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25975 STORM DRAINAGE ANALYSIS STORM DRAINAGE ANALYSIS for - AUTUMN CREST FOURTH ADDITION _ October 1994 _ (Revised November 1994) 0 - ~ y Y ~ ` 29883 Q ty~ ~C•3, alS TER~ sFQ~,AL . EXPIRES • ~ • ~0•9b Preaared Bv: INLAND PACIFIC ENGINEERING W. 707 7th - Su.ite 200 Spokane, WA 99204 (509)-458-6840 ~ "'-lz) ~ ~ 2`~ ~9`~ U ~ PURPOSE f The purpose of this report is to determine the extent of storm drai.nage facilities which will be required to dispose of stormwater runoff created by the development of Autumn Crest Fourth Addition. The storm drainage facilities on this project will be designed to dispose of runoff from a ten year design storm. This development is within the Aquifer Sensitive Area and - is subject to '208' requirements. ; s ~ ' ANAI.YSIS METHODOLOGY The Rational Method, which is recommended for basins less than ten acres in size, will J be used to determine the peak discharges and runoff volumes. PROJECT DESCRIPTION Autumn Crest Fourth Addition is a 241ot, 8.77 acre subdivision located in Section 26, T 25 N, R 44 EWM. Sheet 76 of the Soil Survev of Spokane Countv. Washington (copy ° attached) shows that the soil type for the area of the proposed plat is GmB (Garrison very gravelly loam, 0 to 8% sideslopes), which is somewhat excessively drained and has moderately rapid permeability. In the future developeci condition, the subdivision will be divided into 9 basins, L through S, by the crowns and high points of the various road improvements as shown on the Basin Map ^ included. Basin M includes impervious area from Progress Road which is included in the peak ~ flow calculations, but is not accounted for in the '208' pond sizing. i~ ~ f! I~ ~ ~ ~ ol . SxEET NU~ _ ~r.- Y ~ NG10N ` ~UNT`~ . 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' ~P,I t C. ~8.. •x ~7 t / t % : , ~ M'`Ei =l ; ^4,~` ' ,~`r~. ~ -l1~b .t ~ ~ *J ,~~.,~.+j •y A ,f ~ • • ~'~'`+s- ~ ti ~ ~ ' ~ ` ~ ~Y . ~ ' ~ l~ . ry n ~ f ~ ' ~ ' y ' ~ • ~ • ' ~ ~~yY~ 4♦ 1+ ti ~ t1. ~'~kJ 'T.~y.~1~ ~S. 'j~y~s~• :~j ' L' itr• ~ ~,5~+ t ~ 7, ,1,y_`..'~ ~ j i i ,r-~ : ~F's~':# ~ ~ ~ e, . , ' . , . , • ~ V $5C !t .a' .ir• .t ~ 1 ~r'.~',~~~~-~-~, ~ x - s ' ~ : ' ` t 'e' : • M 11Tt • .r:"',. a, - . . ~Y. : ~ ~ 7~a'.• • ~1J;~ 7 9 .`•.c ~4.;t, _ ••~'~\"r . ~1~.i ~Y - CALCULATIONS The total and impervious basin areas used to calculate the times of concentration and the peak flows for each basin as shown on the pages following are tabulated below. . . ~ ~ . ~o~i,:~:~:~:~:~ ~ . . ~ ~ . . . . . as. : ~ . ~i ~ .~s:~~~~~ ~ ~:~~J/ : _I . . :~C . ~ .Ilt•'•'~~•' ~ ~~e~~ ~eie :acre~~.~ :C . . ! ? . L 0.49 41120 2.0 4.08 .40 ~ ~ M 0.99 91050 1.5 1.52 .25 N 0.85 97810 3.0 3.53 .35 O 1.14 97440 3.5 3.07 .30 P 0.88 ~ 9,100 4.0 4.55 .40 Q 1.29 9, 893 3.0 2.33 .25 R 1.32 10,227 3.0 2.27 • 25 J R(und) 0.99 .25 ~ , S 0.89 9,173 4.5 4.49 .40 The runoff coefficients shown above were based on the lot density and Table 1 of Snokane Countv Guidelines for Stormwater Management. The lot density was calculated by taking the basin area divided into the number of lots represented in that basin. ~ i I I I I Yl ~J 4 ~ PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION - BASIN: L ^ Tot. Area 0.49 Acres Imp. Area 4120 SF } C = 0.40 ~ CASE 1 ' 100 ft. Overland Flow Ct = 0.15 - L = 100 ft. n = 0.40 ~ S = 0.010 Tc = 5.46 min., by Equation 3-2 of Guidelines 170 ft. Gutter flow ~ Z1 = 48.0 Z2 = 0.00 ~ n = 0.016 . S = 0.0070 d = 0.130 ft. A R Q Tc Tc total I Qc ~ 0.41 0.06 0.50 2.28 7.74 2.56 0.50 ~ Qpeak for Case 1= 0.*50 cfs CAS E 2 i ~Case 2 assumes a Time of Concentration less than 5 minutes so that the peak f low =.90(3.18)(Imp. Area) = 0.27 cfs i So, the Peak flow for the Basin is the greater of the two flows, ~ 0.50 cfs i ~ ~ 1 INLAND PACIFIC ENGINEERING BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI I DETENTION BASIN DESIGN BASIN: L DESIGNER: MWK DATE: 09/19/94 ~I I Time Increment (min) 5 Time of Conc.( min ) 7.74 Outflow (cfs) 0.3 ---Design Year Flow 10 Area (acres) 0.49 I Impervious Area (sq ft) 4120 'C' Factor 0.4 1208' Volume Provided 180 l Area * C 0.196 , _ Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage (min) ' (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 7.74 465 2.56 0.50 312 139 173 5 300 3.18 0.62 251 90 161 10 600 2.24 0.44 333 180 153 15 900 1.77 0.35 367 270 97 20 1200 1.45 0.28 386 360 26 25 1500 1.21 0.24 393 450 0 ~ 30 1800 1.04 0.20 399 540 0 I 35 2100 0.91 0.18 403 630 0 40 2400 0.82 0.16 411 720 0 45 2700 0.74 0.15 415 810 0 50 3000 0.68 0.13 421 900 0 ~ ~ 208' DRAINAGE POND CALCULATIONS Required 1208' Storage Volume ~ = Impervious Area x.5 in / 12 in/ft 171.7 cu ft 208' Storage Volume Provided 180 cu ft ~t DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 173 cu ft , Number and Type of Drywells Required 1 Single 0 Double i ~ ~ , INLAND PACIFIC ENGINEERING ; , 2 PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION ! BASIN: M Tot. Area 0.99 Acres -4 Imp. Area 9050 SF ~ C = 0.25 - CASE 1 160 ft. Overland Flow Ct = 0.15 L = 160 ft. n = 0.40 ^ S = 0.010 - Tc = 7.24 min., by Equation 3-2 of Guidelines 170 ft. Gutter flow Z1 = 48.0 ~ Z2 = 0.00 n = 0.016 S = 0.0070 d = 0.136 ft. ~ A R Q Tc Tc total I c 0.44 0.07 0.57 2.21 9.45 2.31 0.57 ~ Qpeak for Case 1= 0.57 cfs ~ CASE`2_ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.59 cfs So, the Peak flow for the Basin is the greater of the two flows, - , 0.59 cfs ~ - ~ I' INLAND PACIFIC ENGINEERING ~ ~ BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI DETENTION BASIN DESIGN BASIN: M DESIGNER: MWK ` DATE: 11/08/94 ~ Time Increment (min) 5 Time of Conc. (min) 9.45 j Outf low ( cf s) 1 Design Year Flow 10 Area (acres) 0.99 Impervious Area (sq ft) 9050 'C' Factor 0.25 1208' Volume Provided 0 S` Area * C 0.248 ~ ~ ~ Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 9.45 567 2.31 . 0.57 434 567 0 ~ 5 300 3.18 0.79 316 300 16 10 600 2.24 0.55 440 600 0 15 900 1.77 0.44 479 900 0 ~ 20 1200 1.45 0.36 500 1200 0 25 1500 1.21 0.30 507 1500 0 - 30 1800 1.04 0.26 513 1800 0 35 2100 0.91 0.23 516 2100 0 40 2400 0.82 0.20 526 2400 0 45 2700 0.74 0..18 530 2700 0 ~ 50 3000 0.68 0.17 537 3000 0 , ~ 208' DRAINAGE POND CALCULATIONS Required 1208' Storage Volume = Impervious Area x.5 in / 12 in/ft 377.1 cu ft ~ 208' Storage Volume Provided 0 cu ft , DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 16 cu ft Number and Type of Drywells Required 0 Single -1 Double ~ ~ ,i ~ INLAND PACIFIC ENGINEERING 1 BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ~ DETENTION BASIN DESIGN BASIN: M IMPERVIOUS • DESIGNER: MWK DATE: 09/19/94 Time Increment (min) 5 Time of Conc. (min) 5 ~ Outf low ( cf s) 0.3 --Design Year Flow 10 Area (acres) 0.21 - Impervious Area (sq ft) 9050 C' Factox 0.9 ~ 208' Volume Provided 0 Area * C 0.187 ~ Time Time Inc. Intensity Q Devel. Vol. In Vol. Out Storage (min) (min) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5 300 3.18 0.59 239 90 149 5 300 3.18 0.59 239 90 149 10 600 2.24 0.42 294 180 114 15 900 1.77 0.33 332 270 62 20 1200 1.45 0.27 353 360 0 J 25 1500 1.21 0.23 362 450 0 ~ 30 1800 1.04 0.19 370 540 0 ~ 35 2100 0.91 0.17 375 630 0 40 2400 0.82 0.15 384 720 0 ~ 45 2700 0.74 0.14 388 810 0 ~ 50 3000 0.68 0.13 394 900 0 2081 DRAINAGE POND CALCULATIONS ~ Required 1208' Storaqe Volume = Impervious Area x.5 in / 12 in/ft 377 cu ft 208' Storage Volume Provided 0 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 149 cu ft . Nulnber and Type of Drywells Required 1 Single 0 Double I~ ~ ~ ~ INLAND PACIFIC ENGINEERING ~l ~ 1 PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION BAS I N : N Tot. Area 0.85 Acres T Imp. Area 9810 SF C = 0.35 ~S CASE-1- f-` 100 ft. Overland Flow f Ct = 0.15 " L = 100 ft. n = 0.40 S = 0.010 Tc = 5.46 min., by Equation 3-2 of Guidelines i 280 ft. Gutter flow ~ Z1 = 48.0 M Z2 = 0.00 n = 0.016 ~ S = 0.0142 ' d = 0.131 ft. - A R Q Tc Tc total I Qc ~ 0.41 0.06 0.74 2.62 8.08 2.50 0.74 ^ Qpeak for Case 1= 0.74 cfs CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the _ peak flow =.90(3.18)(Imp. Area) = 0.64 cfs So, the Peak flow for the Basin is the greater of the two flows, ` j 0.74 cfs ~ i , , ~ ~ INI.AND PACIFIC ENGINEERING s ~ BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI DETENTION BASIN DESIGN BASIN: N DESIGNER: MWK ` DATE: 09/19/94 -I ~ Time Increment (min) 5 Time of Conc. (min) 8.08 i, Outf low ( cf s) 0.3 `---Design Year Flow 10 ~ Area (acres) 0.85 Impervious Area (sq ft) 9810 ' C' Factor 0.35 1208' Volume Provided 420 Area * C 0.298 Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 8.08 485 2.50 0.74 483 145 338 5 300 3.18 0.95 380 90 290 v 10 600 2.24 0.67 510 180 330 ~ 15 900 1.77 0.53 561 270 291 20 1200 1.45 0.43 589 360 229 " 25 1500 1.21 0.36 599 450 149 30 1800 1.04 0.31 608 540 68 35 2100 0.91 0.27 613 630 0 40 2400 0.82 0.24 626 720 0 45 2700 0.74 0.22 631 810 0 50 3000 0.68 0.20 640 900 0 ~ . '208'-DRAINAGEPOND-CALCULATIONS ~ Required '2081-Storage Volume = Impervious Area x.5 in / 12 in/ft 408.8 cu ft 208' Storage Volume Provided 420 cu ft i DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 338 cu ft Number and Type of Drywells Required 1 Single 0 Double ~ ~ i _ INLAND PACIFIC ENGINEERING i i ~ ~ J - i !PEAK FLOW CALCULATION PR4JECT: AUTUMN CREST, FOURTH ADDITION i ~ BASIN: O ` Tot. Area 1.14 Acres Imp. Area 9440 SF ~ C = 0.30 ~ CASE 1 160 ft. Overland Flow ; Ct = 0.15 L = 160 ft. n = 0.40 S = 0.010 f , " Tc = 7.24 min., by Equation 3-2 of Guidelines ~ 280 ft. Gutter flow ~ Z1 = 48.0 Z2 = 0.00 n = 0.016 . S = 0.0138 d = 0.134 ft. ~ A R Q Tc Tc total I Qc _ 0.43 0.07 0.77 2.62 9.86 2.25 0.77 Qpeak for Case 1= 0.77 cfs . ~ CASE 2 - Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.62 cfs So, the Peak flow for the Basin is the qreater of the two flows, - ; 0.77 cfs ~ ;l l- - ~ ~ ~ INLAND PACIFIC ENGINEERING ~ ~ rf- 1 I ~ I I ~ . ' BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI DETENTION BASIN DESIGN BASIN: O DESIGNER: MWK DATE: 09/19/94 r- , - Time Increment (min) 5 , Time of Conc. (min) 9.86 f ~ Outflow ( cfs ) 1 Design Year Flow 10 Area (acres) 1.14 ~i Impervious Area (sq ft) 9440 ~ 'C' Factor 0.3 - '208' Volume Provided 0 Area * C 0.342 L ~ Time Time Inc. Intens. Q Devel. Vo1.In Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) - 9.86 592 2.25 0.77 610 592 18 ~ 5 300 3.18 1.09 437 300 137 ~ 10 600 2.24 0.77 614 600 14 15 900 1.77 0.61 667 900 0 20 1200 1.45 0.50 695 1200 0 - 25 1500 1.21 0.41 704 1500 0 30 1800 1.04 0.36 712 1800 0 ~ 35 2100 0.91 0.31 716 2100 0 40 2400 0.82 0.28 729 2400 0 45 2700 0.74 0.25 734 2700 0 50 3000 0.68 0.23 744 3000 0 `2081 DRAINAGE POND CALCULATIONS Required 1208' Storage Volume = Impervious Area x.5 in / 12 in/ft 393.3 cu ft 208' Storage Volume Provided 0 cu ft I i~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 137 cu ft Number and Type of Drywells Required 0 Single -1 Double , ~ ._,INLAND PACIFIC ENGINEERING 1 ~ ~ 4 I 1 PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION BASIN : P Tot. Area 0.88 Acres Imp. Area 9100 SF ; C = 0.40 CASE-1- - 90 ft. Overland Flow ~ Ct = 0.15 ~ L = 90 ft. n = 0.40 ~S = 0 . 010 I ~ Tc = 5.13 min., by Equation 3-2 of Guidelines i~ 175 f t. Gutter f 1 ow ~ Z1 = 48.0 ~ Z2 = 0.00 . n = 0 . 016 S = 0.0069 ~ d = 0.165 ft. A R Q Tc Tc total I Qc 0.65 0.08 0.94 2.02 7.14 2.66 0.94 - Qpeak for Case 1= 0.94 cfs CAS-E 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.60 cfs ~ i So, the Peak flow for the Basin is the greater of the two flows, 0.94 c f s F~ ~ INLAND PACIFIC ENGINEERING i ~ r -1 ( I I ~ . BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI , ~ DETENTION BASIN DESIGN BASIN: P ~ DESIGNER: MWK DATE: 09/19/94 Time Increment (min) 5 Time of Conc. (min) 7.14 Outflow (cfs) 1 Design Year Flow 10 Area (acres) 0.88 Impervious Area (sq ft) 9100 'C' Factor 0.4 1208' Volume Provided 0 ~ Area * C 0.352 Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage (min) (sec) (in/hr) (cfs) -(cu ft) (cu ft) (cu ft) 7.14 429 2.66 0.94 537 429 109 ~ ~ 5 300 3.18 1.12 450 300 150 10 600 2.24 0.79 588 600 0 - 15 900 1.77 0.62 652 900 0 20 1200 1.45 0.51 687 1200 0 - 25 1500 1.21 0.43 701 1500 0 30 1800 1.04 0.37 712 1800 0 35 2100 0.91 0.32 719 2100 0 M 40 2400 0.82 0.29 735 2400 0 45 2700 0.74 0.26 741 2700 0 50 3000 0.68 0.24 753 3000 0 1 2081 DRAINAGE POND CALCULAfiIONS Required 1208' Storage Volume = Impervious Area x.5 in / 12 in/ft 379.2 cu ft 208' Storage Volume Provided 0 cu ft ~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM. Maximum Storage Required by Bowstring 150 cu ft ' Number and Type of Drywells Required 0 Single ' 1 Doubl e ~ - ~ ~ ~ INLAND PACIFIC ENGINEERING I I i i ~ . i I E ~ ~ PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION BASIN: Q Tot. Area 1.29 Acres Imp. Area 9893 SF 1 ' C = 0.25 CASE 1 125 ft. Overland Flow ~ Ct = 0.15 . ; L = 125 ft. n = 0.40 S = 0.010 , Tc = 6.24 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow _Z1 = 48.0 i Z2 = 0.00 • n = 0.016 Y S = 0.0119 d = 0.139 ft. A R Q Tc Tc total I Qc 0.46 0.07 0.78 2.47 8.71 2.41 0.78 Qpeak for Case 1= 0.78 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ~ peak flow =.90(3.18)(Imp. Area) = 0.65 cfs So, the Peak flow for the Basin is the greater of the two flows, ~ 0.78 cfs ; , ~ i , ~ INLAND PACIFIC ENGINEERING BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI ' DETENTION BASIN DESIGN BASIN: Q ~ DESIGNER: MWK DATE: . 09/19/94 ; Time Increment (min) 5 . Time of Conc.( min ) 8.71 . i~ Outf low ( cf s) 0.3 . Design Year Flow 10 _ Area (acres) 1.29 Impervious Area (sq ft) 9893 'C' Factor 0.25 1208' Volume Provided 0 Area * C 0.323 ~ Time Time Inc. Intens. Q Devel. Vo1.In Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 8.71 523 2.41 0.78 544 157 388 5 300 3.18 1.03 412 90 322 10 600 2.24 0.72 562 180 382 ~ 15 900 1.77 0.57 615 270 345 ~ 20 1200 1.45 0.47 644 360 284 - 25 1500 1.21 0.39 655 450 205 ~ 30 1800 1.04 0.34 663 540 123 35 2100 0.91 0.29 668 630 38 40 2400 0.82 0.26 682 720 0 45 2700 0.74 0.24 687 810 0 50 3000 0.68 0.22 697 900 0 208' DRAINAGE POND CALCULATIONS Required.12084 Storage Voiume = Impervious Area x.5 in / 12 in/ft 412.2 cu ft T, 208' Storage Volume Provided 0 cu ft i _J DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 388 cu ft ! Number and Type of Drywells Required 1 Single ` 0 Double 'i 1 ~ i , ~ INLAND PACIFIC ENGINEERING ~ , I" PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION 4= BASIN: R Tot. Area 1.32 Acres F'I Imp. Area 10227 SF r C = 0.25 CASE 1 125 ft. Overland Flow r- . Ct = 0.15 L = 125 ft. n = 0.40 S = 0.010 -Tc = 6.24 min., by Equation 3-2 of Guidelines - 250 ft. Gutter flow ~ Z1 = 48.0 ~ Z2 = 0.00 n = 0.016 J S = 0.0102 d = 0.144 ft. - A R Q Tc Tc total I Qc 0.49 0.07 0.79 2.60 8.85 2.39 0.79 ^ Qpeak for Case 1= 0.79 cfs ~ T CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ~ peak flow =.90(3.18)(Imp. Area) = 0.67 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.79 cfs _I , LJ INLAND PACIFIC ENGINEERING , I BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI , DETENTION BASIN DESIGN BASIN: R DESIGNER: MWK DATE: 09/19/94 2i 1 I Time Increment (min) 5 Time of Conc.( min ) 8.85 1 Outf low ( cfs ) 0.3 Design Year Flow 10 Area (acres) 1.32 ` Impervious Area (sq ft) 10227 'C' Factor 0.25 1208' Volume Provided 0 Area * C 0 . 330 ~ Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage ! . (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 8.85 531 2.3-9 0.79 561 159 402 5 300 3.18 1.05 422 90 332 10 600 2.24 0.74 577 180 397 ^ 15 900 1.77 0.58 631 270 361 20 1200 1.45 0.48 661 360 301 25 1500 1.21 0.40 671 450 221 ~ 30 1800 1.04 0.34 680 540 140 35 2100 0.91 0.30 685 630 55 ~ 40 2400 0.82 0.27 698 720 0 45 2700 0.74 0.24 703 810 0 50 3000 0.68 0:22 714 900 0 2081 DRA,INAGE POND CALCULATIONS Required '208' Storage Volume • = Impervious.Area x .5 in / 12 in/ft .426.1 cu ft 208' Storage Volume Provided 0 cu ft ~ i l_J DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 402 cu ft ~I Number and Type of Drywells Required 1 Single `J 0 Double s ~ INLAND PACIFIC ENGINEERING i % PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION BASIN: R UNDEVELOPED Tot. Area 0.99 Imp. Area 0 '50- 4FArL VGsv,,j SToP~.ti ,i C = 0.25 ~ ; j CASE 1 445 ft. Overland Flow k ' Ct = 0.15 L = 445 ft. ~ n = 0.40 ~ S = 0.013 - Tc = 12.36 min., by Equation 3-2 of Guidelines i - J 140 ft. Gutter flow T1 Z1 = 48.0 ~ Z2 = 0 n = 0.016 - S = 0.0056 - d = 0.15 ft. A R Q Tc Tc total I Qc ~ 0.52 0.07 0.63 1.93 14.30 2.56 0.63 Qpeak for Case 1= 0.63 cfs CASE 2 Case 2 assumes a Time of Concentration less th4n 5 minutes so that tne ! peak flow =.90(4.57) (Imp. Area) = 0.00 cfs _f --So, the Peak flow fox the Basin is the greater of the two flows, , 0.63 cfs ' , ~i ~ -INLAND PACIFIC ENGINEERTNG ~ . ~ I I l ~ ~ PEAK FLOW CALCULATION PROJECT: AUTUMN CREST, FOURTH ADDITION , BAS I N : S Tot. Area 0.89 Acres ;Imp. Area 9173 SF C = 0.40 ~ CASE 1 95 ft. Overland Flow Ct = 0.15 ~i L _ 95 ft. - n = 0.40 ~ S = 0.010 ~Tc = 5.30 min., by Equation 3-2 of Guidelines 1 206 ft. Gutter flow Z1 = 48.0 ~ Z2 = 0.00 n = 0.016 S = 0.0062 ~ d = 0.166 ft. A R Q Tc Tc total I Qc _ 0.66 0.08 0.91 2.50 7.79 2.55 0.91 ~ Qpeak for Case 1= 0.91 cfs , CASE 2 ~ -S Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.60 cfs ~I k So, the Peak flow for the Basin is the greater of the two flows, 0.91 cfs 'I I! i~ ~ + ~ , ` n INLAND PACIFIC ENGINEERING f i 1 ' I J . ~ BOWSTRING METHOD PROJECT: AUTUMN CREST, FOURTH ADDITI ~ DETENTION BASIN DESIGN BASIN: S DESIGNER: MWK DATE: 09/19/94 ~I i -Time Increment (min) 5 ;-i Time of Conc.( min ) 7.79 ; Outf low ( cf s) 1 Design Year Flow 10 Area (acres) 0.89 Impervious Area (sq ft) 9173 'C' Factor 0.4 1208' Volume Provided 0 ~ Area * C 0.356 Time Time Inc. Intens. Q Devel. Vol.In Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 7.79 467 2.55 0.91 568 467 101 ~ ; 5 300 3.18 1.13 455 300 155 10 600 2.24 0.80 605 600 5 -~-15 900 1.77 0.63 667 900 0 20 1200 1.45 0.52 701 1200 0 -A 25 1500 1.21 0.43 715 1500 0 30 1800 1.04 0.37 725 1800 0 ~f 35 2100 0.91 0.32 732 2100 0 i 40 2400 0.82 0.29 747 2400 0 45 2700 0.74 0.26 753 2700 0 50 3000 0.68 0.24 765 3000 0 208' DRAINAGE POND CALCULATIONS Required 1208' Storage Volume Impervious Area x.5 in / 12 in/ft 382.2 cu ft 208' Storage Volume Provided 0 cu ft , DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 155 cu ft s~ lJ Number and Type of Drywells Required 0 Single 1 Double INLAND PACIFIC ENGINEFI2ING i ~ y STORMWATER DISPOSAL BASIN L The peak flow of .SO cfs will be disposed of in a Type "A" drywell in Pond L ~ BASIN M The peak flow of .59 cfs will be disposed of in a Type "B" drywell in Pond M. i BASIN N The peak flow of .74 cfs will be disposed of in a Type "A" drywell in Pond N. BASIN O The peak flow of .77 cfs will be disposed of in a Type "B" drywell in Pond O. ;-BASIN P The peak flow of .94 cfs will be disposed of in a Type "B" drywell in Pond P. S~ ~ BASIN Q The peak flow of .78 cfs will be disposed of in a Type "A" drywell in Pond Q. - BASIN R The 10 year peak flow from the developed portion of BasinR requires a Type A drywell and a volume of 426.1 cubic feet. A type B" drywell has been J provided to dispose of the 50 year peak flow from the undeveloped basin of .63 cfs. ~ ~ , BASIN S The peak flow of .91 cfs will be disposed of in a Type "B" drywell in Pond S. i ; ~ ~ , ~ ~ J t ~ 4 ' ! • rJ , ~ r - i~ i ~ , ~ , CURB DROP CAPACITY ~ s ~ All of the curb drops and inlets for this project are located in sump condition. The capacity for a 4' long curb drop and precast inlet are as follows. S' ~ - Curb Dron Q = 3.087 L fV12 L = 4' H= for allowable depth outside 12' "dry zone" i; 12 (0.0233) + 0.17'(2" depression) = 0.45' Q = .73 cfs Tvpe 2 Curb Inlet , Q = 3.087 L H3'2 ~ L = 4' H = 14 (0.0208) + 0.17' = 0.46' = 3.86 cfs ~ ~ t ; r~ i ~ ~ . i ~ ; ~ 1~ I . . s ~ '208' VOLIJME S Y TABLE c - . .........r rr....~.... . ............,:.:>::.>:~:::.:::::.:-::.x . . . . . .....~f, rr...--~------~---....... . . . . . . . .:.r::.::_:: ~ _ : - - --::r. . . .ir . . . . . . ~N: . . . ..3~.----~- - ..::.~:.;~~.r . . . , • - ~ . ::r:..~: ~ ~ - . ~;r:. . _ . . : Fr. - , s.::._ . . . r•~.. . . . . . . - ~ ~~:•:::~Q~~:~~~~ -_--.-~;~:~r. ~Q~ , 0W. . • . . r...::~........ . . • - r - . • . . - . : ~:~+•s'. - :.y,~...:: . . y . , ni; . . : • . . • y 7 ~:::.•:.~..~::r:~:::;.....:. . - - ~•;:y..;::.:-•::~ . ~ :}}>S7; { ! . . . . . . 1 . . . - 1. . I . , ■ . • : :w: . • • . : } Y'•~•rt•~ 'N` . . . _ ' {\~J[;~}MTM~. . . . . ` :.i/::: :;7::::.~:: ' ~~#f.i}.~1F~!' ' 'rS~~~~~}::~:~:;:.•~:M. :v: • . . .........:::::v.}}.~::y• . . :.:.::v..:......_~_.. .:r•.~:v.~:_:~"'•' i ' ......r.r. ' ' . :::}}v..: . . . ::;{;:•i:•::.;:.: - .'i:•:'.•:..~ . ~ : . ~ . •.J!•• . '.1V`::::::::.. . . ~ • ~ • 1Y::: . . • . . . ~ ~ . J.: C~.~.~.•.•~: .:{ti•'.'.'i i : i : . . . . .•r. . . ...1.X..• . • • • . ~ . ~.•.V'.~ • •.':.V:.': i . i ~ . ' • . . . " . . - ' . . : . : . " : ~ i ~ ~ ' ::..:.:.•.•ii: i • ~ CU.: . . . - . . . . . . - - . - - - - - - - - - - - . L 171.7 173 312 71 183 . M 171.7 149 300 70 176 ~ N 408.8 338 738 112 411 .0 393.3 137 710 112 397 1~ - P 379.2 150 679 108 380 Q 412.2 388 748 113 .416 ' R 426.1 402 779 118 434 i S 382.2 155 701 110 392 * VOLUME _ (5) AREA + (.375) PERIMETER ; ~ ~ , . ~j . . • ~ ~ I~ ~ --,fRB DESIGN WITH BXISTIHG PAVING TYPE 'B° CtIRB ` ~--f;reet: PROGRESS ROAD Qate: 09/15/94 ,oject: AUTOMIlt CREST FODRTH ADDITIOH Desiqner: MARK ,-'y/2 Paving width = 18.00 ft , I _ALD INFORk~ATION OFFICE CAI,CULATIONS Existinq Distance Cross 1/2 Pfi -Kin Curb. Kin Curb. Propased Proposed Proposed Sta. C/L Elev HP Elev C/L Grade C/L to EP Slope Dist C/L-BP -4.51 -2.0t Curb Elev, Slope Sta, Cross-slope 3969.70 2054.48 2054.19 18.00 0.0161 0.00 2054.69 2054.69 2054.69 3969.70 ERR i ~ 0.0066 0.0030 ~ 4000.00 2054.68 2054.57 10.00 0.0110 6.50 2054.66 2054.83 2054.78 4000.00 0.0270 0.0088 0.0032 4025.00 2054.90 2054.73 14.00 0.0170 6.50 2054.82 2054.99 2054.86 4025.00 0.0393 0.0020 0,0032 .:4050.00 2054.95 2054.74 10.00 0.0210 b.50 2054.83 2055.00 2054.94 4050.00 0.0285 0.0008 0.0032 4075.00 2054.97 2054.82 10.00 0.0150 6.50 2054.91 2055.06 2055.02 4075.00 0.0285 ' 0.0032 0.0036 4100.00 2055.05 2054.85 10.00 0.0200 6.50 2054.94 2055.11 2055.11 4100.00 0.0193 , 0.0020 0.0036 i 4125.00 2055.10 2054.94 10.00 0.0160 6.50 2055.03 2055.20 2055.20 4125.00 0.0193 0.0056 0,0044 4150.00 2055.24 2055.10 10.00 0.0140 b.50 2055.19 2055.36 2055.31 4150.00 0.0270 ~ 0.0072 0.0060 4175.00 2055.42 2055.27 10.00 0.0150 6.50 2055.36 2055.53 2055.46 4175.00 0.0301 0.0048 0.0040 ~ 4200.00 2055.54 2055.39 10.00 0.0150 6.50 2055.48 2055.65 2055.56 4200.00 0.0331 ~ _J 4225.00 2055.62 2055.48 0.0032 10.00 0.0140 6.50 2055.57 2055.74 2055.66 0,0040 4225.00 0.0316 0.0048 - 0.0040 I4250.00 2055.74 2055.60 10.00 0.0140 6.50 2055.69 2055.86 2055,16 4250.00 0.0347 0.0032 0.0032 4275.00 2055,62 2055,66 10.00 0.0160 6.50 2055.75 2055.92 2055.84 4275.00 0.0316 r-0.0024 0.0032 4300.00 2055.88 2055.66 10.00 0.0220 6.50 2055.75 2055.92 2055.92 4300.40 0.0193 -J 0.0049 0,0041 4324.26 2056.00 2055.76 10.00 0.0240 6.50 2055.85 2056.02 2056.02 4324.26 0.0193 ~ 0,0062 0.0070 -4350.00 2056.16 2055.96 10.00 0.0180 6.50 2056.07 2056.24 2056.20 4350.00 4.0254 0.0060 0.0060 ~ 4375.00 2056.31 2056.12 10.00 0.0190 6.50 2056.21 2056.38 2056.35 4375.00 0.0239 ~ 0.0052 0.0060 4400.00 2056.44 205b.24 10.00 0.0200 6.50 2456.33 2056,50 2056.50 4400.00 0.0193 O.Q060 0.0060 ~ 4425.00 2056.59 2056.39 10.40 0,0200 6.50 2056.48 2056.65 2056.b5 4425.00 0.0193 ~ ; i } , HC1 ~ . ~owarc~ ~~~sultants, Inc. . Cortsulting Geotechnieal Engineers & Geologists N. 2228 Pines Raad, Suite 5h1, Spcksne,l+VA 99206 509-891-1904 Fax 509-891-2012 - N{]Vember 14, 1994 Project Na. S0371-01 10 Mr. Steve Soltys Inland T'acific Engineering ~ompany W. 707 7th Street, Suite 200 ~ Spokane, Washingtan 99204 RE: LETTER Subgrade "R"_'Value - AUtunnn Crest 4th Addition Spokane County, Washington Dear Steve: . In aecordance ufith yOLir request, we have performed an "rW_value test of the subgrade sai'ls at the Auturtnn Cr.est 4tr7 Addition Subdivisaon. Attached is acapy of the 1ab form graphic.al plot. Our testing was perforrne.d iri accordance with AASHTO 'F-190 guidelines. The sarnple uras obtained at the proposed intersect,ion of Charles Road and 20th Avenue at a depth o~ 12 to 20 inches. The resulting "R°'_va.lue was deterrnined ta be 55. This va1ue correlates to aWSDOT „R„_valLie of 53. This valUe should improve afCer utility wark is completed. This shouZd result in the rnixing of cleaner sandy gravels at depth with the si1ty sand and grave1 near the 'ground sLrrface. ' If you have any questions regarding this ]etter, please call. SiT1GeTe? y, HOWARD CoNSuLTANTI, rNC. W. Mark S torey, P. E. Senior Engi neer ~ EP: sa RF(4',"1=1V1=D NOV 16 1994 1. P. E. G, , . RESISTANCE VALUE ui SPEClMEN ~ A ~ a ( C ~ p EXUCA i(ON PRESSi!RE. PS; i liq I 503 EXPANSVI OIA! (.0001") ( O ~ R i ( I~ I Z EXPANSICN PRESSURE-, PS;r ( O + 35, { 44 I I ° , REScs ; ANc-t vaLuE. R ! 1 ~6 ( I ~-4 w} X MCISTJRE AT TcSi ~ 9."? 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't' .:I~..:l~ .:i:.,....:l:..:1:. .~l:..:i:. .:L•'..~~:... ......~f~ :E:.... . ;I..: :I'~t.... e i . . . . ..:r. . .~ii~.•~:' . . . . . .~i~.. . . ~::':~,•'r~:~ ........:r:..~i~..:f::... ..:I::~~1~~ :j:~. :j: :I: . •r . ~i =~:..........:f::.~l: :I: :.................:i:..:~~.......:1:..:i:.......:l:..:i:..:i:..:f:..:~:..:#~..:~:...... :~=..:1:..:(: . ° d.Z ~ 0.4 ~ as ~ 0.3 ~ .:n. ~ Lz •14~ ~ L6~ ~ La~ ~ 2.0 ~ ~Z ; ~ ;~3 ~ .:26 Z.3 : . 5.0 ~ 1: . - 3.6 LLJ ccvER r:AcxNEss BY ~ ~tAW ll Z ~ c- ~'i i\;rJ :/vc.•~•C ~$SGc~.~''i:A: '~•'C~-~'1 5: . m , ~"4.•~~ j~"•~G' ~ W Y . U W ao U HCI ~ Howard Consultants, Inc. _ I s PLATE