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HomeMy WebLinkAbout62 Development Permit 506 Utility Customer Svc BuildingDrainage Report FOR COLLEGE STATION UTJL!TY CUSTOMER SERVICES BUILDING / nts VICINI TY MAP NTS OCTOBER 1997 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 Drainage Report FOR COLLEGE STATION UTILITY CUSTOMER SERVICES BUILDING VICINITY MAP NTS OCTOBER 1997 / nts ppROVEOFO ~QNSTRUCT\0 DEC o 3 1997 COLLEGE STAT\0 Prepared By: iG\NEER\NG McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 fa/ Bryan, Texas 77802 ' ( 409) 776-6700 CERTIFICATION I, Michael R . McClure, Registered Professional Engineer No . 32740, State of Texas, certify that this report for the drainage design for the COLLEGE STATION UTILITY CUSTOMER SERVICES BUILDING, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof STORM DRAINAGE REPORT UTILITY CUSTOMER SERVICES BUILDING 11~~/~;?1 Michael R. 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TABLE OF CONTENTS COLLEGE STATION UTILITY CUSTOMER SERVICES BUILDING INTRODUCTION GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE FACILITY DESIGN DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBITS 1 1 1 2 2 4 FEMA FLOOD INSURANCE RA TE MAP EXCERPT "A" DRAINAGE AREA MAP -EXISTING CONDITIONS "B-1" DRAINAGE AREA MAP -PROPOSED CONDITIONS "B-2" RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS "C-1" INLET COMPUTATIONS "C-2" PIPE SIZE CALCULATIONS "C-3" DRAINAGE CHANNEL ANALYSIS "C-4" CUL VERT ANALYSIS "C-5" PROPOSED DETENTION POND ROUTING "D-1" ROUTING HYDROGRAPHS "D-2" STAGE-STORAGE AND STAGE-DISCHARGE CURVES AND TABLE "D-3" STORM DRAINAGE REPORT PAGE ii UTILI1Y CUSTOMER SERVICES BUILDING STORM DRAINAGE REPORT COLLEGE STATION UTILITY CUSTOMER SERVICES BUILDING INTRODUCTION: This storm drainage report is intended to cover the necessary drainage infrastructure for the proposed site improvements. The parameters used for design and the existing conditions of the on- site area are incorporated to show how the final drainage design will accomplish the desired drainage I objectives per the City of College Station Drainage Policy and Design Standards (DPDS .) GENERAL LOCATION AND DESCRIPTION: I The Utility Customer Services Building will be located in south College Station. The site is at the comer of.Krenek Tap Road and WM. King Cole Drive. The site is undeveloped and is gently rolling with an average of 2% slopes. PRIMARY DRAINAGE BASIN DESCRIPTION: The site drains to the eastern corner of the property. All storm water from the site flows into the Bee Creek. Exhibit "A" shows the site placed on the Federal Emergency Management Agency Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas effective July 2, 1992 . The flood plain as drawn on the FEMA maps shows that the site is not in the 100 year flood plain . However, in comparing the published flood plain elevations with the existing ground elevations on the site, it is apparent that a portion of the site is inundated by the 100 year storm. This approximate location is shown on the drainage area maps (Exhibit "B-1" and "B-2"). STORM DRAJNAGE REPORT PAGE ! UTILITY CUSTOMER SER VIC ES BUILDING DRAINAGE FACILITY DESIGN: The site will be served by a detention pond located along the eastern corner of the property . Exhibit "B -2" shows the proposed drainage areas for the pond . Drainage areas 1, 2, and 3 are combined into "Pr" which represents the total proposed drainage area from the site . Drainage area "4" represents the runoff from King Cole Drive that will be captured by a new grate inlet. Drainage areas "Pr" and "4" are used to evaluate t he routing of the pond . The outlet device for the pond is a 12 inch diameter orifice . The outlet pipe connects to Grate Inlet "4" and discharges into an existing 18 inch corrugated metal pipe (CMP). The study point is at Grate Inlet "4". This study point will show the combined impact of runoff from the site and runoff from King Cole Drive . The existing 18 inch CMP discharges into a well defined drainage channel which conveys the water from the site to Bee Creek. Drainage areas "I", "2"; and "3" are for calculating inlet and pipe sizes . Exhibits "C-1 ", "C-2", "C-3" show the rational formula drainage area calculations, inlet computations, and pipe size calculations for the above mentioned drainage areas. Exhibit "C-4" and "C-5" show the evaluation of the drainage channel and existing 18 inch CMP . DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS . The design rainstorm is the I 0 year event . Flow calculations for all drainage areas are based on the Rational Method . Pipe sizing is in accordance with Manning's Equation with an "n" of .014 per the DPDS . The storage volume required for the detention facil ity is based on a triangular hydrograph (base = 3* Tc) routing of peak flows computed using the rational method . The required volume consists of the difference in volume of the Pre-development and Post-development hydrographs for STORM DRAINAGE REPORT PAGE 2 UTILITY CUSTOMER SE RVIC ES BUILDING The proposed detention pond routings shown in Exhibit "D-1" and "D-2" demonstrate how the pond will function . Exhibit "D-3" shows a stage storage and stage discharge curve for each pond . The peak discharge for the Post-development does not exceed the Pre-development condition for the 5, 10, 25, 50 , and 100 year storm events, however, during larger storm events the Bee Creek flood plain inundates the detention area making the detention pond ineffective . The following summary table shows the peak flow for the Pre-development events and the peak flows for the Post-development events . Pre-Development Post-Development Pond Surface Elev . Published FEMA Elevations Q5 13 cfs 7 cfs 256 .7 NIA QIO 14 cfs 8 cfs 256 .9 256 .9 Q25 16 cfs 9 cfs 257 .0 NIA Q50 19 cfs 9 cfs 257 .2 258 .0 QIOO 21 cfs 10 cfs 257.4 258.4 Top of Berm= 257 .50 It :should be noted that since the area where the pond is located will be inundated by the 100 year flood plain of Bee Creek an emergency spillway is not required . STORM DRAINAGE RE PORT PAGE 3 UTILITY CUSTOMER SER VICE S BUILDING C ONCLUSION: The Post-development peak discharge does not exceed the Pre-development peak discharge . In all cases, including the I 00 year event, storm water is released into public rights-of-ways or into the apparent FEMA I 00 year flood plain and conv eyed to the natural outfall . The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards . STORM DRAINAGE REPORT PAGE4 UTILITY CUSTOMER SERVIC ES BUILDJNG City of College Station 48 00 83 Based on Published Flood Elevations Port of the Site would be in the 100 Year Flood Plain ZONE X PRC>.ECT SllE Scale: 1 w 500' ZONE X EXHIBIT A Flood Insurance Rote Mop Exce rpt Brazos County, Te xas and Incorporated Areas Mo p Numbers: 48041C0144C Effec tive Dote: July 2, 1992 ~ ~ ~ c a:: a:: w ..J < ..J < ~ a. < c LL w 0 j:: w c (!) a:: ..J a. < z < w z 0 (.) 5 ::c < > w z ..J c ..J ..J a:: I-< ~~ w ~ ~ c;; w (!) I-> >z 0 z a:: w w 0 o~ c I-::::> < a:: c I-NO. AC. 0.4 0.55 0.9 ft. Ex 4.37 4.37 0.00 0.00 1.75 648.0 Pr 3.81 1.89 0.00 1.92 2.48 24.0 1 VO.OB-0.08 0.00 0.00 0.03 20.0 2 \, i-'0.40 0.00 0.00 0.40 0.36 1.0 3 ~ v2.04 0.57 0.00 1.47-1.55 24.0 4 "' V0.58 0.30 0.00 0.28 0.37 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations UTILITY CUSTOMER SERVICES BUILDING ;: 0 ;: ;: ..J LL 0 0 c ..J ..J z LL LL ~ 5 a:: ::c a:: u CJ CJ w I-w I-a:: ..J ~ (!) ~ ..J 0 I-u w ..J ::::> z ::::> ..J ..J w >< (!) ~ (!) ~ w iV (J) N It) 0 LL > (.) ::::> ~ 0 ~ 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 14.0 1.0 1.0 1.0 10.4 10.4 6.22 10.9 7.6 13.2 4.0 913.0 11.0 2.2 7.1 7.1 7.27 18.1 8.8 21.8 0.4 1.0 1.0 1.0 0.3 5.0 8.22 0.3 9.9 0.3 1.0 1.0 1.0 10.4 0.0 5.0 8.22 3.0 9.9 3.6 4.0 913.0 11.0 2.2 7.1 7.1 7.27 11.3 8.8 13.6 1.0 500.0 11.0 2.9 2.8 5.0 8.22 3.1 9.9 3.7 f~-=-1~2-1-3. -I"} 62.. f ~s 4-.\-'2. o4-'-· .oi-t. (@ (~? °' :J @ © ~·~?/ 0 It) 0 .... It) a :!: 0 ~ In/Hr cfs In/Hr cfs 8.5 14.9 9.7 17.0 9.8 24.4 11.2 27.8 11.0 0.4 12.5 0.4 11.0 4.0 12.5 4.5 9.8 15.2 11.2 17.4 11.0 4.1 12.5 4.7 0 ~ In/Hr 11.0 12.6 14.1 14.1 12.6 14.1 0 0 0 0 It) 0 .... 0 :!: 0 cfs In/Hr cfs 19.2 12.3 21.6 31.4 14.2 35.2 0.5 15.8 0.5 5.1 15.8 5.7 19.6 14.2 22.0 5.3 15.8 5.9 9/29/97 9715-dra.xls Exhibit C-1 -~ ~ .c -~ --C,!) • "'O rJ'J <o ~ -13 ~ ~z ---·:; ~ ~~ ~ 0 ~ c::r Q., .-1 -~ 0 ~< 0 -~ fii rJ'J cfs 1 0.4 2 4.0 3 15.2 4 4 .1 28 0 .2 % EXHIBITC-2 INLET COMPUTATIONS UTILITY CUSTOMER SERVICES BUILDING ~ .J "'O ~ -"'O 0 ~ -0 -;;:: z ~ c::r 0 -~ ~ -~ 0 ~ ~ c .-1 < 0 DESCRIPTION u .J .J ~ Curb Inlet cfs ft ft 1 0.4 Proposed Grate Inlet 2 4 .0 Junction Box 3 15.2 Std. Low Point Inlet 1.69 8 .99 10 4 4 .1 Proposed Grate Inlet .c -Q., ~ ~ "'O ~ "'O = 0 ~ ft 0.5 0 .2 "'O "'O ~ ~ ~ v5 .!: "'O = ·;;: -c::r 0 ~ ~ -~ ~ ~ ~ ~ ~ ~ ~ < --u < < Grate Inlet cfs sq-ft sq-ft 2 0 .18 1.8 I.3 3.26 3.33 10/8/97 9715-dra .xls Exhibit C-2 0 < E--u z ~ E--~ ~ ~ ~ ~ ~ 0 0 C.I E--E--E-- EXHIBIT C-3 PIPE SIZE CALCULATIONS UTILITY CUSTOMER SERVICES BUILDING = .!2!> = « "l ~ .!2!> « ~ ~ ~ s "l Q. Q. i.. ~ "l ~ 0 "O ~ ~ 0 ~ ---"O Q. i.. 00 00 "l ~ = ~ ~ = = -~ 0 ._, "l « ~ ... Oll "O ~ .:. ~ 0 ~ -~ ·;; ~ C.I t::l ~ = 0 "O 0 0 0 ·c ~ ~~ <~ z ~ ~ 00 ~ ~ # # Ac. min yr cfs cfs # cfs O/o " fps 1 2 0 .0 5 .0 10 0.4 0 .5 1 0 .5 0 .01 15 0 .4 2 3 0.4 8 .8 10 3 .6 4 .5 1 4 .5 0 .55 15 3 .6 3 HW2 1.9 9.6 10 17.1 21 .4 2 10 .7 1.19 18 6 .0 'V *Includ es 25% Flo w Increase for pipe sizes <27" dia. • • See Plan & Profile for pipe sl op e used (Pipe slope >or= Friction slope) = E-- ~ z ~ ' 85 172 16 ~ s ... "O E--= ~ ~ 'ii > @ s ~ i.. C.I ~ E--E-- min min ' 3 .79 8.79 0.79 9 .57 0 .04 9 .62 9/29/97 9715-dra .xls Exhibit C-3 E-- ~ ~ ~ = ' •. 'ti • ,.l { .,, ,,,,, ~.' " ..... ~ ... . r .. ... ·~ ' --· ~ ... .. \ . ) .,...,, # ' ,,, ... ':£ ~r;;· EXHIBIT C-4 DRAINAGE CHANNEL ANALYSIS UTILITY CUSTOMER SERVICES BUILDING Approximate Channel Dimensions 8' .... I• 4' •I Calculation of Ultimate Channel Capacity with 0.5' Freeboard . Mann i ng 's Equation = Q=(1 .49/n)*[(NPw)A(2f3)]*SQRT(S)*A A=area (sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) S=Channel Slope (ft/ft) A=9 .0 sf n=0.024 Pw=9 .0 ft S=0.005 ft/ft Q Ultimate for the Channel is 36.24 cfs The channel has adequate capacity to convey the runoff from the project site . t 2' i 9/30/97 Exhibit C-4 EXHIBIT C-5 CULVERT ANALYSIS UTILITY CUSTOMER SERVICES BUILDING Culvert Diameter (feet) Culvert Invert Elevation Top of Road Number of Pipes FHWA Chart Number (1 RCP, 2 CMP) Scale Number on Chart (Type of culvert entrance) Manning's Roughness Coefficient (n-value) Entrance Loss Coefficient of Culvert Opening Culvert Length (feet) Culvert Slope (feet per foot) ************ Results "*********** 05 010 025 050 Flow Rate (cfs) 7 8 9 9 Tailwater Depth (ft} 0.6 0 .62 0 .67 0 .67 Headwater (ft) Inlet Control 1 .61 1.83 2.02 2 .02 Outlet Control 1 .87 2 .29 2 .77 2 .77 . Normal Depth (ft) 1 .5 1 .5 1 .5 1.5 Critical Depth (ft) 1 .02 1 .1 1 .16 1 .16 Depth at Outlet (ft} 1.02 1 .1 1 .16 1 .16 Outlet Vel. (fps) 5 .45 5 .78 6 .13 6 .13 Water Surface Elev. (ft .} 255 .53 255 .95 256 .43 256 .43 Freeboard (ft.} 1.47 1.05 0 .57 0.57 1.5 254.32 257 1 2 3 0 .024 0.5 60 0.011 0100 10 0.71 2.25 3.31 1 .5 1.27 1.27 6 .29 256 .97 0 .03 9/30/97 Exhibit C-5 D.A . # D.A. I :it .:::. 0 Q. w "' Ci z iii 0 ... :::?: "O >-... 0 :I: c.. (.) Qp 21.8 Tc 7 .1 inc 1.0 TI me cfs cfs 0 .0 0 .0 0 .0 1 .0 3 .1 3 .1 2 .0 6 .1 6 .1 3 .0 9 .2 9 .2 4 .0 12.2 12.2 5 .0 15 .3 15 .3 6 .0 18 .3 18 .3 7 .0 21.4 21.4 8 .0 20 .5 20 .5 9 .0 19.0 19.0 10.0 17 .4 17 .4 1 1 .0 15 .9 15 .9 1 2 .0 14.4 14.4 13.0 12.9 12.9 14.0 11.3 11.3 15.0 9.8 9.8 16.0 8 .3 8.3 17.0 6 .8 6.8 18 .0 5 .2 5 .2 19.0 3.7 3 .7 20 .0 2 .2 2 .2 21.0 0.6 0 .6 22.0 0 .0 0.0 23 .0 0 .0 0.0 24.0 0 .0 0.0 25 .0 0 .0 0 .0 26 .0 0 .0 0 .0 27 .0 0 .0 0 .0 28 .0 0 .0 0 .0 29 .0 0.0 0 .0 30 .0 0 .0 0 .0 31 .0 0.0 0 .0 32.0 0 .0 0 .0 33.0 0 .0 0 .0 34.0 0 .0 0 .0 35 .0 0 .0 0.0 36 .0 0 .0 0.0 37 .0 0..0 0 .0 38 .0 0 .0 0.0 39.0 0 .0 0 .0 40 .0 0 .0 0 .0 PEAK FLOWS 21 21 0.00 indicates inital condi t ion EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING UTILITY CUSTOMER SERVICES BUILDING Pond RoutinQ I VENT = 5 ~.A. I c: a z c: c: '.!2 .2 .... 2 + .... .... "O n; c: + + '.!2 c: + c: > "' "' c: 0 .!! c: N N a c.. w ... 3 .7 5 .0 cfs cfs cfs cf s ft cfs 3.05 0.00 0 .00 0 .00 255.0 0 .0 9 .16 2.81 3.05 0 .12 255 .0 0 .7 15 .27 10.88 11 .9 7 0 .54 255.1 1 .5 21.38 23.72 26.1 5 1.22 255.3 2.2 27.49 40.88 45.10 2.11 255.5 2 .9 33 .59 61.94 68 .36 3 .2 1 255.8 3 .7 39.70 87 .20 95 .53 4 .16 256.0 3 .3 41.87 118.20 126.91 4 .3 5 256 .1 2 .9 39 .46 150.97 160.07 4 .55 256 .2 2 .6 36 .41 180.96 190.4 3 4 .73 256 .3 2 .2 3 3 .35 207 .58 2 1 7 .37 4 .90 256.4 1 .8 3 0 .30 230.86 240 .93 5 .0 4 256 .5 1.5 2 7 .24 250 .84 261 .1 5 5 .16 256 .5 1 .1 24.19 267 .56 278 .08 5 .26 256.6 0 .7 2 1.14 281 .07 291.7 5 5 .34 256.6 0.4 1 8 .08 291 .40 302.21 5 .40 256.7 0.0 1 5.03 298 .58 309.48 5.45 256.7 0.0 11.97 302 .66 313.61 5.47 256.7 0.0 8.92 303 .68 314.64 5 .48 256 .7 0 .0 5 .87 301.67 312.60 5 .47 256.7 0 .0 2 .81 296.66 307.53 5 .4 4 256.7 0 .0 0 .64 288 .69 299.47 5 .39 256.7 0 .0 0 .00 278 .68 289 .34 5 .3 3 256.6 0 .0 0.00 268.16 278.68 5 .26 256.6 0 .0 0.00 257 .76 268.16 5.20 256.6 0 .0 0 .00 247.48 257 .76 5 .14 256.5 0 .0 0 .00 237 .33 247 .48 5 .08 256.5 0 .0 0 .00 227 .30 237.33 5 .01 256 .5 0 .0 0.00 217 .39 227.30 4 .9 5 256.4 0.0 0.00 207 .60 217.39 4 .90 256.4 0 .0 0 .00 197.93 207.60 4 .84 256.4 0.0 0 .00 188 .37 197 .93 4.78 256 .3 0 .0 0 .00 1 78 .93 188 .3 7 4 .72 256.3 0 .0 0 .00 169.60 178.93 4 .66 256 .3 0.0 0 .00 160.38 169.60 4.61 256.3 0 .0 0 .00 1 5 1 .28 160.38 4 .55 256 .2 0 .0 0 .00 1 42 .28 15 1.28 4 .50 256.2 0.0 0.00 133.39 142.28 4 .44 256.2 0.0 0 .00 1 24.61 133.39 4 .39 256.1 0 .0 0 .00 115 .93 124.61 4 .34 256.1 0.0 0 .00 107.36 115 .93 4 .29 256 .1 0 .0 5 256 .7 4 0 w "' ...J 0 <( c.. ... 0 0 a:: ... c.. cfs 0 .00 0 .86 2 .01 3.42 5 .05 6 .88 7.47 7 .29 7 .12 6 .94 6 .73 6 .50 6 .26 5 .99 5 .71 5.40 5.45 5.47 5.48 5.47 5.44 5 .39 5 .33 5 .26 5 .20 5.14 5 .08 5 .01 4 .95 4 .90 4.84 4 .78 4 .72 4.66 4 .61 4 .5 5 4 .50 4.44 4 .39 4 .34 4 .29 7 D.A . I >( w 13.2 10.4 cfs 0 .0 1 .3 2 .5 3 .8 5 .1 6.4 7 .6 8 .9 10.2 1 1 .5 12.7 12.9 12.2 1 1 .6 10.9 10.3 9 .7 9 .0 8 .4 7 .8 7 .1 6 .5 5 .9 5 .2 4 .6 3 .9 3 .3 2 .7 2 .0 1.4 0 .8 0 .1 0 .0 0 .0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 13 9715-dra.xls Exhib it D-1 (!) ...J z <( I= ... !!? 0 >< ... w cfs 0.00 1 .27 2 .55 3.82 5 .09 6 .36 7 .6 4 8 .9 1 10.18 11 .46 12.73 1 2.85 1 2 .22 11 .58 10.94 10.31 9 .67 9 .03 8 .40 7 .76 7 .1 2 6.49 5 .85 5 .22 4 .58 3 .94 3 .3 1 2 .67 2 .03 1 .40 0 .76 0 .12 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 13 D .A. # D .A. # 'It .r= c a. w .,, Ci z iii 0 -0 ~ 0 >. ... J: c.. 0 Qo 24.4 Tc 7 . 1 inc 1.0 Tim e cfs cfs 0.0 0.0 0 .0 1.0 3.4 3.4 2.0 6.8 6.8 3.0 10.2 10.2 4 .0 13 .7 13 .7 5.0 17 .1 17 .1 6 .0 20.5 20.5 7 .0 23 .9 23 .9 8 .0 22 .9 22 .9 9 .0 21.2 21.2 10.0 19.5 19.5 11.0 17 .8 17 .8 12.0 16. 1 16. 1 13 .0 14.4 14.4 14.0 12.7 12.7 15 .0 11 .0 11.0 16.0 9 .3 9 .3 17 .0 7 .5 7.5 18 .0 5 .8 5 .8 19.0 4 . 1 4 . 1 20.0 2 .4 2.4 2 1.0 0 .7 0 .7 22.0 0 .0 0 .0 23 .0 0 .0 0 .0 24.0 0 .0 0 .0 25 .0 0 .0 0 .0 26 .0 0.0 0 .0 27 .0 0.0 0 .0 28.0 0 .0 0 .0 29 .0 0 .0 0 .0 30.0 0 .0 0.0 3 1 .0 0 .0 0.0 32.0 0 .0 0 .0 33 .0 0 .0 0 .0 34.0 0 .0 0.0 35 ~0 0 .0 0 .0 36 .0 0 .0 0 .0 37 .0 0 .0 0 .0 38 .0 0 .0 0 .0 39.0 0 .0 0 .0 40 .0 0 .0 0 .0 PEAK FLOWS 24 24 0.00 indicates ini tal c onditio n EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING UTILllY CUSTOMER SERVICES BUILDING Pond Routina I VENT = 10 p .A . # c: a t. c: c: :!2 .!2 ..-a + .:. ..-..-'C '1ii c: :!2 + + c: > + c: c: 0 .!! (/) (/) E N N a c.. w ..... 4 . 1 5 .0 c fs cfs cf s cfs ft cfs 3.42 0.00 0.00 0.00 255.0 0 .0 10.25 3 . 14 3.42 0.14 255.0 0 .8 17 .08 12. 16 13 .38 0 .61 255 . 1 1.6 23 .91 26 .51 29 .24 1.36 255 .3 2 .5 30 .74 45.69 50.42 2 .36 255 .6 3 .3 37 .57 69.24 76.43 3 .59 255.9 4 . 1 44.40 98.35 106.81 4 .23 256 .1 3 .7 46 .82 133.85 142.74 4.45 256.2 3.3 44.13 171.32 180 .67 4 .67 256 .3 2.9 40 .71 205 .68 215 .45 4 .88 256.4 2 .5 37 .30 2 3 6 .26 246.39 5.07 256 .5 2 .0 33 .88 263 .09 273.55 5.23 256.6 1.6 30.47 286 .22 296 .97 5.37 256 .7 1 .2 27.05 305 .71 316 .69 5.49 256.7 0 .8 23 .64 321 .58 332 .76 5 .59 256.8 0.4 20.22 333.89 345.22 5 .66 256.8 0 .0 16.80 342.68 35 4. 1 1 5 .72 256 .8 0 .0 13 .39 347 .99 359 .49 5 .75 256.9 0.0 9.97 349.86 361.38 5.76 256 .9 0 .0 6.56 348 .33 359 .83 5 .75 256 .9 0 .0 3 .14 343.45 354.89 5.7 2 256.8 0.0 0 .72 335 .25 346 .60 5 .67 256.8 0 .0 0 .00 324.76 335 .97 5 .61 256.8 0 .0 0.00 313.68 324.76 5 .54 256.7 0.0 0.00 302.73 313.68 5.47 256.7 0.0 0.00 291.92 302 .73 5.41 256 .7 0 .0 0.00 28 1.23 291 .92 5.34 256 .6 0 .0 0 .00 270.68 281 .23 5 .28 256.6 0 .0 0.00 260 .25 270.68 5 .22 256 .6 0 .0 0.00 249.94 260 .25 5 .15 256.5 0 .0 0.00 239 .76 249.94 5 .09 256 .5 0.0 0 .00 229 .70 239.76 5 .03 256 .5 0 .0 0 .00 219 .76 229 .70 4 .97 256.4 0 .0 0 .00 209 .94 219 .76 4 .91 256.4 0 .0 0.00 200 .24 209 .94 4 .85 256.4 0 .0 0 .00 190.66 200 .24 4 .79 256.4 0 .0 0 .00 181 .19 190.66 4 .73 256.3 0 .0 0.00 171.83 181.19 4 .68 256 .3 0 .0 0.00 162.59 171.83 4 .62 256 .3 0 .0 0 .00 153.46 162.59 4 .57 256.2 0 .0 0 .00 144.43 153.46 4 .51 256.2 0 .0 6 256 _9 4 c w (/) _J 0 cs: c.. I-0 0 0:: I-c.. cf s 0.00 0 .96 2 .25 3 .82 5.64 7 .69 7 .91 7 .72 7.54 7 .34 7 . 11 6 .87 6 .60 6.31 6 .00 5 .66 5 .72 5 .75 5 .76 5 .75 5 .72 5 .67 5 .61 5.54 5.47 5.41 5 .34 5 .28 5.22 5 .15 5 .09 5 .03 4 .97 4 .91 4 .85 4 .79 4 .73 4 .68 4 .62 4 .57 4 .51 8 D.A . # )( w 14.9 1 0 .4 cfs 0.0 1 .4 2 .9 4.3 5 .7 7 . 1 8 .6 10 .0 1 1 .4 1 2 .9 14.3 14.4 13 .7 13 .0 12.3 11.6 10.9 10. 1 9.4 8 .7 8 .0 7 .3 6 .6 5 .9 5 . 1 4 .4 3 .7 3 .0 2 .3 1 .6 0 .9 0 .1 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 14 971 5 -d ra .xls Ex hibi t 0 -1 (!) _J ~ cs: I- I-!!? 0 >< I-w cfs 0.00 1 .43 2.86 4 .29 5 .72 7 .15 8 .58 10.00 11 .43 12.86 14.29 1 4.43 13 .72 1 3 .00 12.29 11 .57 10.86 10 . 14 9.43 8 .72 8 .00 7.29 6 .57 5 .86 5 . 14 4 .43 3 .71 3 .00 2 .28 1 .57 0 .85 0 .14 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 14 D.A . I D.A. I ~ .c. c c. w "' z .. Cl iii 0 .. :E "C >. .. 0 :I:: D.. () Qp 27.8 Tc 7.1 inc 1.0 Time cfs cfs 0 .0 0.0 0.0 1 .0 3 .9 3 .9 2.0 7.8 7 .8 3 .0 11.7 11.7 4 .0 15 .6 15.6 5 .0 19.5 19.5 6 .0 23.4 23.4 7 .0 27 .3 27.3 8 .0 26 .1 26 .1 9 .0 24.2 24 .2 10.0 22.2 22.2 11 .0 20.3 20 .3 12.0 18 .3 18 .3 13.0 16.4 16.4 14.0 14.5 14.5 15 .0 12.5 12.5 16.0 10.6 10.6 17.0 8 .6 8.6 18 .0 6 .7 6 .7 19.0 4 .7 4 .7 20 .0 2 .8 2.8 21.0 0.8 0.8 22 .0 0 .0 0 .0 23 .0 0 .0 0.0 24.0 0.0 0 .0 25 .0 0.0 0.0 26 .0 0.0 0 .0 27.0 0.0 0 .0 28 .0 0.0 0 .0 29 .0 0 .0 0 .0 30 .0 0 .0 0 .0 31.0 0.0 0 .0 32 .0 0 .0 0 .0 33 .0 0 .0 0 .0 34.0 0.0 0 .0 35 .0 0.0 0 .0 36 .0 0.0 0.0 37.0 0.0 0.0 38.0 0 .0 0 .0 39 .0 0 .0 0 .0 40 .0 0.0 0.0 PEAK FLOWS 27 27 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING UTILITY CUSTOMER SERVICES BUILDING Pond RoutinQ I VENT = 25 D.A . I c: C1 + c: ~ c: .!2 ..... 2 + ..... ..... "C 'i c: :!2 + + c: > + c: II) II) c: 0 .!! c: N N C1 D.. w ... 4 .7 5.0 cfs cfs cfs cfs ft cf s 3.89 0.00 0.00 0.00 255 .0 0.0 11 .68 3.57 3 .89 0 .16 255.0 0.9 19.47 13.85 15.25 0 .70 255.2 1 .9 27 .26 30.22 33 .33 1.55 255.4 2 .8 35 .05 52.09 57.48 2.70 255 .7 3 .7 42 .84 78 .94 87 .14 4.10 256 .0 4 .7 50 .63 113 .13 121.78 4.32 256 .1 4.2 53.40 154.62 163 .76 4.57 256 .2 3 .7 50 .32 198 .34 208 .0 1 4.84 256.4 3 .3 46.43 238.49 248 .66 5.08 256 .5 2 .8 42.53 274 .32 284.92 5.30 256 .6 2 .3 38.64 305 .86 316 .85 5.49 256.7 1.9 34 .74 333 .19 344.50 5.66 256 .8 1.4 30 .85 356 .33 367 .93 5.80 256.9 0 .9 26 .95 375.35 387 .18 5.91 256.9 0 .5 23 .06 390 .29 402.30 6 .01 257.0 0 .0 19.16 401.24 413 .35 6 .05 257.0 0 .0 15 .27 408 .25 420 .41 6.08 257 .0 0 .0 11 .37 411 .34 423 .52 6 .09 257.0 0.0 7.48 410 .55 422.72 6 .09 257 .0 0 .0 3.59 405 .89 418 .03 6 .07 257 .0 0 .0 0.82 397 .39 409.47 6 .04 257.0 0.0 0 .00 386 .25 398 .21 5 .98 257 .0 0 .0 0.00 374.43 386.25 5.91 256 .9 0 .0 0.00 362 .75 374.43 5.84 256 .9 0 .0 0 .00 351.22 362 .75 5 .77 256 .9 0 .0 0.00 339 .82 351.22 5 .70 256 .8 0 .0 0 .00 328.56 339.82 5 .63 256 .8 0 .0 0.00 317.44 328.56 5 .56 256.8 0 .0 0.00 306.44 317.44 5.50 256 .7 0 .0 0 .00 295 .58 306.44 5.43 256 .7 0 .0 0 .00 284 .86 295.58 5 .36 256 .7 0.0 0 .00 274.25 284.86 5 .30 256 .6 0 .0 0 .00 263 .78 274.25 5.24 256.6 0 .0 0 .00 253.43 263 .78 5 . 17 256.6 0.0 0 .00 243.21 253.43 5 . 11 256 .5 0 .0 0.00 233 . 11 243.21 5 .05 256 .5 0 .0 0 .00 223.13 233 . 11 4.99 256 .5 0 .0 0.00 213 .27 223. 13 4 .93 256.4 0 .0 0 .00 203 .53 213 .27 4 .87 256.4 0 .0 0 .00 193 .91 203.53 4 .81 256.4 0 .0 6 257 .0 5 c w II) ...I 0 ct D.. .... 0 0 D: .... D.. cfs 0 .00 1.09 2.56 4 .35 6.43 8 .76 8.51 8 .30 8 .10 7 .88 7.63 7 .36 7 .06 6.73 6.38 6 .01 6 .05 6.08 6 .09 6 .09 6 .07 6 .04 5 .98 5 .91 5 .84 5 .77 5 .70 5 .63 5 .56 5 .50 5.43 5 .36 5 .30 5 .24 5 .17 5 . 11 5 .05 4 .99 4 .93 4 .87 4 .81 9 LA.I (!) ..Jz ct I= .... !!? >< 0 >< w .... w 17 .0 10.4 cfs cfs 0 .0 1 .6 3 .3 4 .9 6 .5 8 .2 9 .8 11 .4 13 .1 1 4 .7 16 .3 16 .5 15 .7 14.9 14.0 13.2 12.4 11.6 10.8 10.0 9 .1 8 .3 7 .5 6 .7 5.9 5 . 1 4 .2 3.4 2.6 1.8 1.0 0 .2 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 16 9715-d ra .xls Exhibit D-1 0 .00 1 .63 3 .27 4.90 6.53 8 .16 9.80 11.43 13 .06 14.69 16.33 16.49 15 .67 14.85 14.04 13 .22 12.40 11 .59 10.77 9 .96 9 .14 8.32 7.51 6 .69 5.87 5 .06 4 .24 3.42 2 .61 1.79 0 .98 0.16 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0.00 0.00 0.00 16 D.A. # D.A. # 'II:: ~ c Q. w ca 2 ... Cl iii 0 .t; :::?: 0 >-.... :x: a.. u Qp 31.4 Tc 7 .1 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 4.4 4.4 2.0 8.8 8.8 3.0 13.2 13.2 4.0 17 .6 17.6 5.0 22.0 22.0 6.0 26.4 26.4 7.0 30.8 30.8 8.0 29.5 29.5 9.0 27.3 27.3 10.0 25.1 25.1 11.0 22.9 22.9 12.0 20.7 20.7 13.0 18.5 18.5 14.0 16.3 16.3 15.0 14.1 14.1 16.0 11.9 11.9 17.0 9.7 9.7 18.0 7.5 7.5 19.0 5.3 5.3 20.0 3. 1 3.1 21.0 0.9 0.9 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35;0 ; 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 PEAK FLOWS 31 31 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING UTILITY CUSTOMER SERVICES BUILDING "ond RoutinQ VENT= 50 D.A. # c a + c ~ c .2 .... a + . .... .... "C 'la c -+ :E + c > + c c 0 .!! (/) (/) .= N N a a.. w 'ot 5.3 5.0 cfs cfs cfs cfs ft cfs 4.40 0.00 0.00 0.00 255.0 0.0 13. 19 4.02 4.40 0.19 255.0 1. 1 21.98 15.63 17 .21 0.79 255.2 2. 1 30.77 34.09 37.61 1.76 255.4 3.2 39.56 58.77 64.86 3.05 255.7 4.2 48.36 89.97 98.33 4.18 256.0 5.3 57.15 129.49 138.33 4.42 256.2 4.7 60.27 177.21 186.63 4.71 256.3 4.2 56.80 227.45 237.48 5.02 256.5 3.7 52.40 273.66 284.25 5.30 256.6 3.2 48.01 314.96 326.06 5.55 256.7 2.6 43.61 351.43 362.97 5.77 256.9 2. 1 39.21 383.12 395.04 5.96 257.0 1 .6 34.82 410.16 422.33 6.08 257.0 1.1 30.42 432.66 444.98 6.16 257. 1 0.5 26.03 450.65 463.09 6.22 257.1 0.0 21.63 464.14 476.67 6.27 257.2 0.0 17.23 473. i8 485.77 6.30 257.2 0.0 12.84 477.79 490.42 6.31 257.2 0.0 8.44 478.01 490.63 6.31 257.2 0.0 4.05 473.86 486.45 6.30 257.2 0.0 0.92 465.36 477.90 6.27 257.2 0.0 0.00 453.83 466.29 6.23 257.1 0.0 0.00 441.45 453.83 6.19 257.1 0.0 0.00 429.15 441.45 6.15 257.1 0.0 0.00 416.94 429.15 6.11 257.1 0.0 0.00 404.80 416.94 6.07 257.0 0.0 0.00 392.76 404.80 6.02 257.0 0.0 0.00 380.87 392.76 5.95 257.0 0.0 0.00 369.12 380.87 5.88 256.9 0.0 0.00 357.50 369.12 5.81 256.9 0.0 0.00 346.03 357.50 5.74 256.8 0.0 0.00 334.70 346.03 5.67 256.8 0.0 0.00 323.50 -334.70 5.60 256.8 0.0 0.00 312.43 323.50 5.53 256.7 0.0 0.00 301.50 312.43 5.47 256.7 0.0 0.00 290.70 301.50 5.40 256.7 0.0 0.00 280.03 290.70 5.34 256.6 0.0 0.00 269.49 280.03 5.27 256.6 0.0 0.00 259.07 269.49 5.21 256.6 0.0 0.00 248.78 259.07 5.15 256.5 0.0 6 257.2 5 c w (/) ..J 0 <a.. I-0 0 0:: I-a.. cf s 0.00 1.24 2.89 4.91 7.25 9.43 9.15 8.91 8.69 8.45 8.17 7.87 7.54 7 .13 6.68 6.22 6.27 6.30 6.31 6.31 6.30 6.27 6.23 6.19 6.15 6.11 6.07 6.02 5.95 5.88 5.81 5.74 5.67 5.60 5.53 5.47 5.40 5.34 5.27 5.21 5.15 9 ).A.# >< w 19.2 10.4 cfs 0.0 1.8 3.7 5.5 7.4 9.2 11. 1 12.9 14.8 16.6 18.5 18.6 17.7 16.8 15.9 14.9 14.0 13.1 12.2 11.3 10.3 9.4 8.5 7.6 6.6 5.7 4.8 3.9 2.9 2.0 1.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19 9715-dra.xls Exhibit D-1 (!) ..J ~ < I-I-~ ox I-w cfs 0.00 1 .85 3.69 5.54 7.38 9.23 11.08 12.92 14.77 16.61 18.46 18.64 17.72 16.79 15.87 14.95 14.02 13.10 12.18 11.26 10.33 9.41 8.49 7.56 6.64 5.72 4.80 3.87 2.95 2.03 1.10 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 D.A. # D.A. # 'II: .:::. c Q. w ca z c, m 0 '-::2: "O >. a: 0 J: 0 Qp 35.2 Tc 7 .1 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 4.9 4.9 2.0 9.9 9.9 3.0 14.8 14.8 4.0 19.7 19.7 5.0 24.6 24.6 6.0 29.6 29.6 7.0 34.5 34.5 8.0 33.1 33.1 9.0 30.6 30.6 10.0 28.1 28.1 11.0 25.7 25.7 12.0 23.2 23.2 13.0 20.8 20.8 14.0 18.3 18.3 15.0 15.8 15.8 16.0 13.4 13.4 17.0 10.9 10.9 18.0 8.4 8.4 19.0 6.0 6.0 20.0 3.5 3.5 21.0 1.0 1 .0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 PEAK FLOWS 35 35 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING UTILITY CUSTOMER SERVICES BUILDING Pond Routing VENT= 100 0.A. I c: a + c: ~ c: T"" ~ .S! + T"" T"" "O '1ii c: '.E + + c: > + c: !/) !/) c: 0 .!! .E N N a a. w .. 5.9 5.0 cfs cfs cfs cfs ft cfs 4.93 0.00 0.00 0.00 255.0 0.0 14.79 4.51 4.93 0.21 255.1 1.2 24.65 17 .51 19.30 0.89 255.2 2.4 34.51 38.22 42.16 1.97 255.5 3.5 44.37 65.89 72.72 3.42 255.8 4.7 54.23 101.75 110.25 4.25 256.1 5.9 64.09 146.92 155.97 4.53 256.2 5.3 67.59 201.29 211.01 4.86 256.4 4.7 63.69 258.47 268.88 5.20 256.6 4.1 58.76 311.12 322.16 5.52 256.7 3.5 53.83 358.26 369.88 5.81 256.9 2.9 48.90 399.99 412.09 6.05 257.0 2.4 43.98 436.55 448.90 6.17 257.1 1.8 39.05 467.97 480.53 6.28 257.2 1.2 34.12 494.28 507.02 6.37 257.2 0.6 29.19 515.52 528.40 6.44 257.3 0.0 24.26 531.73 544.71 6.49 257.3 0.0 19.33 542.92 555.98 6.53 257.3 0.0 14.40 549.15 562.25 6.55 257.4 0.0 9.47 550.44 563.55 6.55 257.4 0.0 4.54 546.82 559.91 6.54 257.4 0.0 1.04 538.33 551.36 6.51 257.3 0.0 0.00 526.42 539.37 6.47 257.3 0.0 0.00 513.56 526.42 6.43 257.3 0.0 0.00 500.78 513.56 6.39 257.2 0.0 0.00 488.09 500.78 6.35 257.2 0.0 0.00 475.48 488.09 6.30 257.2 0.0 0.00 462.96 475.48 6.26 257.2 0.0 0.00 450.52 462.96 6.22 257.1 0.0 0.00 438.16 450.52 6.18 257.1 0.0 0.00 425.89 438. 16 6.14 257.1 0.0 0.00 413.70 425.89 6.10 257.0 0.0 0.00 401.59 413.70 6.06 257.0 0.0 0.00 389.58 401.59 6.00 257.0 0.0 0.00 377.73 389.58 5.93 256.9 0.0 0.00 366.01 377.73 5.86 256.9 0.0 0.00 354.44 366.01 5.79 256.9 0.0 0.00 343.00 354.44 5.72 256.8 0.0 0.00 331.70 343.00 5.65 256.8 0.0 0.00 320.54 331.70 5.58 256.8 0.0 0.00 309.51 320.54 5.51 256.7 0.0 7 257.4 6 c w !/) -l 0 < a. I-0 0 It: I-a. cf s 0.00 1.39 3.24 5.50 8.12 10.13 9.82 9.56 9.32 9.05 8.75 8.40 7.94 7.45 6.95 6.44 6.49 6.53 6.55 6.55 6.54 6.51 6.47 6.43 6.39 6.35 6.30 6.26 6.22 6.18 6.14 6.10 6.06 6.00 5.93 5.86 5.79 5.72 5.65 5.58 5.51 10 ).A. I >< w 21.6 10.4 cfs 0.0 2.1 4.1 6.2 8.3 10.4 12.4 14.5 16.6 18.7 20.7 21.0 19.9 18.9 17.8 16.8 15.8 14.7 13.7 12.7 11.6 10.6 9.5 8.5 7.5 6.4 5.4 4.4 3.3 2.3 1.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21 9715-dra.xts Exhibit 0-1 (!) -l ~ < I-I-!!? 0 >< I-w cfs 0.00 2.07 4.15 6.22 8.30 10.37 12.45 14.52 16.60 18.67 20.75 20.95 19.91 18.88 17.84 16.80 15.76 14.73 13.69 12.65 11.61 10.58 9.54 8.50 7.46 6.43 5.39 4.35 3.31 2.28 1.24 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 UTILITY CUSTOMER SERVICES BUILDING 5 Year Event Hydrograph 25 .00 ~-------------------------------------.., 20.00 15 .00 10.00 / / 5.00 / / / ,,,.-.... I '-, / " .I 0 .00 ~c:::;_---+-----1-----""""+-----+--""'---+----+--"----+-----1 0 .00 5 .00 10.00 15 .00 20 .00 Time(min .) 25.00 30.00 35.00 40 .00 --Pr --COMBINED --Qn+1 --4 --TOTAL PROPOSED -- -TOTAL EXISTING 10/8/97 Exhibit D-2 UTILITY CUSTOMER SERVICES BUILDING 10 Year Event Hydrograph 30.00 -.----------------------------------------. 25 .00 20 .00 ~ ~ 15.00 a ,/ / / 10.00 .,/ ,/ / 5 .00 "'-.... I ""-.. I '-., ' ' ' ' ' ' ' 0 .00 .f'-r::::.....---+----+---__;:::..+----+-_;:,,.---+----~----+-----l 0 .00 5.00 10.00 15.00 20 .00 Time(min .) 25 .00 30.00 35.00 40 .00 --Pr --COMBINED --Qn+1 --4 --TOTAL PROPOSED -- -TOTAL EXISTING 10/8/97 Exhibit D-2 UTll..lli'tf CUSTOMER S,ERVICES BUILDING ~~ ¥ear event M¥drograph 30.00 ........ -------------------------------------. 25 .00 20 .00 ~ 15.00 a 10.00 5 .00 0.00 --=:;;._ __ _.... ____ ...._ __________ +--""---1-----.........,-----1------l 0 .00 5 .00 10 .00 15.0Q 20 ,00 Tillle (n;iin.) ~5 .00 30.00 35.00 40 .00 --Pr --COMBINED --Qn+1 --4 --TOTAL PROPOSED -- -TOTAL EXISTING 10/8/97 Exhibit D-2 UTILITY CUSTOMER SERVICES BUILDING 50 Year Event Hydrograph 35.00 ....------------------------------------..... 30 .00 25 .00 20 .00 15 .00 10.00 / 5 .00 / / / / I / ~ / 0 .00 ~::::;;__---+----+----::::....i-----+--""'---+----+-=----+---~ 0 .00 5.00 10.00 15 .00 20 .00 Time(min.) 25 .00 30 .00 35.00 40 .00 --Pr --COMBINED --Qn+1 --4 --TOTAL PROPOSED -- -TOTAL EXISTING 10/8/97 Exhibit D-2 35.00 30 .00 25 .00 ~ ~ 20 .00 a 15.00 / / / 10 .00 5 .00 / / UTILITY CUSTOMER SERVICES BUILDING ,-.... I '-... ,/ ' / 100 Year Event Hydrograph • 0 .00 _,,_:;;._ __ _.... ____ +----"""+-----+--""'---+-----+-"----+------i 0 .00 5 .00 10 .00 15.00 20 .00 Time(min.) 25 .00 30.00 35.00 40 .00 --Pr --COMBINED --Qn+1 --4 --TOTAL PROPOSED ---TOTAL EXISTING 10/8/97 Exhibit D-2 ¢f c.J I'll UTILITY CUSTOMER SERVICES BUILDING Stage-Storage Curve 2 .000 ................ -.... _, ..... _ .. __ ., .......................... ,, .. ________________ ,, _________ ,, ____ ,,,, _______ , ___ , 1.800 1.600 1.400 1.200 -; 1.000 ~ 0 iii 0 .800 0.600 0 .400 0.200 0 .000+-~~-+-~-+-==:::;_~~--11--~~~~-1-~~~~-+~~~~~+-~~~~-r-~~~~--;~~~~~+-~~~~~ 254 255 256 257 258 259 260 261 262 263 Elevation (msl) Exhibit D-3 UTILITY CUSTOMER SERVICES BUILDING Stage-Discharge Curve 0 .000 +--------------+-----------+------+------+-----+------+-----~ 254.0 255 .0 256 .0 257.0 258 .0 259.0 260.0 261 .0 262.0 263 .0 Elevation (msl) Exhibit D-3 Elevation Area (ft .) (sf.) 254 .63 0 255 113 256 6488 257 12937 258 12937 259 12937 260 12937 261 12937 262 12937 263 12937 EXHIBIT D-3 STAGE-STORAGE/STAGE-DISCHARGE TABLE UTILITY CUSTOMER SERVICES BUILDING Area Inc. Volm. Volume Outlet 1 (acres) (ac .-ft.) (ac.-ft.) Orifice Elev . (ft .) 255 .13 Oriface Dia. (in.) or Weir Length (ft.) 12 Oriface (cfs) 0 .000 0.000 0.000 0.00 0.003 0.000 0.000 0 .00 0 .149 0 .057 0.057 4 .12 0.297 0.219 0.276 6.03 0 .297 0 .297 0 .573 7.47 0 .297 0.297 0 .870 8.68 0 .297 0 .297 1.167 9 .74 0 .297 0 .297 1.464 10.69 0 .297 0 .297 1.761 11.56 0 .297 0 .297 2 .058 12.38 Outlet 2 None None Weir (cfs) 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 Total (cfs) 0 .00 0.00 4.12 6.03 7.47 8.68 9 .74 10.69 11.56 12.38 9/30/97 Exhibit D-3 ················································e.~.~~ .. t .; From : Paul Kaspar To: Date: Subject: SVOL~@CITY OF _QLLEG TION .CITY HALL 5/19/98 : M Re : 11" y Customer Building on Wm King Co They are only lacking 2 items for the ve opment Permit. 1. Application signed by owner/contractor (I'm not sure we need this since we are the owner??) 2. $400 in fees, which we won't collect since it is us as well .... Soooo, to make a long story short, I don't think we have any other outstanding items. I think we are ready to go on this one. >>>Shirley Volk 05115198 05:30PM >>> Are you o.k. with issuing a building permit on th is project? CC: Veronica Morgan