum with a road and drainage plan submittal. Additional information may be required to demonstrate that the plans meet all applicable sta.ndards. (By checking "yes" for each item shoivn below, you are verifyirrg that these items have- been-completed and crre included in this submittal. For any boz checked "n1a a written justification oj any omissions at the end oJ this section is required.) . , - . Item DescriQtion - - - , Crlyes Road and drainage plans, two print sets. (CertiScation-statemeat on cover of plans) ~ - ❑ yes Q~n/a - One set of plans on 24" x 36" mylar media, or CAD electronic file DWG or DXF format [[?'yes Each PIan Sheet of record is signed and.dated by the project'sponsor.: • . - _ 0-yes - The coad and drainage design :meets the requiretnents".'of'State-taw,.WAC 196-27:regar4ing "confornvty with accepted standards';.that is, the design reflects-;the:"state of the-practice" for the psoposed concept. 9,'yes The plans, Drairiage Report, basin map(s), and a.ny -other.calculations are stamped,. signed _ and dated by an engineer licensed in the State of Washi4ton: 1 W-yes O nla Drainage Report, two sets." To include: basin map(s), time of concentration routes in basiJ4 , map, and Certification statement on cover of reoort and basin map. O yes 3'n/a Geotechnical Report, one set. (Include all soil test pit/boring logs.) . W'yes O n/a Structucal Pavement Ca(culations, one set 0 yes Lnia Cross-slope grade calculations fo~ad xvidening projects. {l • • ~ ' ` . L Item Description 0 yes e n/a N-laintenwice Manual and Sirilcing Fund calculations for drainage facilities located outside of County road ciot-of-way. O yes 0,0'~a Written explanation of who/what entity will be responsible for maintaining drainage facilities which are located outside of public road right-of-way, and that the plan is acceptable to the County Engineers Office. Cl-yes 0 n/a Channelization Plan, or signi.ng and striping information provided in the road plans. To be included in road and drainage plan set. ' Q'yes 0 n/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Findings and Conditions (short plat), for this project. The design meets the conditions in the re ort. Ot--yes D n/a Copy of Approved Design Deviations. T '~;~.r•■~ O n+ ~ 0 yes C~-n/a Fire District Approval, for private roads: C3--yes ' 0 nia Lot P1ans. Required for any lots with drainage easements and w hich front a public road, or for [ots which receive and treat runoff from a public right-of-wa . :TO ~C y Am 0 yes Brn/a Any applicable State and Federai pernuts have been obtained. (i.e. HPA, JARPA, etc.). For Permits with conditions, a copy of the permit and conditions are i.ncluded in the plan submittal. yes O~nla Inspectioa Agreement beriveen the sponsor and its engineer. [J yes 13' n/a For off-site easements to be granted to Spokane County, the following items shall be included: legal description, exhibit, and proof of ownership. @--yes 0 nla Erosion Control Plan, required for "Major Land-Disturbing ct~vity." To be included in the road and drainage pla.n set. Expla.nation for any items listed above which are not included in this submittal: 'Ch-c rvla ~oox i ~rc.ti ~ ~r,~~ ~~c~v~p •v o . Go.h~~r me- lou (Note: an insufficient justifica[ian of why an item «+as not included in the subrrutted, or incomplete documents, may result in the submittal being returned without review or Nvithout acceptance. Provide attachments if necessary.) By signing below, the engineer is stating tllat the information provided in the submittal is complete, that the information provided in the Submittal Checklist is accurate, and the plans and calculations are in accordance with the Spokane County Standards for Road & Sewer Construction, and the Cnlidelines for Stormwater Management, except where an approved Design Deviation allows otherwise. ' Engineer's Signature: Date: 2 00 Engineer's Name: ~ -rLmsoy A. s~UwAI& - - . . . (please print) If there are' any questiorrs about this form or appropriate procedures, please call Development Services, -Spolcarie Co.unty Public Workr, at (509) 456-3600. : . . . - . For Spokane County Use Only . . Submittal No: Coun Plan Reviewer: ?A01 . . . . ~ . . . . . _ . . ffAccepted in for Review ~ ~ Retumed to the engineer without -w~ris~~ebbt acceptance, See attached letter of expIanation. Processing Date: Submittal Cliecklist ? Spokane Counry Public Works; Aprit 29, 1998 EROSION AND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON THE APRIL 1998 EDITION) Page 1 of 3 Submittal of Pians An ESC plan is required for major land-disturbing activities that require a permit or plan acceptance by Spokane County. An ESC plan is not required for minor land-disturbing activities. An ESC plan, when required, shall be submitted with a petmit application prior to any land- disturbing activity. ESC plans are only required to address the area of iand that is subject to the land-disiurbing activity for which a permit is being requested. Although others may prepare the ESC plan, the permit applicant is responsible for ensuring that all requirements are addressed in the ESC plan. The ESC plan is required to be on file at the County, although it will not be reviewed or approved by the County. Plan Contents At a minimum, all ESC plans must be legible, reproducible, and contain the following information: Provided N/A Title Block Name of property owner Name of permit applicant Name of contact person at project site Project address Legal Description Name of person preparing plan Professional seal (required for major land-disturbing ESC plans) Description of project Description of ESC measures Description of existing vegetation on the site Location of any existing water bodies Date plan was prepared Scale of drawing North arrow Property boundary and dimensions Vicinity Map Lisi of soils on-site (information may be obtained at the County Soil Coaservation District) Certification statement by the person preparing the plan that the plan meets the ESC plan requirements as listed in chapter 4.5 of the Guidelines for Stormwater Management. 4.5.430 ESC Requirements for Minor Land-Disturbiug Artivities Though an ESC plan is not required to be submitted for minor land-disturbing activities for which a permit is required by Spokane County, the Performance Standards and other provisions of this Ordinance shall remain in affect. The provisions of this Ordinance shall not govern minor land- disturbing activities for which no permit is required. However, individuals/property owners undertaking niinor land-disturbing activities for which a permit is not required may desire to ensure that such activity protects adjacent and surrounding private properties. EROSION :#JND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON THE APRIL 1998 EDITION) Page 2 of 3 4.5.440 ESC Plan Requirements for Major Land-Disturbing Activities All ESC plans for major land-disturbing activities shall be prepared and have a seal aff'ixed by either a licensed professional engineer (PE) or a licensed landscape architect (LA). Both the professional engineer and the landscape architect must be licensed in the State of Washington and be knowledgeable in both hydrology and ESC practices. The following fifteen (15) items shall be addressed in ESC plans for major land-disturbing activities. As site conditions dictate, additional measures re(ating to ESC, as determined by the licensed professional engineer (PE) or licensed landscape architect (LA) preparing the plan, shall be addressed in order to meet the intent and purpose of this chapter and to comply with stated performance staadards contained in section 4.5.520. Special site conditions may include, but are not limited to, steep slopes, slope length, soii type, or vegetative cover. 1) Coastruction Access Route Addressed: N/A: Access for construction vehicles should be limited to one route whenever possi'ble. The access route must be stabilized to minimize the tracking of sediment onto public roads. 2) Stabilization of Denuded Areas Addressed: N/A: Stabilization of all exposed soils to prevent soils from eroding aad depositing sediment downstream. 3) Protection of Adjacent Properties/Water Bodies/Public and Private Roads Addressed: N/A: Protection of adjacent properties, water bodies, public and private roads from erosion and sediment deposition. The intent is to keep sed'unent on the project site and not allow it to reach adjacent properties, water bodies, and public and private roads. 4) Protectioo of Inlets Addressed: N/A: Protection of downstream inlets to drywells, catch basins and other stormwater managemeat facilities. 5) Increased Runoff from Construrtion Sites Addressed: N/A: Consideration and mitigation of the effects and impacts of increased and concentrated runoff from land disturbing activities on downstream properties, water bodies, and public and private roads. 6) Washoat Site for Concrete Trucks aad EQuipment Addressed: N/A: Designate the location of a slurry pit where concrete trucks and equipmeot can be washed out. Sluny pits shall not be located in a swale, drainage area, stormwater facility, or water body nor in an area where a stormwater facility is proposed. 7) Material StoragelStockpile Addressed: N/A: Identify location for storageJstockpile areas, within the proposed ESC plan boundaries, for any soil, earthen and landscape material which is used or will be used on-site. . " . EROSION AND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON THE APRIL 1998 EDITION) Page 3 of 3 8) Nlaintenance and Permanent B1VIPs Addressed: N/A: Maintenance of ait erosion and sediment control BMPs is required during the land-disturbing activity. Regular inspection and maintenance of all erosion and sediment control BMPs is required to ensure successful perfvrmance of the BMPs. Permanent BMPs shall be included in the plan to ensure that successful transition from temporary BMPs to permanent BMPs occurs. 9) Clearing Limits Detiaeation Addressed: N/A: Field identification and delineation of all clearing limits, sensitivelcritical areas, buffers, trees to be preserved, and drainage courses. 10) Sediment Trappin~ Measures Addressed: N/A: Design and construction of sediment ponds and traps, perimeter dikes, sediment barriers, and other onsite sediment trapping BMPs as necessary prior to the start of other land disturbing activities. 11) Cut and Fill Slopes Addressed: N/A: Design and construction of cut and fill slopes in a manner that will minimize erosion. 12) Stabilization of Temporarv Convevance Channels and Outlets Addressed: N/A: Design, construction, and stabilization of all temporary on-site conveyance channels to preverit erosion from the velocity of runoff from storms under developed conditions. Design, construction, and stabilization of all temporary conveyance system outlets to prevent erosion of: stormwater facilities, adjacent stream banks, slopes and downstream reacbes. 13) Removal of Temporarv BMPs Addressed: N/A: Removal of ali temporary sediment control BMPs within 30 days after final site stabilization or after ihe temporary BMPs are no longer needed. Trapped sediment shall be removed frorn the project site or stabitized on-site. Stabilization of disturbed soil areas resulting from removal of the temporary BMPs. 14) Dewatering Construction Site Addressed: N/A: Discharge of dewatering devices to appropriately designed sedi.ment traps or sediment ponds. 15) Control of Pollutants Ot6er Thsn Sediment on Construction Sites Addressed: N/A: . ' Control of all on-site poltutants other than sediment in a manner that does not cause contamination of stormwater or groundwater. 4.5.450 Modifications to Ptans ESC plans may be modified after submittal to the County. An amended plan should be submitted to illustrate any modifications to the techniques and methods used to prevent and control erosion and sedimentation. , w 208 INDIVIDUAL LOT PLAN GUIDELINES 1.Show location of easements on the lot. Include dimensions of drainage easement and swale bottom dimensions from lot lines. Include a description of the lot legal description such as Lot Block , NAME OF SUBDIVISION OR SHORT PLAT. The bottom elevation of the swale is also required. The station for any curb drops or sidewalk inlets should be shown on the plan drawing. If a drywell is included in the swale it should show the type of drywell, frame and grate type, elevation of the grate, and centerline station and offset to the drywell. . 2. If there is no swale on the lot but there is a drainage ditch, the ditch should be shown on the plan drawing. The ditch flow line grades should be shown along with any easement for the ditch with dimensions from property lines. 3. All lot plans should show a north arrow, scale, street name of adjacent street, curb and sidewalk if applicable or edge of asphalt paving if there is no curb. The lot dimensions should also be shown along with the building setback line with dimension from the front property lines shown. 4. Any easements such as power line easements which prohibit building under them should be shown on the. plan drawing. Any other easements which could interfere with buildings should also be shown. Any existing buildings should be shown. 5. With each plan drawing there should be submitted a typical section drawing of a cut through the swale or ditch which best describes how the swale and/or ditch.would look as constructed from a side view. The typical section should show the curb and/or sidewalk if applicable or edge of asphalt paving'in relation to the swale. The section should also show side slopes, vertical distance from swale bottom to top of back slope of swale or ditch, grate of the drywell, and normal gutter line, and any applicable note or other information which would describe the proper construct.ion of the swale and/or ditch , concrete apron, street right-of-way line, and grass sod or seedinq if approved on the constzuction plans. 6. The lot plan arid attached section sheets shall be on 8 1/2" x 11" paper and should be sealed, signed and dated by the engineer in a location outside of the lot boundaries. 7. The scale of the drawinq should be such that the lot is depicted as large as possible and still be able to show the curb line of the street. The interior of the lot should be as free as possible of notes and writing to allow the builder room to draw in his proposed house and driveway location. , . . . . NOTE: YOU SHOULD NOT BEGIN LOT PLAN DRAWINGS UNTIL YOU ARE CERTAIN, THE SWALE AREAS ARE CORRECT AND YOU HAVE EASEMENTS WHICH ARE, )PROVED. , • . r PROJECT # PROJECT NAME DATE CHECKLIST FOR USE IN PREPARING 208 LOT DRAWINGS PLOT PLAN . 1. I have drawn the lot plan on 8 1/2" x 11" paper to a larqe enough scale to make the lot as large as possible and still be able to show the curb line and the necessary notes and certif ication stamp. 2. I have shown the lot, block, and subdivision description for the lot or tract/short plat 3. I have shown the drainage easement dimensions in relation . to property lines or corners. 4. I have shown the bottom of swale dimensions in relation to property lines or corners. 5. I have shown the bottom elevation of the swale. 6. I have shown the location of any curb, sidewalk or edge of asphalt line as applicable. 7. I have shown the name of the street adjacent to the lot being drawn. 8. I have shown the station and any invert elevation of any curb dropior drops that empty into the swale. 9. I have shown the type of drywell, frame and grate type, elevation of the grate, and centerline station and offset of the drywell. 10. I have shown any required ditches, their easements on the drawing, the ditch f low line grade and required rip rap, etc. 11. I have shown a north arrow, scale, lot dimensions, and building setback lines with proper dimension. 12. I have shown any easements which could af f ect any future building locations and I have shown any existing buildinqs. . 13. I have sealed, signed and dated each drawing that is being submitted for review and in appropriate location. ATTACHED SECTION DRAWING 14. I have shown the curb and/or sidewalk or edge of asphalt in relation to the swale, sides slope, vertical distance from the bottom of the swale to the top of back slope, grate and normal flow line of the curb or edge of asphalt. 15. I have shown the concrete apron, street R.O.W. line, and . grass sod or seeding if approved and any applicable notes or other information which may be necessary to describe proper construction. s = S P O K A N E C O U N T Y DtVISION OF ENGINEERENG AND ROnDS A DMSION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., Counry Engineer September 8, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 West 7'h Avenue Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons Design Deviadon Approval CBR to Mr Conversion Genttemen: We have approved this request, with these conditions: l. The County Engi.neer does not accept this correlation method as a matter of standard practice, and the approval is based solely on the coincidence of the design value with the data on file at the County for this area and the similarity between the test sample soil and the 16`h Avenue test pit soils. 2. Future Mr values, where required, are to be determined either by testing of soil samples, or back- calculation of non-destructive deflection testing data. Private consultants are locally availabie to provide non-destructive deflection testing and back-calculation services. 3. The County Engineer does not accept the procedure used to develop design data for the 16`h Avenue pavement section. Although the requirements for soil testing for use in pavement design may not be explicitly spelled oirt in the Standards, it is rational to expect that the most reliable data for pavement design would be derived from soil samples taken within, or very near to the proposed roadway alignment. Desiga data on any future projects shall be based on the characteristics of soil sampies obtained within or along the road alignment in question. We are enclosing a copy of the approved Deviation Request. Please call Ed Parry ((509)477-3600) if there are any questions. Sincerely, William A. Johns, P.E. Spokane Couoty Engineer IG• - Edward J. a, Jr., P.E. Plan Review Engineer CC: Project File 1026 W. Broadway Ave. 9 Spokane, WA 99260-0170 ~(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 RECEIVED , . REQUEST FOR DESIGN DEVIATION AUG 2 9 2000 $30.00 . ' SPOKANE COUNTY ECJGINEER DATE August 29, 2000 ROAD NAME 16th Avenue -CRP/RID• # NAME OF PLAT Dishman 4Commons Plat # P1859 ADDRESS OF BLDG NAME OF BLDG PROJECT BLDG# B9 S 29 T 25 R 45 FEDERALJSTATE PROJEGT # . PROTECT LIMTI'S West of Felts Road, just west ' • of Walnut Road. 'EXISTING CONDITTONS: PROPOSED IMPROVEMENT'S: ROAD WIDTH • 30' A! ' gay,e w3.dth t curb and ROAD SURFACE ACP gutter AVG. DAII.Y TRA,FFIC - Current Traffic Count Design Year Traffic Count PROJECT DESCRIP110N -Single family residential sub-divisj9U.. PROPOSED DESIGN DEVL4TION IIse CBR value to estimate the resilient modulus for pavement design instead of using a resilient modulus test on representative subgrade soil samples known to consist of silty medium (SM) and slightly silty, medium sand (SP-SM). 7USTIFICATTON: The resilient modulus test cannot be quickly conducted and there are very few laboratories in the northwest that perform this testing. CBR value has been established, and enclosed reference materi.al relates CBR value to resilient modulus value for pavement design. Table 2.4 and Appendi.g DD of AASHTO. , 3UBMTITED BY CLC Assoc•iates, Inc. (Doug Desmond) DATE August 29, 2000 4DDRESS 707 W. 7 th Ave., S te . 200; Spokane, WA ZIP CODE 99204 ?HONE # (509) 458-6840 (509) 458-6844 (fag) . A.DMINIST'RATIVE VARIANCE FEE OF $30.00 PAID YO SPOKANE COUN'I'Y 1026 W BROADWAY, SPOKANE WA 99260-0170 PHONE (509)456-3600 FAX (509)324-3478 -REQUEST W1LL NOT BE REVIEWID WITHOUT FUNDS- • H~i , ~~~7 .,AS I # RECETVED BY ~ DATE 7-I/-44 41 . ~ f . DESIGN DEVIATION . ' ►TAFF RECOMMENDATIONS . . , ipproved Approved w/conditions Not Approved ~,,p ~ r ~ i/ ~ ~{.ZI a ~~~I ~ • Project Manager . Date u° i~ -~~is G r~o0 O~UG y~2 c~/i~ ./l ,pproved Approved w/conditions Not Approved ~ - ) ) ( ) / ~ Planning & Traff'ic E6/gi.neer Date ~ - ~ \ / ' - . _ / . : . . . . .pproved Approved w/conditions Not A,j::ii ved ) ~ ) Project Management Enginee Date ~ ` . . / pproved Flpproved w/conditions Not Approved Opera /ionsEngieer Date POKANE COUNTY ENG;UiEER'S ETERMINATION: . pproved w/no conditions Approved as recommended above Not Approved ) ) \ Spokane CountrEngineer Dato ► . ~ , • Memorandum D$te: September 7, 2000 To: Bill Hemmings, P.E. Frnm: Ed Parry ~ Subject: P1859 - Dishman Commons Design Deviatiofl Use Equatioe to Correlate CBR to M, valaes in Pavement Desiga , . This project is located east of Dishman Mica Road, along the south line of 1e Avenue, west of Felts Road. 16`b Avenue is a Principal Arterial (3-lane) at this location. The Sponsor's Engineer is proposing that an equation in the AASHTO Manual be used to carrelate CBR test results to an 1Vi, value for the pavement section design of 16`h Avenue. The CBR test used to develop the design data for the 16`h Avenue pavement section was conducted on a soit sample taken approximately 200' south of the 16~` Avenue road alignment. The rer.ommended design K value of 11,000 is on the high end of the index range for the soil type (SM a.nd SP-SM soils). CBR test was conducted on a soil sample from the approximate mid-point of 17`h Lane, some 200' south of the 16`hAvenue alignment (See attached map). The soils along 16'b Avenue appear to be reasonably sunilar to the soils &ora the CBR test location (See attached graQh). The Pavement Management Section indicates that the recommended design Nit value is in line with data about that area. However, 1. Discussions with the Pavement Management Section indicates that the County's previous studies of a CBR Nif correlatian faund a highly variable range of CBR values for sunilar soiI types, and a highly variable range of K values within soil types. There does not appear to be a reasonable correlation between CBR and 1VI, values, at least for the soils in this area. 2. The CBR test was conducted on a soil sample from the southerly portion of the project site, not on a sampie in or' very near to the 16`hAvenue alignment. Testing is customarily performed on soil samples fram within or along the road aligiment in question. If this Deviation is approved: 1. The Engineer should be placed on notice that 1.1. The County Engineer doe.s not accept this correlation method as a matter of standard practice, and that the approval is based solely on the coincidence of their design value with the data on file at the County for this area and the similarity between ttie test sample soil and the 16`h Avenue test pit soils. 1.2. Future M, values, where required, are to be determined either by testing of soil samples, ar back- calculation of non-destructive deflection testing data. Private consuitants are tocally available to provide oon•de.structive deflection testing and back-calculation services. 1.3. The County Engineer does not accept the procedure used to develop design data for the 16'h Avenue pavement section. Although the requirements for soil testing for use in pavement design may not be expiicitty spelled out in the Standurds, it is rational to expect that the most reliable data for pavement design would be decived from soil saznples taken within, or very near to the proposed raadway aiignment. Design data on any future pro3ects shall be based on the . characteristics of soil samples obtained within or along the road alignment in question. • 1 r S P O K A N E C O U N T Y DIVISION OF ENGINEERING AND ROADS A DIVISIOIV OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer September 8, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 We.st 7~' Avenue Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons Design Deviation Apprnval CBR to Mr Conversion Gentlemen: We have approved this request, with these condftions: l. The County Engineer does not accept this conelation method as a matter of standard practice, and the approval is based solely on the coincidence of tbe design value with the data on file at the County for this area and the similarity between the test sample soil and the 160, Avenue test pit soils. 2. Future Mr values, where required, are to be determined either by testing of soil samples, or back- calculation of non-destrvctive deflection testing data. Private consultants are locally availabie to provide non destructive deflection testing and back-calculation services. 3. The County Engineer does not accept the procedure used to deveZop design data for the 16'h Avenue pavement section. Although the requirements for soii testing for use in pavement design may not be explicitly spelled out in the Standards, it is rational to expect that the most reliable data for pavement design would be derived from soil samples taken within, or very near to the proposed roadway alignment. Design data on any future projects shall be based on the characteristics of soil samples obtained within or along the road alignment in question. We are enclosing a copy of the approved Deviation Request. Please call Ed Parry ((509)477-3600) if there are any questions. S incerely, William A. Johns, P.E. Spokane County Engineer P-~. . Edward J. , Jr., P.E. Plan Review Engineer CC: Project File 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (549) 477-7655 (2nd Floor) 477-7478 (3rd Floor) 9 TDD: (509) 477-7133 DESIGN DEVIATION . ;TAFF RECOMMENDATIONS . , . . ipproved Approved w/conditions Not Approved ~ iI ~ I/.~V W~ ~ ~f.~IF ~~vV . ' Project Manager . Date ~~~~y►'tm~~ ~0~~ 017W co,c~ /771o A) ~~-7 *#s D g~0,q~'11o ~6 ~s af~o2av'~-~ / V/~rI . ,pproved Approved w/conditions Not Approved Planni.ng & Traffic En/gineer Date . ~ . . . . • .pproved A.pproved w/conditions Not Ap ved ) ( } ' Project Management Engi.ne Date ~ . . ~ pproved Approved w/conditions Not Approved Opera ions Engineer Date POKANE COUNTY ENGINEER'S ETERMINATION: . pproved w/no conditions Approved as recommended above Not Approved ) ) ~ v l/ Spokane Coun Engineer ~ Dat, i . . : RECEiVED . REQUEST FOR DESIGN DEVIATION AUG 2 9 2000 $30.00 . " . SPOKAWE COUNTY ENGINEER DATE August 29, 2000 ROAD NAME 16th Avenue -CRP/RID. # NAME OF PLAT Dishman Commons Plat # P1859 ADDRESS OF BLD G - NAME OF BLDG PROJECT BLDG# B9 S 29 T 25 R 45 FEDERAIJSTATE PROJECT # . PROTECT LIMTTS West of Felts Road, just west ' - of Walnut Road. EXISTING CONDTTIONS: , PROPOSED IMPROVEMENTS; ROAD WIDTH 30' ± -4-4' naved width T curb and RoaD suRFACE AcP gutter AVG. DAII.Y TRAFFIC - Current Traff'ic Count Design Year Traffic Count PROTECT DESCRIPTION Single familv residential sub-division. , PROPOSED DESIGN DEVIATION IIse CBR value to estimate the resilient modulus for pavement design instead of using a resilient modulus test on representative subgrade soil samples lnown to consist of silty medium (SM) and si?ghtly silty, medium sand (SP-SM). JUSTIFICATTON: - The resilient modulus test cannot be quicklp conducted and there are very few laboratories in the northwest that perform this testing. CBR value has been established, and enclosed reference material relates CBR value to resilient modulus value for pavement design. Table 2.4 and Appendig DD of AASHTO. , iUBMITTED BY - CLC Assoc-iates, Inc. (Doug Desmond) DA'LE August 29 * 2000 ADDRESS 707 W. 7th Ave., Ste. 200; Spokane, WA ZIP CODE 99204 . ?HONE # (509) 458-6840 (509) 458-6844 (fag) . ADMLNISTRATNE VARIANCE FEE OF $30.00 PAID i O SPOKANE COUN1Y 1026 W BROADWAY, SPOKANE WA 99260-4170 PHONE (509)456-3600 FAX (509)324-3478 -REQUES WILL NOT BE REVIEWED Wl'TI30UT FUNDS- -.AS I `~3? ~l ~ . C~C # RECEIVED BY `DATE Z~Aq4q) . ~ Memorandum Date: September 7, 2000 To: Bill Hemmings, P.E. Frnro: Ed Parry ~ Subject: P1859 - D19hmatt COmDioDs Design Deviatiofl Use Equatioe to Correiate CBR to M, values in Pavemetit Design , . : , . . . . . : This project is located east of Dishman Mica Road, along the south iine of 16`hAvenue, west of Felts Road. 16'b Avenue is a Principal Arterial (3-lane) at this location. The Sponsor's Engineer is proposing that an equation in the AASHTO Manual be used to correlate CBR test results to an K value for the pavement section design of 16t' Avenue. The CBR test used to develop the design data for the 16hAvenue pavement section was conducted on a soil sample taken approximately 200' south of the 16`h Avenue road alignment. The recommended design M, value of 11,000 is on the high end of the index range for the soil typ$ (SM and SP-SM soils). CBR test was conducted on a soil sample from the approximate mid-point of 17c° Lane, some 204' south of the 16`hAvenue alignment (See attached maQ). The soils along 16'bAvenue appear to be reasonably similar to the soils from the CBR test location (See attached graph). The Pavement Management Section indicates that the recommended design M= vatue is in line with data about that area. However, 1. Discussions with the Pavement Management Section indicates that the County's previous studies of a CBR N1{ correlation found a highly variable range of CBR values for similar soiI types, and a highly variable range of M, values within soil types. There dces not appear to be a reasonable correlation between CBR and K values, at least for the soils in this area. 2. The CBR test was conducted on a soil sample from the southerly portion of the project site, aot on a sample in or very near to the t 6d' Avenue alignment. Testing is customarily performed on soil samples from within or along the road alignment in question. If this I}eviation is approved: . 1. The Engineer should be placed on notice that 1.1. The County Engineer does not accept ffiis correlarion method as a matter of standard practice, and that the approval is based solely on the coincidence of their design value with the data on file at the County for this area and the similarity beiween the test sample soil and the lb'h Avenue test pit soils. 1.2. Future K values, where required, are to be determined either by testing of soil samples, or back- calculation of non-destructive deflection testing data. Private consultants are localiy available to provide noa-destructive deflection testing and back-calculation services. 1.3. The County Engineer does aot accepi the procedure used to develop design data for the 16th Avenue pavement section. Although the requirements for soil testing for use in pavement design may not be explicitly spelled out in the Standards, it is ration8l to expect that the most reliable data for pavement design would be derived from soil samples taken within, or very near to the proposed roadway alignment. Design data on any future projects shall be based on the . characteristics of soil samples obtained within or along the road alignment in question. • 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 William A. Johns, P.E., County Engineer August 21, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 West 7`h Avenue, Suite 201 Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons 2°d Submittal Gentlemen: We have conducted a cwsory review of your August 8, 2000 submittal of Design Documents for this project, and we have found that the submittal generally does not conform to the requirements of the Spokane County Standards for Road and Sewer Construction or the Guidelines for Stor»rwater Management. We are, therefore, unable to accept your submittal for construction at this time. The attached comment list contains the items of concern that we discovered, and it is not to be construed as being comprehensive. Given the number and degree of items to be resolved, a Pre-Submittal meeting is needed, so that all parties can ensure that the comments are adequately addressed prior to the next submittal. If you have any questions about this review, please contact Ed Parry, P.E. at 477-3600. Thank you. Sincerely, William A. Johns, P. E. Spokane County Engineer s` d ~ . E. ~an Review Engineer encl.: Design Documents - plans Comments (4 pages) cc: project file reviewer (coinments only) Sponsor. Northwest Regional Facilitators 1026 W. Broadway Ave. • Spokane, WA 99260-0170 o (509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 j3rd Floor) • TDD: (509) 477-7133 . • . , 'I`im Schwab, P.E. P1859 - Dis6man Commons 2°d Submittal August 21, 2000 Page 2 of 5 Items remaining from 1s` submittal: 2) Sheet 2: , , , , c) Should provide a standard plan reference or a detail callout for the "traffic candles" (callout #2). Has this been coordinated with the Cowity Traffic Engineer? (Needs to be coordinated with the County Traffic Engineer) indieated g) How is maintenance access provided to pipe outlet (callout #9)? (Needs to be clearly i»dicated on the plans) 3) Shee# 3 : 100' wAnifauin 4) Sheet 4: b) . S) Sheet 5: 6) Drainage Calculations: b) Energy Grade Line analysis for pipe systems should be provided (System A2 A1 needs to have the rim elevations indicated. System C7-C6-C3: Calculations indicate that a freeboard less than the required.75' will be provided) c) Sub-basins need to match the basin map (e.g., Basin A) (Need to fndicate topography. The contours on the road plans in the vicinity of Lots l0A through 6A indicate that there may be offsite areas flowing onto the site. If there are contributing o,f,site basins, and they are to be cut off, then the plans will need to reflect that) Baski-M e) Do the basin calcs include the sidewallc 8t curb in the impervious area? (How was this addressed?) fl"C" factor of 0.10 for Basin B(as an exampie) only works if those lots are kept in lawn. How does that fit with the developmerrt plan? A typical lot development plan might be helpful in documenting the assumed drainage surface factors (Not clearly addressed; basiris need to be evaluated at the built-out condition) h) Grate caics work if the 6" water depth doesn't obstruct the roadway. Need to maintain at Ieast a 12' clear lane centered on CL. Grates should be evaluated for the flows they actually receive ' , , Tim Schwab, P.E. P1859 - Dis6mAn Commons 2nd Submittal August 21, 2000 Page 3 of 5 Asseeimien , outside . 9) Pavement I?esign: Need to include CBR test data & catculations, data used to convert CBR to IVi, (Data was provided with this submittal. Technical Reference B of the Standards does not indicate that a direct conversion of CBR to M, is an acceptable standard method for determining M,. Apprvval of a Design Deviation Request will be needed for this method, per our 13 July DO e-mail correspondence. The County's evaluation of this approQCh has found that CBR tests are too variable among samples within a soil type to be a reliable predictor of the M, value. The CBR variability appears to be borne out by the test dcrta provided. Please obtain the County Engirteer's opproval of a Design Deviation Request for this method prior to the ne.rt submittal) 10) 208 Lat Plans: Need to include a swale section detail for those lots with swales (Swale section detail was not received with this sUbmittal) Items noted on 2°d Submittal: 208 Lot Plans • Lot 3, Block l: Due to the size of the drainage easement on Lot 3, Block 1, the easement will need to be dedicated as a separate tract, or the Lot could be dedicated as a separate Tract for Drainage only. Storm Drain piping will need to be contained in an easement • Lot 6, Block 1 Due to the size of the drainage easement on Lot 6, Block l, this Lot wili need to be dedicated as a separate tract for drainage purposes only. Storm Drain piping will naed to be contained in an easement • Lot 4, Block 1 A separate tract is needed for Pond B Storm Drain piping will need to be contained in an easement • Lot 2, Block 1 North line of the Drainage Easement needs to be dimensioned along the 16t' Avenue R/W line; east line needs to be dimensioned from the 16'' Avenue R/W Sheet 2: Pipe system from 16'h Avenue to Pond B needs to shown in profile Drainage easement for pipe system nceds to be dimensioned Sheet 4: Caliout #2: Needs to be coordinated with the detail page Callout #3: Needs to be coordinated with the detail page Callout #6: Street light needs to be located outside the sidewalk & sidewalk ramp Sheet 5 . Need to indicate offsets for catch basins Contours in the vicinity of Pond B need to be coYnpleted Driveway (callout appears to cont2ict with streetlight at I3+75 (17'b Lane) Tim Sc6wub, P.E. P1859 - Dishman Commons 2ad Submittai August 21, 2000 Page 4 of 5 Pipes need to be indicated in profile; profile of piping system is also needed (GSM, para. 2. l.a) Tract C limits need to be ctearly indicated Callout #9: rim elevation needs to be coordinated with Detail 1/Sheet 8 Sheet 6 Pipes need to be indicated in road profile; profile of piping system is also needed (GSM, para. 2. l.a) Calloui #1: Curb should transition similar to detail 2 on sheet 5 Callout #Z: Need to indicate offsets for catch basin Grate elevation needs to be coordinated with TIC elevation Callout #7: Grate elevation needs to be coordinated with T/C elevation Callout # 14: Grate elevation needs to be coordinated with T/C elevation Detail #4: Is the private road in a tract or an easement? Sheet 8: Detail # 1: Rim elevation needs to be coordinated with callout #9/Sheet 5 Detail #2: Need to indicate easement dimensions Developer needs to set Pond B in a separate tract Pipe from manhole (Sheet 2, callout #8) needs to be placed in an easement Detail #3: How dces the grading for Pond C remain within the proposed easement? What about slopes from the back of curb dowo to the drywells & pond floor? Detail #6: North line of pond easement nceds to be dimensioned along the R/VV line; east line of pond easement needs to be dimensioned from R/'W line Need to coordinate rim elevation with callout #4/Sheet 9 Pond needs to be located so that runoff from private roadlalley does not encroach upon public R/W, otherwise a License Agreement needs to be executed with the County Detail #9: Developer needs to set Pond C in a separate tract Certified Record Drawings of the final pond configuration will need to be provided to the County Engineer's Office by the Developer, not the Contractor. As an altemative, station & offset of certain selected points on the pond floor (e.g., curve tangent points) could be tabulated and indicated on the plans Pipes need to be located within easements Sheet 9: Is the private connection betwcen 16th Avenue and 170' Lane a private road, an alley, a driveway or a commerciai access? Alleys are typically located between road intersections, not aligied with an intersection. Is the width adequate for the multi-family development contemplated for the lots served by this access route? Perhaps just indicating a commercial access of an appropriate width (with no connection between 16`h Avenue and 17'b Lane) would better serve the development conc,ept for these lots. The Conditions of Approval appear to allow an alley only to serve Lots 1 through 6 of Block 2. Tim Schwab, P.E. P1859 - Dishman Commons 2ad Submittai August 21, 2000 Page S of 5 Aligrunent of the private connection between 16th Avenue and 17`h Lane needs to be coordinated with the sewer plans. We are unable to release sewer construction permits if the road alignments on these two sets of plans don't match. Ci, station for south end of private connection between 16th Avenue and 17'' Lane needs to be coordinated with callout and streetlight shown on Sheet 5 Callout #3: Need to indicate station Callout #4: Need to indicate station & offset. Need to coordinate rim elevation with callout for curb inlet and with detail6/Sheet 8 Basin Map: ~ How will the lots be graded to provide the Tc path shown for Basin B2? How will lots be graded to provide the basin limits corrtemplated for this site? Limits of Basins F& B1, aad limits of Basins C& D need to be coordinated with the spot elevations shovm on Sheet 9 Pavement Design Calculations: 16`h Avenue is a 3 Lane Principal Arterial, as opposed to the Collector Arterial noted in the report The Test Fit Map needs to indicate where the CBR sample was taken from ("...from the approximate site center..." (Jay Logan's 15 June 2000 letter) is not a very accurate description). The samples are typically taken from within or very near to the roadway corridor. Need to provide sieve analysis results for the sample used in CBR testing. Roadway width, pavement section, and timing of construc;tion should be coordinated with the County's Engineering Design Section A County Road Project between Dishman-Mica Road and SR27 is anticipated for 2003. ~ • , Submittal Checklist for Road & Drainage Projects in Spokaae County - Plats/Short Plats This Submittal Checklist is to be completed and signed by the Sponsor's Engineer, and included with each pfan submittal inro the Spokane County E'ngineers Office. If this form is not fully completed and signed, do not submit plans and calculations to Spokane County for review and acceptance. Incomplete submittals will be - retccrned and will cause unnecessary delays for your client. . Project Name: Spokane County Project No. P~ S59 Date: $l$(~v Pro}ect Engineer: C~ 45W-IM5~IAL'7t'A! S.ChwAb Phone: _!VS7' 0y~ Project Sponsor: 41CILCHNA95r AWXQZ Phone: Ydy- 673 A. 'Preiiminary Process Prior to Submittal of Road and Drairiage Plans, the fo[lowing events are to have already occurred: (By checking each item off shown below, you are stating that you have verifred these events/items have beerr completed.) ' Adoptioa of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat. " At least one Pre-Desip Meeting has been held with County staff at the Engineers Office. . A.a "Agreement to Pay Fees" has.beea signed by the-project sponsor, and submitted to the County _ Engineers Office. R' A Channelization Plan (e.g. signing a.ad striping plan) of public roadway improvements, has been coordinated and discussed with the County Engineers Offce. , B. Road and Drainage Plan Submittal . : The items listed below are to be provided as a'muumum with a road a.ad drai.nage plan submittal. Additional information may be required to demonstrate that the plans meet all applicable sta.ndards. (By checking "yes" for each item shown betow; you ore veriJying that1hese items have,beert•coinpleted and are,included : in this submittal. For any box checked "n/aa writtert juslification of any omissioas at the end of this section is required.) • • Item Description . , . . . - . . . . _ (5 yes Road and drainage plans, two print sets. (Certificatioa-statement-on.cover of plans) .00► yes g'n/a 'One set of plans on 24" x 36 mylar media, or CAD electronic file ~.DWG or.DXF format Q' yes Each Plan Sheet of record is signed and dated by the projec#'sporisor. The ioad and drau' e desi ineets the r uirenients~`` fStaxe ' e' yes " - - iag ga: . eq o `~'law;.:WAC -196 27~~regarding "confortnity with accepted - standards"; .that is, the design reflects',the : "state of the -practice" . . for the proposed concept. . " . . . . . ' . ff'yes The plans, Drainage Report, basin map(s), and a.ay ~other,calculations are stamped,: signed ' and da.ted by an engineer-licensed in.the State of Washington:- . - . . . . . : - . . - 8' yes- 0 n/a -Drainage Report, two sets: To include: basin map(s), time of concentration routes in basin . . map, and Certification statement on cover of repoct and basin map. ' Ga- yes 0 n/a Geotechnical Report, one set. (Include all soil test pit/boring logs.) . [R- yes 0 n/a Stcucharal Pavement Calculations, one set - L9' yes 0 nia Cross-slope grade calculations for road widening projects. . • . - ~ . • Item Description eyes 0 n/a Maintenance Manuat and Sinking Fund calculations for drainage facilities located outside of County road riQ,ht-of-way. p yes 9- nJa Written explanation of who/what entity will be responsible foc maintaining drainage facilities which are located outside of public road right-of-way, and that the plan is acceptable to the County Engineers Office. . 0- yes ❑ n/a Cha.nnelization Plan, or signing and sUriping information provided in the road plans.. To be included in road and draina;~e plan set. ' yes 0 n/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Find.ings and • Conditions (short plat), for this project. The desiga meets the conditions in the report. yes 0 n/a Copy of Approved Design Deviations. . C3''yes 0 n/a Fire District Approval, for private roads: , Q'yes 0 nla Lot Pians. Required for aay Iots with drainage easements and which front a public road, or for Iots which receive and treat runofffrom a public-right-of-way. O yes E" n/a *Any applicable State' and- Federal pernuts have been obtained. (i.e. HPA, JARPA, etc.). For Permits with conditions, a copy of the pernut and conditions are included in the pian submittal. . - , Q'yes 0 n/a Inspection Agreement beriveen the sponsor and its engineer. 0 yes 0'n/a For off-site easements to be gra.nted to.Spokane County, the followi.ng items shall be included: legal description, exhibit, and proof of ownership. O- yes 0 n/a Erosiori Control Plan, requued for "Ma}or La.nd-Disturbing Activity." To be included i.n the road and draina.ge plan set. Explanation for any items listed above which are not included in this submittal: _9"S Tb W sed&MW AOMXit. ~ - . (Note: an insufficient justificadon of why an item was not included in the submitted, or incomplete documents, may result in the submittal being rehuned without review or Nvithout acceptance. Provide attachments if necessary.) By signing below, the engineer is stating that the infornlation provided in-the submittal is complete, that the information provided in the Submittal Checklist is accurate, and the plans and calculations are in accordance with -the Spoka.ne County Standards for Road & Sewer Construction, a.nd the Guidelirres for Stormwater - Management, -except where an approved Design Deviatioa allows otherwise. Engineer's Signature: Dat:e: . - : ' 1~`~~[~' 8 6 00 Engineer's Name: - - (please print) . If there: are'-any questions about this form or approprrate procedures, please call Development Services, :Spokane Co.unty Public Works, at (509) 456-3600. _ • - - ' ' For Spokane County Use Only . . Subnuttal No County Plan Reviewer: ~ . . : - . , . . . . . . . . . . : . . . . . . _ . . . . - 0Accepted in for Review or Construction Returned to the engineer without r acceptance, See attached letter of explanation. Processing Date -JA ~ iv - Submittal Checklist . 2 Spokane County Public Works; April 29, 1998 1 S P O K A N E '1 C O U N T Y DNISION OF ENGINEERING AND ROADS A DNISIOIV OF THE PUBLIC WORKS DEPARTMENT Williasn A. Johns, P.E., County Engineer July 10, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 West 7`~ Avenue, Suite 201 Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons V Submittal Gentlemen: We have conducted a cursory review of your June 21, 2000 submittal of Design Documents for this project, and we have found that the submittal generally does not conform to the requirements of the Spokane County Standards for Road and Sewer Construction or the Guidelines for Stormwater Management. We are, therefore, unable to accept your submittal for review at this time. The attached comment list contains the items of concern which we discovered, and it is not to be construed as being comprehensive. If you have any questions about this review, please contact Ed Parry at 477-3600. Thank you. Sincerely, William A. Johns, P. E. Spokane County Engineer ? ef Edward J. P , P.E. Plan Review Engineer encL: Design Documents - plans Comments (1 page) cc: project file reviewer (comments only) Sponsor. Northwest Regional Facilitaiors 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 ~ . x _ ~ Tim Schwab, P.E. , P1859 - Dis6man Commons 1" Submittal Juty 10, 2000 Page 2 of 2 Items needed: 1) ESC Plan: Need to identify a location for Concrete Truck washout 2) Sheet 2: a) Need to show how the curb line is located at least 2' north of the most northerly power pole, per Condition of Approval # 1 for the Design Deviation (Bill Johns' memo dated April 26, 2000). Power Poles need to be indicated b) Need offset distance for CB at cailout # 1 c) Should provide a standard plan reference or a detail callout for the "traffic candles" (callout #2). Has this been coordinated with the County Traffic Engineer? d) Stations for street lights should be indicated e) Stations for change/transition from Type B curb (callout #5) to Type A curb (callout #6) should be indicated fl Need offset distance for pipe outlet at catlout #9 g) How is maintenance access provided to pipe outlet (callout #9)? 3) Sheet 3: a) Taper should match callouts b) Inbound tapers are typically 10:1, 100' minimum 4) Sheet 4: a) Need station & offset distance for pipe outlet at callouts #3 &#6 b) Curve data for C13? 5) Sheet 5: a) Need station & offset distance for pipe outlet at callouts #3 &#9 6) Drainage Calculations: a) Certification statement on basin map should be provided b) Energy Grade Line analysis for pipe systems should be provided c) Sub-basins need to match the basin map (e.g., Basin A) d) Basin calcs need to show how the weighted C factor is calculated (e.g., Basin A) e) Do the basi.n calcs include the sidewalk & curb in the impervious area? f) "C" factor of 0.10 for Basin B(as an example) only works if those lots are kept in lawn. How does that fit with the development plan? A typical lot development plan might be helpful in documenting the assumed drainage surface factors g) Pipe system calcs need to show how the assumed Q is obtained (e.g., Pipes C2+C+C5) h) Grate calcs work if the 6" water depth doesn't obstruct the roadway. Need to maintain at least a 12' clear lane centered on CL. Grates should be evaluated for the flows they actually receive 7) Per previous e-mail, alleys are private thoroughfares, and should be maintained by the Homeowners' Association 8) Need to provide the O&M manual, to include Sinking Fund calcs for replacement of facilities located outside the public R/W 9) Pavement Design: Need to include CBR test data & calculations, data used to convert CBR to Ivi~ 10) 208 Lot Plans: Need to include a swale section detail for those lots with swales i , S P O K A N E C O U N T Y DMSIOIV OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMFNT W'illiam A. Johns, P.E., County Engineer May 1, 2000 Todd Whipple, P.E. CLC Associates, Inc. 707 West 7`hAvenue Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons 16" Avenue Cross-Section Design Deviation Approval _ Gentlemen: We have approved this request, with conditions: I am enclosing a copy of the approved Design Deviation and the Conditions. Please ca11 Ed Parry ((509)477-3600) if there are any questions. Sincerely, William A. Johns, P.E. Spokane County Engineer . , ~G . ~ard' J. Jr., P.E. Plan Review Engineer . 1026 W. Broadway Ave. 9 Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133 ~ c 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 William A. Johns, P.E., County Engineer MEMO DATE: Apri126, 2000 • TO: File PE-1859, Dishman Commons, Deviation Request dated 3/14/2 0, 3of3 ~ FROM: William Johns, County Engineer RE: Conditions of Approval 1. Provide 2 feet from the face of the nearest pole on the south side to the street face of the curb. 2. Pave with ACP between the curb and existing ACP. 3. A type A curb may be used. 4. No maintenance of parlcing bays will be done by •Spokane County except for sweeping. 5. Drainage for the street and bays will be provided with standard 208 swales and drywells by the developer. 6. Individual lot owners will be informed via a title notice filed by the devleoper,that the bays will not be plowed of snow and a snow berm will be placed in the bays; that these are public parld.ng spaces; and the parking bays may-be removed in the future for road expansion. 7. Maintenance of parking bays and vegetation will be by adjoining property owners. 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 EAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TnD: (501)l 47-7133 . a 1_ ` . . . . - - ~ ~7-e0 . . REQUEST FOR DESIGN DEVIATION 3 $30.00 . ~3 DATE March 14, 2000 ROAD N~1ME (1) 16 th Ave. (.2) 17 th Lane ' . , CRP/RID, # . NAME OF PLAT Dishman Comnons Plat # P1859 ADDRESS OF BLDG East of Dishman Mica on 16th Ave. . NAME OF BLDG PROJECT BLDG# B9 _ S T R FEDERAL,/STATE PROJECT # . PROJECT LIMTTS EXISTING CONDTTIONS: PROPOSED IMPROVEMENTS: ROAD WIDTH . SEE ATTACHED _ ROAD SURFACE SF.F. ATTAGHF.n AVG. DAII.Y TRAFFIC - Current Traffic Count Design Year Traffic Count PROJECT DESCRIPTION Resi dpnti al nl at wi th nerimeter imFrovemPnt to 16th Avenue and interior private roads. PROPOSED DESIGN DEVIATION (1) Curb extension and parking bays on 36th Avenue; (7) s;dewalk location adiacent to nroDosed DarkinQ bavs on 16th Avenue Detailed design specifications are attached. ~~~~1 V GV rvsTIFIcaTIorr: - MAR 1 4 2000 SEE ATTACHED r V t 3UBMTTTED By . Northwest Regional Facilitators (JIm Frank). DATE March 14, -2000 ADDRESS West 707 7th Ave., Spokane, WA. ZIP CODE 99204 ?HONE # (509 )(+58-5860 A,DN1IIOSTRATIVE VARlANCE FEE OF $30.00 PAID 7^i0 SPOKANE COUNTY 1026 W BROADWAY, SPOKANE WA 99260-0170 PHONE (509)456-3600 FAX (509)324-3478 -REQ T WILL NOT BE REVIEWED WITHOUT FUNDS- ~AS # RECENED BY DATE 1~'~`~.1~ . ~ ~ . ~"j , -r. , r . • DESIGN DEVIATION . ;TAFF RECOMMENDATIONS . . '-4- P-r'cc B%M M'&4 fl;~ c1~ t~•. C l~co aotT/ W I u- NoT M,Mtp[?'A-~ 'TIhS Atr~`1 CAW tItsT ~z u».E ry+.4~u-~4+r~Eb ~2) C~O~:~t,cT~ GJ j~~T~t~tr ~~~L~- ~Gtrw w c4eav c~roS c64te d- 6a . C,~~ ~►~K~~.~ sPa~ LIxewY e1F, erco 491 MebeT'fro, Yproved Approved wJconditions Not A proved ) ( ) ( . ~ , t i0 Dt! ' Project Manager Date - ►pproved Approved w/conditio Not Approved Planning & Traf6c Engineer Date Z5"Calvl idt C^'n/w e) 75V Gz.- .pproved Approved w/conditions Not A,pproved ~ - c/K ~ . . Project Management En' eer Date , . pproved Approved w/condirions Not Approved ) ( ) ( ) ~,r~/ ~`e7/ Op rations Engineer Date POKANE COUNTY ENG7NEER'S ETERMMATION: . , . pproved w/no conditions • Approved as recommended above bt e ~ ~ ) ' ) . - ~ _ ~ - ..Spoka Cou ' eer Date i~ ~