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3rd E 12505 WA VOA HOUSING (4 of 4) DRAINAGE REPORT ~ FOR ~ WASHINGTON APARTMENTS - VOA B 93106 Prepared by: Century West Engineering Corporation West 1124 Riverside, Third Floor P.O. Box 1905 Spokane, Washington 99210 (509) 838-3810 CWEC Project No.: 30243.011.01 OFFICIAL Pl~SUC QQCUMENT c%1=Q'KANE COLNI-,' IENGI~Er-R'S OFFiCE January 1994 ~d ~ -~~,~~AI 1ov"" Slr.31k--1, T 7, AL HE i URiv TO COUNYY ENGINEER TABLE OF CONTENTS PROJECT DESCRIPTION 1 . SOILS 1 TOPOGRAPHIC DATA 1 DRAINAGE BASIN DATA 1 RAINFALL DATA 2 METHODS OF DISPOSAL 2 PEAK FLOW, VOLUME AND DISPOSAL CALCULATIONS 2 REMARKS 3 APPENDIX APPENDIX A- BASIN AND INLET CALCULATIONS DRAINAGE BASIN MAP WASHINGTON APAfiTMENTS i 1/14/84 DRAINAGE REPORT FOR WASHINGTON APARTMENTS - VOA PROJECT DESCRIPTION The project is .91 acre parcel of land located in Tract 182 of Opportunity Tracts which will be developed into 21-unit low-income apartments. The project is located on Third Avenue, approximately 660 feet east of Pines Road and is in Section 22, Township 25 North, Range 44 E.W.M. SOILS In accordance with the "Soil Survev of Spokane Countv, WashinQton, 1968", the soils are identified and categorized as (see Figure No. 1): GgA - Garrison gravelly loam, 0 to 5%; gravelly, medium-textured, somewhat excessively drained soils formed in gravelly glacial outwash material from a variety of acid, igneous parent rock; on nearly level to moderately sloping terraces. This soil group, Garrison, is classified Type "B" soil as per Technical Release 55 and approved for drywell use as in the "Guidelines for Stormwater Management". TOPOGRAPHIC DATA The project is located on the Spokane Valley floor and sits between Third Avenue (south) and the vacated railroad right-of-way (north), the proposed valley arterial. The site is lower than both the 3rd Avenue and the railroad R.O.W. Slopes vary between 0.5% (east/west) and 3% (north/south). DRAINAGE BASIN DATA The project is split into three drainage basins. Each basin has its own grassed swale/drywell for collecting and disposing of the stormwater runoff. The following is a brief description of each basin (refer to Basin Map for graphic presentation of each basin). Basin 1 consists of the south 1/2 of Third Avenue and the undeveloped Scroggins property. There is no off-site runoff entering the site as the south side of the Scroggins property is the high point between 3rd and 4th Avenue. A grassed swale and single-depth drywell are provided to control and dispose of the runoff. WASi11NGTON APARTMENTS 1 1/14/94 Basin 2 consists of the north 1/2 of Third Avenue and that part of the project site south of the roof line from the apartment building (see Basin Map). The on-site area includes the parking lot, 1/2 of the roof area, and landscaped areas. The runoff from the roof sheet flows across the landscape area and parking lot to reach the swale. There is no off-site runoff entering this basin. A grassed swale and single depth drywell will contain the runoff generated by this basin. Basin 3 is the remainder of the project and includes the north 1/2 of the roof and landscaped areas. The runoff from the roof sheet flows to the swale. No off-site runoff'enters this basin. A grassed swale and single depth drywell is provided. Land uses include roof and patio area, landscaped area and a natural area which is the 30- foot set-aside area for the proposed valley arterial. RAINFALL DATA Data used is in accordance with Figure 2, page 6-3 of the "Guidelines for Stormwater Management", by Spokane County Engineers. A 10-year return frequency event is used since the basins do not receive off-site runoff. METHODS OF DISPOSAL Drywells will be utilized for disposal. The grate elevation will be installed six inches above the bottom of the grassed swale to provide for "208" storage. Grate inlet - calculations are provided in Appendix A. PEAK FLOW, VOLUME AND DISPOSAL CALCULATIONS A. Hvdroloav Computations The grassed percolation swales were sized, as a minimum, to accommodate 1/2 inch of runoff from all required surfaces within each basin. The swales will provide 6" retention depth, as called out on the plans, to allow infiltration of the collected runoff. Drywells were sized to handle total runoff flow within the final collection basin. The Bowstring method was used to analyze the runoff in determining numbers and size of drywells. B. Inlet CaQacities A Spokane County Standard grate will be used on all drywells. Inlet capacities are calculated to be 1.6 CFS for a flow depth of .2 feet and 2.26 cfs for a flow depth of .25 feet. See calculations in Appendix A. WASHINGTON APARTAAENTS 2 1/14/94 Inlet calculations were also completed for Type 1 and Type 2 curb inlets that provide drainage access to the three swales. To maintain a 12' travel way on each half of the street, the spread should not exceed 8'. The spread does not exceed this 8' width. REMARKS The above described system of stormwater control will provide the necessary quantity and quality controls, as outlined in the "Spokane County Stormwater Management Guide", for Washington Apartments. WASHINGTON APARTMENTS 3 1/14/84 CUUN7Y, WASHINGTON - SHEET NUMBER 75 (Joliis sheet 66) ~ ~"'g ~ a ' ~ ~ ~ S - p ~,.o~ ~ ~',~~+,`~in ~ ~;'^4;• r2;~i~3::';~tc ~ P ~'Q ~t j, ~ ~ . '1 i ' ~1~! 1 l•, t ~7 ` ..L Iil i ~c~-y RM^ ,~~-j'~.,`yy ~ ~:`Y ;~'[~'"'f':; ~ ~ ,Y y c~t} 7c / j~_.~ ir, •t,~~,~('i``3• -Ar `~~~y4.~~., ~4~ '~y .i :t /~,•j~; .~J:~y,'r.~$~:~~F~~ ; +i , .!3? 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'r.. , . . . . . . - . . • ~ . . • ~TREET . . ..:.~...:.....}}v.}w.~ . . . . . r S:. . . . . . . . - . ~ - ~ TOTAI . : . . . . ; . - . . : ~ : . . . . • : ' : . t.:. 1 ~•.1". : . . . . - C.Ot1te::~.::::~. ..1MPER- LAND:,` TO~AI-.:~. r . - ~ - . - . . . . . . . . . . . . . . . . . . EA`~:~:~.~~ :Vt4U:S. . SCQPE~~~~~~~ ~ ~.ARE . - . ~ ~ ~ - r . . . . . _ - . 1 3,310 0 3,310 1,076 4,386 14,400 18,786 2 11,634 4,276 15,910 2,840 18,750 9,750 28,500 3 0 5,072 5,072 160 5,232 9,234 14,556 CALCULATIONS ,'he Basin and Inlet Calculation section is arranged so that each basin is analyzed for all parameters, Peak Q and curb inlet calculations, prior to analyzing the following basin. The Type 4 grate inlet calculations follow Basin 3 calculations. WASHINGTON APARTMENTS 1 1/14/84 B4WSTRING METhvu .~EN YEAR STORM DESIGN) PROJECT: 693106 TIMr. vu ZONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: ONE DESIGN: LOGSDON Tc (overland) Tc (gutter) Areas "C" A*C NUMBER OF DRY4IELLS PROPOSED DATE: 14-Jan-94 1 Single (typ 0 Double (type B) Ct = 0.15 l2 = 104 0.10 0.90 0.09 Total Area (calc.) (see N1) 0.43 21 = 47.6 0.33 0.25 0.0825 Time of Conc. (calc.) (see H1) 5.00 L1(A) = 0 i2 = 12.3 0.00 0.00 0 Composite "C" (calc.) (see N1) 0.40 N(A) = 0 B= 0 0.00 0.00 0 Time of tonc. (min) 5.00 S(A) = 0 n= 0.016 0.00 0.00 0 Area (Acres) 0.43 s= 0.01 0.00 0.00 0 C' Factor 0.40 Tc (A) = 0.00 d= 0.115 0.00 0.00 0 Impervious Area (sq. ft.) 3310 Total A Comp "C" Volume Provided 208: 140 storm: 210 L1(B) = 0 Tc (gu) = 1.25 0.43 0.40 Outflow (cfs) 0.3 N(B) = 0 Tc(A+B) = 0.00 Area " C" Factor 0.17 S(e) = 0 f,=C"I"A= 0.55 tc(tot.) 5.00 Q(est.) = 0.55 N1 #2 #3 #4 #S #6 N7 Tc (B) = 0.0 Intensity 3.18 Time Time Intensity Q dev. V in Y out Storage A= 0.396088 Inc. Inc. WP = 6.8944 (mtn.) (sec.) (in./hr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R= 0.0575 • 01`60) (A"C"#3) (Outf."a2) 0546) V = 1.38 Tc (tota U = Tc (overland) + Tc (gutter) Tc(gu) = 1.25 5.00 300.00 3.18 0.55 221 90.00 131 Tc (overland) = Ct*(L1`N/S^0.5)^0.6) 4(est) = 0.55 Ct = 0.15 S 300 3.18 0.55 221 90 131 L1 = Length of Overland Flou Holding = 3.71 10 600 2.24 0.39 271 180 91 N= friction factor of overland flou (.4 for average grass cover) 15 900 1.77 0.31 306 270 36 S= average slope of overland flou 20 1200 1.45 0.25 326 360 -34 Tc (gutter) = Length (ft.)/Velocity (ft./sec.)/64 25 1500 1.21 0.21 334 450 -116 B= eottom uidth of gutter or ditch 30 1800 1.04 0.18 341 540 -199 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.16 346 630 -284 Z2 = inverse of cross slope tWO of ditch 40 2400 0.82 0.14 354 720 -366 d= depth of floW in gutter (estimate, check estimate Nith Flou) 45 2700 0.74 0.13 358 810 -452 Area = d"B+d^2/2"(21+22) SO 3000 0.68 0.12 364 900 -536 Netted perimeter = B"d+(1/sin(atn(1fZ1))+1fsin(atn(1/Z2))) 55 3300 0.64 0.11 376 990 -614 Hydraulic Radius = R= Area/Netted Perimeter 60 3600 0.61 0.11 390 1080 -690 Velocity = 1.486/n"R^.661*s^.5 65 3900 0.60 0.10 414 1170 -756 Flow = Velocity*Area 70 4200 0.58 0.10 430 1260 -830 n= 0.016 for asphalt 75 4500 0.56 0.10 445 1350 -405 s= longitudinal slope of gutter 80 4800 0.53 0.09 448 1440 -992 85 5100 0.52 0.09 467 1530 -1063 40 5400 0.50 0.09 475 1620 -1145 95 5700 0.49 0.08 490 1710 -1220 100 6000 0.48 0.08 505 1800 -1295 ORAINAGE POND CALCULATIONS Required grassy s►rale pond storage volume = Impervious Area x.5 in.f 12 in.fft. = 138 cu. ft. provided: 140 cu. ft. OK! DRYHELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Boustring = 131 cu. ft. provided: 210 cu. ft. OK! Number and type of DryWells Required = 1 Single 0 Double SUBJECT 7-bhj kJJ 7 J/O& PROJECT NO. -:350 Z q 3 O IIO I BY 0, (d45qJc1rj DATE -1~✓• ~1 r 3~SI l~ D/J 6 ~ ItiI ~~t~ ~L'uC~C~~074~ s SHEET NO. ~ OF 8_ : . _ , . , . - - 1 , ' • - ' C _ . ' - ~ ~ - ' - - . - - . ~ ~ N ,5 . 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S 10 4 Il g., p ~ -9 8 % 10 6 s-33' _ j h ~ r L + a 13 ♦~7J 9 -2 4 .T J A ; LuA_ 2 Z . o H 7 U- ~ . 912 L, . 33 6.s a G~~% i.o ~ s ~ i.o . ~oe Zh = .9 -S 6. ~ ~'i . ~/A(64-r'' - ' ~3 Z z - .6 2 / W J ~ a .7 O V„ 1- ~ W i~ 0 -.6 W - • ~ i ~ 2 '''i Z ~ . t7 W -.3 C 4 ~ a O p ~ r C~ 3 Z 3.s ' O 1 Z • r - Wa F' •1 w_~ ~ c~ 0 w .oe o 3 0 a .3 li .06 F- ' O _ ct t7 ~ W G O E" _ ~ .04 ~ .2S ' 2.5 .2 W O a = F-- .2 . .02 a • 1- ttJ 2 Q ' li CL _ Q O U ~ .13 .01 • - .13 Q ~ cr_ ~ F r ' - ' ~ HT. _ . - CUR9 a ~ -O. I IOCAL OEPRESSION (01 ~ ~ a ' ~ . ~.2 NOMOGRAPH FOR CAPAC{TY OF CURB BUREAU OF PUBLIC aoaos OPENING INLETS AT LOW POINTS OIVISION TWO. WASHINGT011, O.G FIGURE' 17 ~ 6-41 n . e BOWSTRING METhuv %sEN YEAR STORM DESIGN) PROJECT: B93106 TIMc ur CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: TNO DESIGN: LOGSDON Tc (overland) Tc (gutter) Areas "C" A"C NUMBER OF DRYNELLS PROPOSED DATE: 14-Jan-94 1 Single (typ 0 Double (type B) Ct = 0.15 L2 = 101 0.43 0.40 0.387 Totel Area (celc.) (see H1) 0.65 I1 = 47.6 0.22 0.15 0.033 Time of Conc. (calc.) (see H1) 5.00 l1(A) = 0 Z2 = 12.3 0.00 0.00 0 Composite "C" (calc.) (see H1) 0.65 N(A) = 0 B= 0 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0 n= 0.016 0.00 0.00 0 Area (Acres) 0.65 s= 0.01 0.00 0.00 0 C' Factor 0.65 Tc (A) = 0.00 d= 0.161 0.00 0.00 0 Impervious Area (sq. ft.) 15910 Total A Comp "C" Volume Provided 208: 680 storm: 1020 L1(e) = 0 Tc (gu) = 1.03 0.65 0.65 Outflou (cfs) 0.3 N(B) = 0 Tc(A+8) = 0.00 Area " C" Factor 0.42 S(B) = 0 Q=C"I"A= 1.34 Tc(tot.) 5.00 Q(est.) = 1.34 a1 #2 #3 #4 #S #6 a7 Tc (e) = 0.0 Intensity 3.18 Time Time Intensity Q dev. V in V out Storage A= 0.776333 Inc. Inc. WP = 9.6521 (min.) (sec.) (in./hr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R= 0.0804 • (b1*60) (A"C"a3) (Outf."a2) (#S-#b) V = 1.73 Tc (tota U= Tc (overland) + Tc (gutter) Tc(gu) = 1.03 5.00 300.00 3.18 1.34 537 90.00 447 Tc (overland) = Ct"(l1"N/S^0.5)^0.6) Q(est) = 1.34 Ct = 0.15 5 300 3.18 1.34 537 90 447 L1 = Length of Overland flou Holding = 3.81 10 600 2.24 0.94 660 180 480 N= friction factor of overland flou (.4 for average grass cover) 15 400 1.77 0.74 745 270 475 S= average slope of overland flou 20 1200 1.45 0.61 793 360 433 Tc (gutter) = Length (ft,)/Velocity (ft.fsec.)/64 25 1500 1.21 0.51 814 450 364 B= Bottom width of gutter or ditch 30 1800 1.04 0.44 831 540 291 21 = inverse of cross slope one of ditch 35 2100 0.91 0.38 842 630 212 Z2 = inverse of cross slope tuo of ditch 44 2400 0.82 0.34 862 720 142 d= depth of flow in gutter (estimate, check estimate With Flou) 45 2700 0.74 0.31 871 810 61 Area = d"B+d^2/2"(21+Z2) SO 3000 0.68 0.29 886 400 -14 Wetted perimeter = B''d+(1/sin(atn(1f21))+1fsin(atn(1/12))) 55 3300 0.64 0.27 914 990 -76 Hydraulic Radius = R= AreafWetted Perimeter 60 3600 0.61 0.26 948 1080 -132 Velocity = 1.486/nwR^.667"'s^.5 65 3900 0.60 0.25 1009 1170 -161 Flou = Velocity*Area 70 4200 0.58 0.24 1048 1260 -212 n= 0.016 for asphalt 75 4500 0.56 0.24 1082 1350 -268 s= longitudinal slope of gutter 80 4800 0.53 0.22 1091 1440 -349 85 5100 0.52 0.22 1136 1530 -394 40 5400 0.50 0.21 1155 1620 -465 95 5700 0.49 0.21 1194 1710 -516 100 6000 0.48 0.20 1230 1800 -570 DRAINAGE POND CALCULATIONS Required gressy swale pond storage volume = Impervious Area x.5 in./ 12 in./ft. = 663 cu. ft. provided: 680 cu. ft. OK! DRrilEll REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage rcquired by Boustring = 480 cu. ft. provided: 1020 cu. ft. OK! Number and type of Drywells Required = 1 Single 0 Double BOWSTRING METhuu %iEN YEAR STORM DESIGN) PROJECT: B93106 TIME ur CONCENTRATION (minutes) - DETENTION BASIN DESIGN BRSIN: TNO-A DESIGN: LOGSDON Tc (overland) Tc (gutter) Areas "C" A*C NUMBER OF DRYNELLS PROPOSED DATE: 17-Jan-94 0 Single (typ 0 Double (type B) Ct = 0.15 L2 = 107 0.12 0.40 0.108 Total Area (calc.) (see H1) 0.12 11 = 47.6 0.00 0.15 0 Time of Conc. (celc.) (see H1) 5.00 L1(A) = 0 I2 = 12.3 0.00 0.00 0 Composite "C° (calc J (see H1) 0.90 N(A) = 0 B= 0 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0 n= 0.016 0.00 0.00 0 Area (Acres) 0.12 s= 0.01 0.00 0.00 0 C' Factor 0.90 Tc (A) = 0.00 d= 0.096 0.00 0.00 0 Impervious Area (sq. ft.) 0 Total A Comp "t" Volume Provided 208: 0 storm: 0 L1(B) = 0 Tc (gu) = 1.46 0.12 0.90 Outflou (tfs) 0 N(8) = 0 Tc(A+B) = 0.00 Area * C" Fector 0.11 S(B) = 0 Q=t"I"A= 0.34 Tc(tot.) 5.00 Q(est.) = 0.34 a1 #2 43 #4 a5 #6 al Tc (B) = 0.0 Intensity 3.18 Time Time Intensity Q dev. V in V cut Storage A= 0.276019 Inc. Inc. NP = 5.7553 (min.) (sec.) (in.Jhr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R = 0.0480 • 01"60) (A*C*a3) (Outf."#2) 0546) V = 1.22 Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = 1.46 5.00 300.00 3.18 0.34 138 0.00 138 Tc (overland) = Ct"(L1*NfS^0.5)^0.6) 9(est) = 0.34 Ct = 0.15 5 300 3.18 0.34 138 0 138 L1 = Length of Overland Flou Holding = 3.81 10 600 2.24 0.24 170 0 170 N= friction factor of overland floW (.4 for average grass cover) 15 900 1.77 0.19 192 0 192 S= average slope of overland flou 20 1200 1.45 0.16 204 0 204 Tc (gutter) = Length (ft.)/Velocity (ft./sec.)/60 25 1500 1.21 0.13 209 0 209 B= Bottom Nidth of gutter or ditch 30 1800 1.04 0.11 214 0 214 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.10 216 0 216 Z2 = inverse of cross slope tNO of ditch 40 2400 0.82 0.09 222 0 222 d= depth of flou in gutter (estimate, check estimate uith FIoW) 45 2700 0.74 0.08 224 0 224 Area = d*B+d^2/2"(Z1+12) 50 3000 0.68 0.07 228 0 228 4letted perimeter = 8"d+i1/sin(atn(1/Z1))+1/sin(atn(1/Z2))) 55 3300 0.64 0.07 235 0 235 Hydraulic Radius = R= Area/Wetted Perimeter 60 3600 0.61 0.07 244 0 244 Velocity = 1.486/n"R^.667"s^.5 65 3900 0.60 0.06 259 0 259 FIoW = Velocity*Area 70 4200 0.58 0.06 269 0 269 n= 0.016 for asphalt 75 4500 0.56 0.06 278 0 278 s= longitudinal slope of gutter 80 4800 0.53 0.06 281 0 281 85 5100 0.52 0.06 292 0 292 90 5400 0.50 0.05 297 0 297 95 5700 0.49 0.05 307 0 307 100 6000 0.48 0.05 316 0 316 DRAINAGE POND CALCULATIONS Required grassy suale pond storage volume = Impervious Area x.S in./ 12 in./ft. = 0 cu. ft. provided: 0 cu. ft. No Good DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 316 cu. ft. provided: 0 cu. ft. No Good Number and type of DryWells Required = 0 Single 0 Double SUBJECT W~+t'1iN~ +E.h.'~r'-~ B j3/D~' PROJECTNO. 3c3Z¢'3 U// D/ ~j ~ BY 19, C-GZ,~ ~ DATE -1A"~ 7 ~ ~ A~ j I 1~ G. A I S H E E T N O. ~ O F • ; - • ; • - ` , t...t . . ' - ; :r-`_. ' , . . . . ~ ~ ~ r - ~ ' - ' - ~h - ~ ~ , ~ - - - : - . 4 - , i . . . - - - - ` N s-o o~...... ~ _ ' _ _ ' ' . , " ' ; i ~ . ' 'V' ' • __._1..' v'."' I . . . ' W S ~ - E ~ ; ; . . - . ' _ ° ~ ' • - . . . . . _ , , _ ~ . . ~ ` ...n. - . - - ; T 3--- : : j---. - ~ - . . . , ~ . ~ . ~ _ ~ ; : ~ E { , , i • ! ~ ~ ' • ~ . i' i . • . X ~ ~ 3 • . ~ K ~ ' • f ~ ; ' ; ~ ' ' • } , i ' N ''Q.=. ~S_ ~ _ ; . ~1 3"~:~ ~ . : ~ . , ; : . ~ E - - ' . . ~ . . ~ ~ ~ ; ! : ~ • ~ - ~ ' ~ R i , , . . ~ : ~ { ~ ' /J ~~SJ ) ' ; i • X ' • , . : ? ~ . ~.j ~I ~ ~ . _ . ~ ± - - - - ~ - • ; ~ ' ; ~ ~--t-- - - i ' ' ' ~ s ' ' G ' ' . _ • . 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FIGURE' 17 6-41 - - _ . BOWSTRING METhuu IiEN YEAR STORM DESIGN) PROJECT: 893106 TIME ur CONCENTRATION (minutes) DETENTION BASIN DESIGN BASIN: TWO-B DESIGN: LOGSDON Tc (overland) Tc (gutter) Areas "C" A"L NUMBER OF DRYVIELLS PROPOSED DATE: 17-Jan-94 0 Stngle (typ 0 Double (type B) Ct = 0.15 L2 = 0 0.31 0.90 0.279 Total Area (celc.) (see H1) 0.43 Z1 = 0 0.12 0.15 0.018 Time of Conc. (calc.) (see H1) 5.00 L1(A) = 90 Z2 = 0 0.00 0.00 0 Compasite "C" (calc.) (see H1) 0.69 N(A) = 0.016 B= 0 0.00 0.00 0 Time of Conc. (min) 5.00 S(A) = 0.0153 n= 0 0.00 0.00 0 Area (Acres) 0.43 s= 0 0.00 0.00 0 C' Factor 0.69 Tc (A) = 0.65 d= 0 0.00 0.00 0 Impervious Area (sq. ft.) 0 Total A Comp "C" Yolume Provided 208: 0 storm: 0 L1(8) = 15 Tc (gu) = 0.00 0.43 0.69 outflox (cfs) o N(e) = 0.3 Tc(a+e) = 1.63 Area " C" Factor 0.30 S(B) = 0.04 Q=C*I"A= 0.94 Tc(tot.) 5.00 Q(est.) = 0.00 #1 #2 #3 p4 NS #6 #7 Tc (B) = 1.0 Intensity 3.18 Time Time Intensity Q dev. V in V out Storage A= 0 Inc. Inc. NP = ERR (min.) (sec.) (in./hr.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) R = ERR ' 01"60) (A"C"H3) (Outf."a2) (#5-#6) V = ERR - - -Tc (total) = Tc (overland) + Tc (gutter) Tc(gu) = ERR - 5.00 300.00 3.18 0.94 384 0.00 380 Tc (overland) = Ct"(L1*N/S^0.5)^4.6) 4(est) = ERR Ct = 0.15 5 300 3.18 0.94 380 0 380 L1 = Length of Overland Flou Holding = 0.00 10 600 2.24 0.67 467 0 467 N= friction factor of overland flou (.4 for average grass cover) 15 900 1.77 0.53 527 0 527 S= average slope of overland floH 20 1200 1.45 0.43 561 0 561 Tc (gutter) = Length (ft.)/Velocity (ft./sec.)/60 25 1500 1.21 0.36 576 0 576 B= eottom uidth of gutter or ditch 30 1800 1.04 0.31 587 0 587 Z1 = inverse of cross slope one of ditch 35 2100 0.91 0.27 595 0 595 Z2 = inverse of cross slope tuo of ditch 40 2400 0.82 0.24 609 0 609 d= depth of floW in gutter (estimate, check estimate uith flou) 45 2700 0.74 0.22 616 0 616 Area = d"B+d^2/2"(Z1+Z2) SO 3000 0.68 0.20 626 0 626 Netted perimeter = B*d+(1/sin(atn(1/Z1))+1/sin(atn(1/Z2))) SS 3300 0.64 0.19 647 0 641 Hydraulic Radius = R= Area/Netted Perimeter 60 3600 0.61 0.18 671 0 671 Velocity = 1.486/n"R^.667*s^.5 65 3900 0.60 0.18 713 0 713 Flo►+ = Velocity*Area 70 4200 0.58 0.17 741 0 741 n= 0.016 for asphalt 75 4500 0.56 0.17 765 0 765 s= longitudinal slope of gutter 80 4800 0.53 0.16 772 0 772 85 5100 0.52 0.15 843 0 803 90 5400 0.50 0.15 817 0 817 95 5700 0.49 0.15 844 0 844 100 6000 0.48 0.14 870 0 870 DRAINAGE POND CALCULATIONS Required grassy s►rale pond storage volume = Impervious Area x.5 in./ 12 in./ft. = 0 cu. ft. provided: 0 cu. ft. No Good DRYNELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 870 cu. ft. provided: 0 cu. ft. No Good Number and type of Drywells Required = 0 Single 0 Double SUBJECT--~AIA-4,&_LLef4`2m.) 410~'71'Xl I'rij`J-S 8~~ PROJECT NO. -30243 C7I% 0 / BY O . (iCl4 DATE ~~Syn( ~ PA-ISic.i,J9 tpT IN61c~ SHEET NO. -T OF S"- . > . - >.-~~-..__..i~__ .t.,...~-_--". ..~__t~ . .rr. , _r - ~ . . . _ . . C . . , . . ~ . . E ~ ~r-d~~- A~*~ :~1~r c~ - : - p~~ / ~ ~ ~:u,~~ - -~!l%._C.~i. ~5. (..''flG~a-~~ . T , , ~ ~ - , . • U ~ ~~''iC•l~`J~,• --G~T~-~ - ; . : ~ ~ - ' . . , ' , . f ' - . ~ F • ' ~ ~ ; ~ Y 3V ~ r1 /;Ilf ~/(~h, _ Y,s~T~L!G ..,...fl~~ a -•~.~~~~a+I~• . ~ e... .y. . ' ~ - W . ' ~ . ` ; . . : b ~ ~ ; E - -~n'--T).+f,_. ~Lt .-P-1 rS ~F .t-c..!..✓.. : f-v~2. . i~G.~ ~ - - - ` . »C- ....~..rr-:; _ y... ' <f , , N G • . . ~ , . , . a - , ~ ; I , , • ~ , - ' ---j- - - - ~ . . . . • ~ . ' ~ _.h... . ; . . . . . 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' Yt""t""~..._ i'.._~_...~.. , i ...i....~~.. . • : ' ' ' ' l ~ . ~ ~ 1 ~ • ~ Y ~ , ~ . ~ ; 1 , • ~ - " 1"'_ : ....y'r~._.;. . 1 ; yp i , ~ ; i ~ p j ; ; 1 : • 1 ; , ; y t ~ ' i y ` ~ i. 1 ~oY 11 ~ ~ ~p$~ I i ' l ' ; ; ; • , Y ` ""'y""'. ...5.,. . _ ~ _Y " : ' u ` ~ ' ; ` •i ; ; ` ; ; 1 + ~ ~ ~ ~ ~ ~~r~:~ ~~.~r~ ~~,~r~~ - - ~ ~ ~ - 3 t0 5 ~ 47 t. s r z 0 T _ _ cr . . r~ T 0+ ~6.00 4 ~ L❑ O• ~ 0~ ~ g - ~ ~ i s, s z a ~ ~ ~ a. . 7 A .4 0 G~#r~'~ 1 ~ ~ I~ W ~ • ~ 0 ~ ~ .01 . ~{a ~ rL. 2: z • ~ ~ ~ 4 ~ ~ , .d 0 ~ C3 _ TL ~ 2 .3 -:E 3.5 410 0 ' w z 0„ • F z 4 (19 .1 w ~ - z I6 Os - a ~ .25 'op ~ J ~ ~ F w ~ ~ .Q4 ,Z OC li W ❑ (L . 7 .02 - ~ ~ LcJ - y 2 C3 LL. ' ~ . 4 C3 Ol- . ~ .!S ~ ~ 1. . _~'~4 }..SR-'• 1 ~.~`~,d ~.Yw' • •F~ - HrI~~] T~ap V4 ~ 1r t i.s y COCAL 0.R DEPaESS40N {a} . ~ ~ - ~ + dx , ~ . ti _ + ~+~p ~ ~ fYl ~ ~7 ~ Jl ~f"9 F{~ kl R ,n L.. ~l P1~* 4{ti FTY OF '4r f'S B , sirREAu nF PuBLIc RaADs OFENING INLETS AtT L0W P'OIiVTS ' flNVIsIore rwo, wAShIHGrON, O.C . FCGIJRE' 17 . . 6-41 ~ BOWSTRING METhvu kiEN YEAR STORM DESTGN) PROJECT: 893106 TIMa ur 44NCENTRATIQN (minutes) - pETENTION BASIH DESIGN BASIN: THREE DESIGN: LOGSQDN Tc (averLand) Tc (gutter) Areas "C" A*C HUMBER OF DRYWELLS PROPOS€Q dATE: 14-Jan-44 9 5ingle (typ p Dauble (type 8) Ct = 0.15 L2 = 0 0.12 0.40 0.108 TataE Area (calc.) (see HI) 4.33 z1 = 4 0.10 0.15 0.015 Time of Coric. (calc.) (see H1) S.Da L1(A) = 75 22 = 0 0.11 0.34 0.033 Campnsite "C„ (calc.) isee H9l 0.47 N(A) = 0.3 e= 0 0,00 4.00 0 Time af Cant. (min) 5.00 8(A) = 0.02 n= 4 0.00 0.00 p Arta (Acres) 0.33 s= 0 0.04 0.00 0 C' Factar 4.47 Tc (A) = 3.14 d= 0 0.04 0,00 0 smperuinus Area (sq. ft.) 5072 TotBl A Comp "C" Vokume Provided 208: 250 storm: 375 L10) = 0 Tc (gu) = 0.00 0.33 0.47 Dutflow (cfs) 4.3 N(S) _ 0 Tc(A+9) = 3.14 Area C" Fector 4.16 5(B) = 0 Q=[`I"A= 0,50 ====___---_~=--===-------------------~~~~~,~____~~~,~~my rG(tQt. ) 5.00 Vesc. ) = 0.00 #1 #2 #3 #4 #5 #b #7 Tc (B) = 4.0 Intensity 3.18 Time Time Intensity p dev. v in V out storsge A= p lnc. Inc. 41P = ERR (min.) Csec.l tin./hr.l (cfs) (cu. ft.) (cu. ft.) (tu. ft.) R= ERR • 01`60) (A"C"#3) (Out#.*42) 0546) u = ERR Tc ttatall ~ Tc (overland) + Tc (gutter) Tc(gu) - ERR 5.00 300.00 3.18 0.50 999 90.00 909 Tc (overland) = Ct'(L1*N/S^0.5)^0.6) 4(est) = ERR Ct = 4.15 'S 3Q0 3.18 0.50 199 94 109 L1 = Length af Over~and FIoN Halding = 0.00 10 604 2.24 0.35 245 I80 65 N=#riction factor of overland flow (.4 far everage grass cover) 15 900 1.77 0.28 277 270 l S W average slope of overland flou 20 1200 1.45 4.23 295 360 -65 Tc (gutter) = Length (ft.)/Velocity (ft.fsec.}/60 25 1500 1.21 0.19 302 450 - 1 4 8 B= eottom Ki dt h Q f gut#er or ditc h 30 1800 1.04 0.16 309 540 -231 t1 = inuerse of cross slope vRe af ditch 35 2900 4.91 0.14 313 630 -347 22 ~ inverse of cross slope two of ditcFr 40 2400 0,82 0.13 320 720 -+400 d ddepth of flowr in gutter (estimate, check estimate with Flou) 45 2700 0.74 0.12 323 810 -487 Area = d*B+d^Z/2*(r1+t2) 5b 3000 0.58 0.11 329 904 -571 Wetted perimeter = B*d+(lfsin(atn(lf21))+ljsin(atn(1/22))? 55 3300 0.64 0.10 344 990 -650 Hydraulac Radius = R= Aresf4letted Perimeter 60 3600 0.61 0.10 352 1080 -728 Velocity = 1.486fn•R^.667*s1'1.5 65 3900 0.60 0.49 375 1970 -795 FIaN = Velacity*Area 70 4200 0.58 0.09 389 9260 -871 n =0.016 for asphalt 75 4500 0.56 0.09 402 1350 -948 s= longitudinaL stape af gutter 80 4800 0.53 0.0B 405 3440 e9035 85 5100 0.52 0.08 422 0530 -1108 96 5400 0.50 4.48 429 1624 -1191 95 5700 0.49 0.08 444 1710 -1256 100 6000 0.48 0.07 457 4800 -1343 pRAINAGE PaND CALCIILATI4HS Aequired grassy swale pond storage volume = Imperviaus Area x.5 in.r 12 in.fft. = 211 cu. ft. pravided: 250 tu. ft. CK! DRYWELL kEQUIREMENTS -1U YEAR pESIGN 5T8RM ITaximum storsge required by Baustring ~ 109 cu. ft. pravided: 375 cu. ft. UK! Number and type of Dcywells Requfred = 1 5ingle 0 Rauble SUBJECT PROJECT NO. ^ BY DATE C4(i(,/ll ry !5~~~ TYPf, 4 Y-.pC~fi SHEET NO. OF - - ~ ; ; - . , ; ; . . ' ' ; ; , ~ - . ' ; C ; - ' ~ ' ' . _ , -1- . ~ ~ U ~ , ; ; . ,;~,0..... _ '~..1. _.i_ _ ' : - ~ • Y - • -E ; . - : ' _ . . _ _ - - • , - . W • ; ` ` , . ' ---i--- -:---T- - - \ ~ ` ' ~ ' ; ~ ~ . - • ~ . . ~ . ~ E . . ' . ' ~ ' . . : ; .t.. • . ~ - - - . ' - . Y _ . _ . : T y . t : ~ • i' : • ~ a , . . ~ . ~ ..._t_...j... :~....i.. . , • ` _ ± . 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S ' ~ • ~ ~ 1 ---_1---- -t__..,.___. - , - _i. , ` ' . ~ . . ~ ' ` ~ i ` i t ' ~ .j- ' . , ' . : ` - - - i... •i • "-'i"'- . _ • ~.,~.r.._.~._~ y.. ..i . .t_ ~ " --_I_ . ~ ; • ._._.r_...1--•-'-----~•--- • - i- : - - ~ ; ; - --2--- . - ' - , . . # _ . - ~ ~ ' ~ ? } ~ ~ ` ` ` ` ' ' ' ~ . ; . . - - -~i- • . . . ~ ` c ` ~ ' ' ' ~ - - . ; ~ ~i y~"~" . ' t.. 1.~.~A ' ~ _ ' " . • . ...q. 1 , , ~ + ~ • ` ~ ~ S I • ~ , ~ • ~ • ~ ' ~ ' • ----f----3- t ..-~---•t- . ----r-._ ' .....:_.._i__. . - . . • • . . • , 1 1 t ~ f- 1 , ~ - , : . , ! 1 ~ _ _ ~ . - ~ ~ ~ ' . , - - - - , ~ ` ' • ' , ' . , .e«. ' - 1 . ' ' " ' i. . _ . , .-rn- HIBERNIA S.W.I.F.T. ADDRESS: HIBKUS44 National Bank TELEX: 58 7492, 16 1782 Mwza FM ANSWERBACK: HIBBANK P. O. BOX 61540, NEW ORLEANS, LOUISIANA U.S.A. 70161 CABLE ADDRESS: HIBBANK International Banking Di vlsion TELEPHONE: (504)586-5869 DAT$: APRIL 8, 1994 IRR$VOCABLE'STANDBY LETTER OF CRLDIT NO: SB-006355' BENEFICIARY: FOR ACCOUNT OF: SPOKANE COUNTY ENGINEERS VOA, INC. 1026 WEST BROADWAY AVENUE 3939 N. CAUSEWAY BLVD. SPOKANE, WA 99260-0170 SUITE 400 METAIRIE, LA. 70002 AMOIINT: USD 29,000.00 TWENTY NINE THOUSAND U.S. DOLLARS EBPIRATION: APRIL 51 1996 IN NEW ORLEANS GENTLEMEN: WE HEREBY ESTABLISH OUR IRREVOCABLE STANDBY LETTER OF CREDIT IN FAVOR OF YOURSELVES, AVAILABLE WITH HIBERNIA NATIONAL BANK, NEW ORLEANS, LA. BY PAYMENT AGAINST PRESENTATION OF DOCUMENTS DETAILED HEREIN AND OF BENEFICIARY'S DRAFT(S) AT SIGHT DRAWN ON HIBERNIA NATIONAL BANK, NEW ORLEANS, LA. DOCIIMENTS REQIIIRED: (1) BENEFICIARY'S STATEMENT PURPORTEDLY SIGNED BY AN AUTHORIZED REPRESENTATIVE OF SPOKANE COUNTY ENGINEERS AS FOLLOWS: "I, THE UNDERSIGNED DULY AUTHORIZED REPRESENTATIVE OF SPOKANE COUNTY ENGINEER'S OFFICE, HEREBY CERTIFY THAT THE DRAFT DRAWN UNDER THIS LETTER OF CREDIT REPRESENTS THE AMOUNT OF MONEY REQUIRED TO COMPLETE THE INSTAI,LATION OF ROADWAY IMPROVEMENTS, INCLUDING GRADING, GRAVEL, PAVING, CURBS, SIDEWALKS, STORM DRAINAGE, DRAINAGE SWALES, MONUMENTS, STREET SIGNS AND/OR OTHER WORK AS IS INCIDENTAL AND RELATED THERETO IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS AS SUBMITTED TO AND APPROVED BY THE SPOR;ANE COUNTY ENGINEER'S OFFICE DATED MARCH 18, 1994." (2) THE ORIGINAL OF THIS LETTER OF CREDIT. THIS LETTER OF CREDIT CONSISTS OF TWO PAGES 1602 / i 1 S.W.I.F.T. ADDRESS: HIBKUS44 HIBERNIA National Bank TELEX: 58 7492, 16 1782 M~,,,,fm,c ANSWERBACK: HIBBANK CABLE ADDRESS: HIBBANK •,1540, NEW ORLEANS, LOUISIANA U.S.A. 70161 TELEPHONE: (504) 586-5869 . International Banking Divislon . IRREVOCABLE STANDBY LETTER OF CREDIT NO.. 88-006355 PAG$ TWO OF TWO. ADDITIONAL CONDITIONB: - ALL CHARGES, OTHER THAN OUR OWN, ARE FOR THE ACCOUNT OF THE BENEFICIARY. - THIS LETTER OF CREDIT SETS FORTH IN FULL THE TERMS AND UNDERTAKING OF OUR BANK HEREUNDER AND ANY REFERENCE TO ANY DOCUMENT, INSTRUMENT OR AGREEMENT REFERRED TO HEREIN OR IN ANY CERTIFICATES PRESENTED HEREUNDER SHALL NOT BE DEEMED TO INCORPORATE HEREIN BY REFERENCE ANY SUCH DOCUMENT, INSTRUMENT OR AGREEMENT. - IT IS A CONDITION OF THIS LETTER OF CREDIT THAT IT SHALL BE AUTOMATICALLY EXTENDED, WITHOUT AMENDMENT, FOR AN ADDITIONAL PERIOD OF ONE YEAR FROM THE PRESENT EXPIRATION DATE OR EACH FUTURE EXPIRATION DATE UNLESS WE HAVE NOTIFIED YOU IN WRITING NOT LESS THAN 30 DAYS BEFORE SUCH EXPIRATION DATE, THAT WE ELECT NOT TO RENEW THIS LETTER OF CREDIT. NOTIFICATION SHALL BE SENT VIA REGISTERED MAIL OR COURIER SERVICE OF OUR CHOICE. - ALL DRAFTS MUST BE N[ARKED "DRAWN UNDER LETTER OF CREDIT NO. SB-006355 DATED APRIL 8, 1994 ISSUED BY HIBERNIA NATIONAL BANK, NEW ORLEANS." - ALL DOCUMENTS MUST BE FORWARDED TO US IN ONE LOT. - WE HEREBY ENGAGE WITH YOU THAT DRAFTS DRAWN UNDER AND IN COMPLIANCE WITH THE TERMS OF THIS CREDIT WILL MEET WITH DUE HONOR ON PRESENTATION AND DELIVERY OF DOCUMENTS AS SPECIFIED AT HIBERNIA NATIONAL BANK, ATTN: INTERNATIONAL OPERATIONS DEPT., 313 CARONDELET STREET, NEW ORLEANS, LOUISIANA 70130 DURING THE HOURS OF 9:00 A.M. AND 3:00 P.M. ON ANY BANKING DAY. EXCEPT AS EXPRESSLY STATED HEREIN, THIS CREDIT IS SUBJECT TO THE UNIFORM CUSTOMS AND PRACTICE FOR DOCUMENTARY CREDITS (1993 REVISION) INTERNATIONAL CHAMBER OF COMMERCE, PUBLICATION NO. 500. HIBERNIA NATIONAL BANR ' 3'f S AIITHORIZED BIGNATURE 1602 i , 6 " Y ~ R V4 , ;a~ . - i~✓- ~ I" - i I~~ J ~