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7 Development Permt 367 Technology Business Park
DP 3lel GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 1. PURPOSE REVISED DRAINAGE REPORT TEXAS DIGITAL SYSTEMS LOT 20, BLOCK 1 TECHNOLOGY BUSINESS PARK, PHASE ONE The purpose of this analysis is to determine the manner in which runoff from this Lot will be handled upon development in order to prevent erosion . 2. BACKGROUND On April 4 , 1997 , an original drainage report for this project, dated Mar 25, 1997, was approved for construction by the City of College Station. Since then modifications to the development plan have taken place necessitating an updated drainage report. 3. STORMWATER RUNOFF The tract was divided in four Sections as shown on Exhibit 1. Runoff estimates are giving on Exhibit 2. Sections 1 and 2 are to be provided with outlet structures to drain into the adjacent creek . Section 3 is to remain undeveloped and in its current condition . Section 4 will drain into the adjacent creek without concentrating the flow. The calculated 0 for the 25 year storm was used in all subsequent calculations . 025 from Section 1 is estimated at 10.98 cfs and 025 from Section 2 is estimated at 8.05 cfs. 4. OUTLET STRUCTURES The driveway going into the property, Technology Parkway, will be asphalted without a crown , tilted to the south side , and will have curb and gutter . Two locations for drainage outlets have been selected as shown on Exhibit 1. Runoff from Section 1 will be handled by Outlet Structure "A", a 7.0 ' curb cut in two 3.5 ' sections . The gutter at this location will be depressed by 2.0 inches . Exhibit 3, a rating table for curb cuts , shows that this structure will handle 11 .8 cfs , higher than the value of Q25, with a resulting velocity of 3.1 ft/sec. Beyond the curb cut runoff will be conveyed by a sodded channel calculated and graphically depicted in Exhibit 4. This channel will have a maximum discharge capacity of 12.10 cfs . Runoff from Section 2 will be handled by Outlet Structure "B", a 5.0 ' curb cut in two 2.5' sections . The gutter at this location will be depressed by 2 .0 inches . Exhibit 3 , shows that this structure will handle 8.5 cfs , higher than value of 025, with a resulting velocity of 3.1 ft/sec . Beyond the curb cut runoff will be conveyed by a sodded channel calculated and graphically depicted in Exhibit 4. This channel will have a maximum discharge capacity of 9.41 cfs. GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Job : 9-97 Date : 04/02 /98 Sect ion So il Tvoe RUNOFF CALCULA TI ONS (RATIONAL METHOD ) TEXAS DIGITAL SYSTEMS LOT 20. BLOC K 1. TECHNOLOG Y PAR K SUBDI VI SION (Cou ntv: Br azo s) Tc : 10.0 when calc. value < 5.0 A Acres c Veloc . Lenqth T cone. i n Q Q Q Q Q fos ft Ca le. Used 5vrs 10 vrs 25 vrs 50 vrs 100vrs ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ PA /BL /GR 1'591 0.700 3.500 30 0 1. 4 10 .0 8.57 9.62 10.98 12 .42 12.96 2 PA/BL 0.960 0.850 3.800 280 1. 2 10 .0 6.28 7. 05 B.05 9. 10 9.50 3 GR 2. 188 0.400 2.000 330 2.8 10.0 6.73 7 .56 8.63 9.76 10 . 19 4 BL/GR 1.2 67 0.500 2.500 300 2.0 10 .0 4.87 5.47 6.25 7. 06 7 '3 7 ------------------------------------------------------ Tota l 6.00€ 26 .45 29 .69 33 .91 38 .33 40 .02 LEG END : Count v: Brazos ------------Constants for use i n formula: I :b /(t+dre PA Park i n~ Lot 2-yr 5-vr 10-vr 25-vr 50-vr 100-vr BL Buildino --------------------------------------------------------------- GR Grass 65.00 0 76.000 80.000 89 .000 98 .000 96.000 e 0.806 0.785 0. 763 0. 7 54 0. 745 0. 7 30 d 8.00 0 8.500 8.500 8.500 8.500 8.000 ~ vrs 10 vrs 25 vr s 50 vr s 100vr s " ------------------------------------------------------------------------------------------ 7 .693 8.635 9.86 1 11' 14 8 7.69 3 8.635 9.86 1 11 ' 148 7.69 3 8.635 9.86 1 11 . 14 8 7.69 3 8.635 9.86 1 11. 148 11.6 39 11. 639 11 .639 11. 639 m >< :c OJ =i I\) .. .. • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave ., Suite 213 Bryan , Texas 77802 (409) 846-8868 9-97 05/08/96 TEXAS DIG ITAL SYS TEMS LOT 20. BLOCK 1 TECHNOLOGY BUSIN ESS PK . Curb Cu ts RatinQ ------------------------------------ Use Weir Eouat io n:Q =C*L*(H).3/2 wher e Q: discharQe. cfs and L= lenQth of curb cut. ft and H= heiQht of curb . ft and C : 3.087 H H.3/2 1. ft ' Q A V 1. ft' 1. ft' cfs so. ft. ft/sec 4.0 0.50 0.35 A A ~.~ 1. 4 3' 1 4.0 0.60 C.H 5.7 1.9 3' 1 5.0 0.50 0.3 5 5.5 1.8 3. 1 5.0 0.67 0.55 8.5 2. 7 3' 1 6.0 0.50 0.35 6.5 2' 1 3' 1 6.0 0.67 0.54 10. 1 3.3 3' 1 7. 0 0.50 0.35 7. 6 2.5 3' 1 7.0 0.67 0.54 11.8 3.8 3' 1 EXHIBIT 3 /I 11 01./TLCT B t?LITL!f"T "A'' • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Trao ezoida l Channel Ana lvsis & Desiqn Ooen Channel -Uniform flow Wor ksheet Name : TEXAS DIGITAL SYSTEM Comment: Grass Swale fo l lowinq Outlet "A''. for Q-2 5 Solv e For Di sc harqe Giv en ln out Data: Botto m Width ..... Left Si de Slcoe .. R i ~h t Side Slooe . Ma nninq's n .... .. Channel Slooe ... . Deoth ........... . Comouted Results: Discharq e., ..... . Velocitv ........ . Flow Area ...... .. Flow Too Widt h .. . Wetted Perimeter. Cr itical Deoth .. . Cr itical Slooe .. . Froude Num ber ... . 2.50 ft 6.00: 1 (H:V ) 6.00 :1 (H:V) 0.025 0.0250 ft/ft 0.50 ft 12.10 cfs 4.40 fos 2.75 sf 8.50 ft 8.58 ft 0.58 ft 0.0129 ft/ft 1.36 If low is Suoercritical) EXHIBIT 4 Traoezoidal Channe l Analvsis & Desiqn Coen Channel -Uniform flow Worksheet Name: TEXAS DIG ITAL SYSTEM Comment: Grass Swa le fo ll owinQ Outlet "8". for 0-25 Solve For Discharqe Giv en lnout ~ata: Bottom Width ..... Left Side Slooe .. Riqht Side Slooe . Mann inQ's n ..... . Channe l Slooe ... . Deoth ........... . Comouted Results: Discharqe ....... . Velocitv ........ . Flow Are a ...... .. Flow Too Width .. . Wetted Perimeter . Critical Deoth .. . Critical Slooe .. . Froude Number ... . l. 50 ft 6.00: 1 (H:V) 6.00 : 1 (H:V) 0.025 0.0250 ft/ft 0.50 ft 9.41 cfs 4.18fos 2.25 sf 7.50 ft 7.58 ft 0.58 ft 0.0133 ft/ft 1.35 (flow is Suoercritica l) Ooen Cha nnel Flow Module. Version 3.21 (c) 1990 Ha estad Methods . Inc. * 31 Brookside Rd * Waterburv. Ct 06708 f3 WA LE I/A,, SWALE 1 18 11 ,.I-' 5 6000ED 3. o' L J'----..--1 I -r: L ~-' _ _J ~-J .s = 2.s;t 7l = tJ, 025 ------ .. •' GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 1. PURPOSE REVISED DRAINAGE REPORT TEXAS DIGIT AL SYSTEMS LOT 20, BLOCK 1 TECHNOLOGY BUSINESS PARK, PHASE ONE The purpose of this analysis is to determine the manner in which runoff from this Lot will be handled upon development in order to prevent erosion . 2 . BACKGROUND On April 4 , 1997, an original drainage report for this project, dated Mar 25 , 1997, was approved for construction by the City of College Station. Since then modifications to the development plan have taken place necessitating an updated drainage report. 3 . STORMWATER RUNOFF The tract was divided in four Sections as shown on Exhibit 1 . Runoff estimates are giving on Exhibit 2. Sections 1 and 2 are to be provided with outlet structures to drain into the adjacent creek. Section 3 is to remain undeveloped and in its current condition . Section 4 will drain into the adjacent creek without concentrating the flow. The calculated 0 for the 25 year storm was used in all subsequent calculations . 0 25 from Section 1 is estimated at 10.98 cfs and 025 from Section 2 is est imated at 8 .05 cfs . 4. OUTLET STRUCTURES The driveway going into the property, Technology Parkway , will be asphalted without a crown , tilted to the south side , and will have curb and gutter . Two locations for drainage outlets have been selected as shown on Exhibit 1 . Runoff from Section 1 will be handled by Outlet Structure "A", a 7.0' curb cut in two 3 .5 ' sections . The gutter at this location will be depressed by 2.0 inches. Exhibit 3 , a rating table for curb cuts , shows that this structure will handle 11 .8 cfs , higher than the value of 025, with a resulting velocity of 3.1 ft/sec . Beyond the curb cut runoff will be conveyed by a sodded channel calculated and graphically depicted in Exhibit 4 . This channel will have a maximum discharge capacity of 12 .10 cfs . Runoff from Section 2 will be handled by Outlet Structure "B", a 5 .0 ' curb cut in two 2 .5 ' sections . The gutter at this location will be depressed by 2 .0 inches. Exhibit 3 , shows that this structure will handle 8.5 cfs , higher than value of 025, with a resulting velocity of 3 .1 ft/sec. Beyond the curb cut ·I be conveyed by a sodded channel calculated and graphically depicted in Exhibit 4 . · ve a maximum discharge capacity of 9.41 cfs . ill be underlined with Geoweb or equivalent grid confinement system to .DJiavar\l.l·. "'"""''''"' ,,, ~ ..... ~ t OF r 'et -,(, ""\ .......... ~,,,. .... . 441; _ , r .. •. 'IA w,., ,., r-••• •••• -7A(\ ,~, -~ ~ • v· u ~ * .·· · ...... 'l ~..1..:" \1"' I' .. 119 ,.~ • • ~ ~································:······:,i! --------~-----------------·-----------------~CHRISTI AN A. GA LI N DO~ NDO, P.E. # 53425, R.P.L.S. # 4473~"""•:··· .. ••••• ............................. "" Apr1·1 2 1998 ~ °3.. \ 5 3 4 2 5 / 0-Jt I ""I: ·~ '•, ~ <) ,•' '<I..., 11 ~~·· .. 1'01srt.~~> ~~: 86 'Ss. ...... ·•····· ... \\:.-\ .: e ~t 10NAL t.'" ,... -- ~\ \'\i; '!It.,,,.. Job: 9-97 Date : 04/02/98 Section Soil Tvoe GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 RUNOFF CALCULATIONS (RATIONAL METHOD ) TEXAS DIGITAL SYSTEMS LOT 20 . BLOCK 1. TECHNOLOGY PARK SUBD IVISION A Acres c Veloc . f os ICount v: Br azos) T , , cone. in Lenqth ft Ca le. Used Tc : 10.0 when calc . valu e < 5.0 Q 5vrs Q 10 vrs Q 25 vrs Q SO vrs Q 100vrs ~ vrs .; 10 vrs 25 vr s 50vrs 1 OOv r s :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------------------------ 1 PA/SL /GR 1'591 0. 70 0 3.500 300 2 PA/BL 0.960 0.850 3.800 280 3 GR 2. 188 0.400 2.000 330 4 BL/GR 1. 267 0.500 2.500 300 --------- Total 6.00€ LEG END : ------------ PA Parkin~ Lot BL Buildino GR Grass 1'4 10.0 8.57 9.62 10.98 12.42 12 ' 96 1.2 10.0 6.28 7. 05 8.05 9. 10 9.50 2.8 10.0 6.73 7 .56 8.63 9.76 10 ' 19 2.0 10.0 4.87 5.47 6.25 7. 06 7.37 --------------------------------------------- 26 .45 29 .69 33.9 1 38 .33 40.02 Countv: Brazos Constants for use in formula : l=b/(t+d l'e 2-yr 5-vr 10-vr 25-vr 50-vr 100-yr --------------------------------------------------------------- 65.000 76.000 80.000 89 .000 98 .000 96.000 e 0.806 0.785 0.763 0.754 0.745 0.730 d 8.000 8.500 8.500 8.500 8.500 8.000 7. 693 8.635 9 '86 1 7.693 8.635 9.861 7.693 8.635 9.86 1 7.693 8.635 9.86 1 11' 148 11. 148 11. 148 11. 148 11 . 6 39 11. 639 11. 639 11.639 m >< :I: ID -4 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846 -8868 9·97 05/08/96 TEXAS DIGITAL SYSTEMS LOT 20. BLOCK 1 TECHNOLOGY BUS INESS PK . Curb Cuts Rat inq Us e Weir Eauation:Q=C*L*IH)"3 /2 L 1 'ft. where Q: di scharqe , cfs and L= l enqth of curb cut. ft and H= heiqht of curb . ft and C : 3.087 H 1 . ft. H"3/2 1 'ft. Q A cfs sa.ft . v ft/sec ------------------------------------------------------ 4.0 0.50 0.35 4.4 1. 4 3. 1 A n 0.60 0. 46 5. 7 1. 9 3. 1 ~.u 5.0 0.50 0.35 5.5 1. 8 3. 1 5.0 0.67 0.55 8.5 2.7 3. 1 6.0 0.50 0.35 6.5 2. 1 3. 1 6.0 0.67 0.54 10. 1 3.3 3. 1 7.0 0.50 0.35 7. 6 2.5 3' 1 7. 0 0.67 0.54 11. 8 3.8 3. 1 EXHIBIT 3 /I rt Ot.JTLCT l3 CJLJIL ET "A 11 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 EXHIBIT 4 Tr aoezo id al Channel Ana lv s is & Desiqn Ooen Cha nnel -Uniform flow Worksheet Name: TE XAS DIGITAL SYSTE M Comm ent : Gra ss Swa le followinq Outlet "A''. for Q-25 Sol ve For Discha rqe Giv en lnout Data: Bottom Width ..... Left Sid e Slooe .. Ri~ht Si de Slooe. Manninq's n ..... . Channel Slo oe ... . ~eoth ........... . Comouted Result s : Disc harqe, ....•.. Velo citv ........ . Flow Are a ....... . Flow Too Wid th .. . 2.50 ft 6.00:1 IH :V \ 6.00: 1 IH:V \ 0.025 0. 0250 ft/ft 0.50 ft 12 .10 cf s 4.40 fos 2.75 sf 8.50 ft 8.58 ft 0.58 ft 0.0129 ft/ft Traoezoidal Channe l Analvsis & Desiqn Ooen Channe l -Uni form flow Worksheet Name: TEXAS DI GITAL SYSTEM Comment: Grass Sw ale followinq Outlet "8". for 0-25 Solve For Oisch arqe Given I no ut Data : Bottom Width ..... Left Sid e Slooe .. Riqht Side Slooe . "4 ' I .. an nin q s n ..... . Chan nel Slooe .. .. Deoth ........... . Comouted Results : Disc harqe .....•.. Veloci t v ........ . Flow Ar ea ....... . Flow Too Width .. . Wetted Perimeter . Cr itical Deoth .. . Cr it i ca l Slooe .. . 1.50 ft 6.0 0:1 IH:V ) 6.0 0:1 IH :V\ C.02 5 0.0250 ft/ft 0.50 ft 9.41 cfs 4.18fos 2.2 5 sf 7.50 ft 7.58 ft 0.58 ft 0.0133 ft/ft Wetted Perimeter . Cr iti cal Deoth ... Critical Slooe ... Froude Number .... 1.36 (f low is Suoercritica l\ Froude Number ... . 1.35 If low is Suoercrit ical ) Ooen Channel Flow Module. Version 3.21 l e\ 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterburv. Ct 06708 5 600.0E D ~- SWA L E I/A I\ L 2 .E ' J .s = 2.s;t 7l = ~.0 2.s S= \C) ~ J /.5' z.s;t L 3,0 1 t 1 I i± l I 71. = i:::;,cJz.5 . ' bPJGL GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P .E. Assistant City Engineer City of College Station 1101 Texas Ave. College Station, TX 77840 April 6 , 1998 Subject: Revised Drainage Report Technology Business Park, Phase 1 Technology Parkway Stormwater Runoff College Station , TX Dear Veronica: Please find enclosed a revised report on the above subject. This report supersedes the report dated March 12, 1998, and it incorporates your suggested comments . Sincerely , GALINDO ENGINEERS AND PIANNERS, INC. Christian . Galindo, P.E., R.P.L.S. President cc : Robert L. Bower, Jr., Ph .D., P.E. W. C. Scarmardo , Architect I. GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 TECHNOLOGY BUSINESS PARK, PHASE 1 STORMWATER RUNOFF ONTO TECHNOLOGY PARKWAY 1. SUMMARY Reference is made to the Technology Parkway Stormwater System report prepared by the undersigned on April 29, 1997 and subsequently revised on June 20 and July 2, 1997 . 2. STORMWATER RUNOFF Exhibit 1 depicts the drainage sections in the impact area of the report. These areas are the same as those shown on Sheet 2 of 1 O of the Construction Drawings for the project approved for construction by the City of College Station on July 10, 1997. However, the area of Section 4 has been reduced to reflect the reduction in width of Technology Parkway to a 25' wide roadway (back of curb to back of curb). Exhibit 2 shows the runoff estimates for the total impact area for several rainfall periods. this exhibit reflects the change in area for Section 4 as compared to the original estimate of April 29, 1997. 3. CULVERT AT STATION 10+25 As discussed in previous reports and as shown in the approved Construction Drawings, the double barreled culvert at this station is capable of carrying the 100-yr flow at maximum development. From Exhibit 1 the 100-yr flow, after development, at the north side of station 10+25 is 209.91 cfs (all of Sections 3 , 7, 8, 50% of Section 4 and 20% of 2). The calculated maximum capacity of the culvert is 109.36 x 2 = 218.72 cfs (See sheet 2 of 1 O, Construction Drawings) .. 4. RUNOFF INTO TECHNOLOGY PARK-NAY In order to minimize the amount of runoff into Technology Parkway and therefore postpone the construction of the stormwater system along it the following scheme is proposed: 4.1. Use the existing draw on the north side of the road as an interceptor channel to bring c----· -1 - the stormwater from Section 7 and from a portion of Section 4 after plac ing a 2 ' curb cut on the north side of Technology Parkway , at Sta . 4 +50 . These areas are to flow directly into the double barrelled culvert described above. This channel is to be extended as a swale to with in 20 feet of the East By -pass and will have a tr iangular cross-section 8.0 ' in width (4 :1 slopes on both sides) and 1.0 ' in depth . This c ross -section will attain its full dimensions 100' from the point of beginning of the channel. The 100 -yr flow at the low end of this channel is g iven in the lower half of Exhibit 3 and is estimated at 12 .37 cfs . A curb cut rating table is given in Exhibit 5 . The location of the channel is given in Exhibit 1 and its design characteristics are given in Exhibit 4: minimum depth is estimated at 0.75 '. A channe l depth of 1.00 ' is spec ifi ed . 4.2. Construct an interceptor channel on the south side of Technology Parkway , as shown in Exhibit 1 . This channel will extend f rom about 20 feet east of the East Bypass , using the exist ing draw at this location , and will extend , as a broad arc to the right , to the point of beginning of the draw located in Drainage Section 1 Uust north of Lot 4, Block 1, Technology Business Park Section I). The channel will bring the stormwater from Section 6 and from a portion of Section 4 after placing a 2 ' curb cut on the south side of Technology Parkway , at Sta. 3+50. It will have a tr iangular cross-section 8.0 ' in width (4 :1 slopes on both sides) and 1.4 ' in depth . This cross-section will attain its full dimens ions 100 ' from the po int of beginning of the channel. The 100-yr flow at the low end of this channel is given in the lower half of Exhibit 3 and it is estimated at 26.84 cfs. A curb cut rat ing table is given in Exhibit 5 . The location of the channel or swale is given in Exhibit 1 and its design characteristics are given in Exhibit 4 : minimum depth is estimated at 1.19 '. A channel depth of 1 .40 ' is spec ified . 4.3. Convey the remaining Technology Parkway r unoff over its paved surface to its lowest point at Station 10+25. Q-10 on the north side of the road is estimated at 2.33 minus the amount removed through the curb cut at Sta 4+50 leaving a total of 1.31 cfs . Q-1 O on the south s ide of the road is estimated at 2 .33 minus t he amount removed through the curb cu t at Sta 3 +50 leaving a total of 1.53 cfs . Two 2 .0 ' curb cuts , one on the north side and on on the south side of the road at Sta . 10+25 are to be installed to discharge the outflow into the culvert and creek. Exhibit 5 gives the capac ity for several curb cut sizes . A 2 ' curb cut can d ischarge 2 .8 cfs when the gutter is depressed 1" from its original des ign. -2 - The top portion of Exhibit 3 shows the runoff north and south of the roadway center line for the east and west areas of Technology Parkway. Since the volume is greater on the west side these figures have been taken to calculate the amount of roadway runoff cover in a 10- yr rain . Exhibit 6 shows an attained water depth of 0.22' on the north side and 0.24' on the south side at a point near Sta. 10+25 (before the effect of the curb cuts is noted). These water depths translate into a combined 11.04' width of roadway covered with water (5.28 ' in the north side and 5.76' in the south side) in a 10-yr rain leaving a dry center strip 12.96 ' wide . CHRISTI A. GALINDO, P.E. # 53425, R.P.LS. # 4473 April 6, 1998 ''''''"'''' \ .::--.... '\ t 0 F I!'. '~t, .:: ~ ~ ............ ····· . ...,.,"1 f ,,, : C::> .... • * ·· .. O" '" ; *... .... ~ ~*:' ~·~ ~·•••••••••••o•••••••••••••••••••••••••~ icHRISTIAN A. GALINDO~ ~································ .. ············-ii!. ~-o\ 53425 /Q:! 'I -tJ •• IP <v<;:, •• ,~ , 11 °,(' ····.~G1srt.~ •... ·· ~" 5 1,, ~Ss ............ ~~' .: th IONAL t. -~ .,, !ti. .... \\'"'''''~ - 3 - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 ,/" "/' '/ N s SCALE 1'' = 360 (409) 846-8868 _,/' / ,/,' / / ,,/' / / {/ / ,// _,/' ,/'' / 1 / _,/_,/' / Job: 3-96 RUNOFF CALCULATIONS -MODIFIED TO MATCH PRIVATE ROAD CONDTITIONS TECHNOLOGY BUSINESS PARK RATIONAL METHOD Date: 03/10/98 (County: Brazos) Tc: 10.0 when calc. value< 10.0 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::::::::::::::::::::::::::::::::::::::::: Section Soil A C Veloc. Length T cone. in Q Q Q Q Q I I I I I Type Acres fps ft Cale. Used 5yrs 10 yrs 25 yrs 50yrs 100yrs 5 yrs 10 yrs 25 yrs 50yrs 100yrs ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: :::::·:::::::::::::::::::::::::::::::::::::::: ,..,,.., Before Improvements ~ .J ::::,::::~~~~k~ici~ 9.71 0.280 1.800 1,800 16.7 16.7 16.43 18.56 21.26 24.10 25.14 6.042 6.827 1.819 8.864 9.248 -~ 2 Nat. gras 7.33 0.350 2.300 500 3.6 10.0 19.74 22.15 25.30 28.60 29.86 7.693 8.635 9.861 11.148 11.639 b 5 Nat. gras 1.66 0.250 1.000 350 5.8 10.0 3.19 3.58 4.09 4.63 4.83 7.693 8.635 9.861 11.148 11.639 '-~ 6 Nat. gras 24.89 0.400 1.200 1,700 23.6 23.6 49.68 56.44 64.78 73.60 76.82 4.990 5.669 6.507 7.392 7.716 ~ Subtotal ---43~59----89~03 ___ 100~74 ___ 115~43 ___ 130~92 ___ 136~65-~ 3 Creekside 1.29 0.220 1.700 250 2.5 10.0 2.18 2.45 2.80 3.16 3.30 7.693 8.635 9.861 11.148 11.639 0 4 Nat. gras 0.90 0.370 1.000 1,000 16.7 16.7 2.01 2.27 2.60 2.95 3.08 6.042 6.827 7.819 8.864 9.248 ~ 7 Nat. gras 14.21 0.350 1.000 1,100 18.3 18.3 28.57 32.34 37.05 42.03 43.85 5.745 6.501 7.450 8.450 8.817 ~~"'J 8 Nat. gras ___ ~~:~~-0.350 1.000 1,000 16.7 16.7 ---~~:~~----~~:~~----~~:~~----~~:~~----~~:~~-6.042 6.827 7.819 8.864 9.248 ~ Total @Point 1 27.21 55.63 62.89 72.04 81.68 85.22 ~ Total @Point 2 70.80 144.66 163.63 187.47 212.60 221.87 ~ 9 Nat. gras 2.26 0.300 1.000 400 6.7 10.0 5.22 5.85 6.69 7.56 7.89 7.693 8.635 9.861 11.148 11.639 ~ 10 Nat. gras ____ ~:~~-0.300 1.000 400 6.7 10.0 ----~:~~-----~:~~-----~:~~-----~:~~-----~:~~-7.693 8.635 9.861 11.148 11.639 ~ Total@ Point 3 4.86 11.22 12.59 14.38 16.25 16.97 V) After Improvements ~ ----,----c~;;k~ici; 9.11 0.280 uoo 1,800 16.1 16.1 16.43 18.56 2u6 24.10 25.14 6.042 6.821 1.819 8.864 9.248 ~ 2 Business 7.33 0.700 4.000 400 1.7 10.0 39.47 44.30 50.60 57.20 59.72 7.693 8.635 9.861 11.148 11.639 V 5 Business 1.66 0.700 4.000 300 1.3 10.0 8.94 10.03 11.46 12.95 13.52 7.693 8.635 9.861 11.148 11.639 6 LOR ---~~:~~-0.500 1.800 1,700 15.7 15.7 ---~~:~~----~~:~~---~~~:~~---~~~:~~---~~~~~~-6.222 7.026 8.043 9.115 9.510 ~ Subtotal 43.59 142.27 160.33 183.42 207.68 216.73 ~ 3 Business 1.29 0.700 4.000 150 0.6 10.0 6.95 7.80 8.90 10.07 10.51 7.693 8.635 9.861 11.148 11.639 ~ 4 Street 0.90 0.900 8.000 1,000 2.1 10.0 6.23 6.99 7.99 9.03 9.43 7.693 8.635 9.861 11.148 11.639 ~ 7 LOR 14.21 0.500 1.800 1,100 10.2 10.2 54.23 60.88 69.54 78.62 82.08 7.633 8.569 9.788 11.065 11.553 ~ 8 Business---~~:~~-0.800 4.000 1,000 4.2 10.0 ---~~:~~----~~:~~----~~:~~----~~:~~---~~~:~~-7.693 8.635 9.861 11.148 11.639 ~ Total@ Point 1 27.21 133.94 150.35 171.72 194.12 202.67 ~ Total@ Point 2 70.80 276.21 310.68 355.13 401.80 419.41 V) 9 LOR 2.26 0.500 1.800 400 3.7 10.0 8.69 9.76 11.14 12.60 13.15 7.693 8.635 9.861 11.148 11.639 10 LOR ----~:~~-0.500 1.800 400 3.7 10.0 ---~~:~~----~~:~~----~~:~~----~~:~~----~~:~~-7.693 8.635 9.861 11.148 11.639 1~ Total@ Point 3 4.86 18.69 20.98 23.96 27.09 28.28 ~ OJ =t I\) ' ' . GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409 ) 846-8868 Pro .i: 3-96 TECHNOLOGY BUSINESS PAR K 0-10 Run off into Technoloqy Parkwav NORTH SIDE SECT ION TOTAL CO NTR IBUT . FRACTION PRE/POST AREA AREA DEVELOP. West 4 0.30 0.30 0.6667 POS T East 4 0. 15 0. 15 0.3333 POST ------------ 0.45 SOUTH SIDE ------------ SECTION TOTAL CON TR I BUT. FRACTION PRE/POST AREA AREA DEV EL OP. 6 24.89 0. 17 0.0068 PRE West 4 0.30 0.30 0.6667 POST East 4 0. 15 0. 15 0.3333 POST .......................... 25.34 TOTA L CONTRIBUT . MINUS Q@ 0-10 0-10 CURB CUT 3.50 2.33 1. 0 2 3.50 1. 17 .......................... 3.50 TOTAL CONTRIB UT. MINUS 0 @ 0-10 0-10 CURB CUT 56.31 0.38 3.50 2.33 0.80 3.50 1. 17 ------------ 3.88 EXHIBIT 3 NET Q-10 1. 31 1 . 17 ........................... 2.47 NET 0-10 0.38 1.53 1 . 17 ------------ 3.08 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: Pro .i : 3-96 NORTH CHANNEL SECTION 4 SOUTH CHANNEL ------------ SECT ION 6 4 TECHNOLOGY BUSINESS PARK 0-100 Runoff into lnterceotor Channe ls TOTAL CONTRIBUT . FRACTION PRE/P OST AREA AREA DEVELOP . 14. 21 0.90 TOTAL AREA 24.89 24.89 3.50 0.90 CO NTR I BUT. AREA 8.30 8.30 0.2463 0. 1667 FRACTI ON 0.3335 0. 1296 PRE POST PRE /POS T DEVELO P. PRE PRE TOTA L CONTRIBUT. 0-100 0-100 43.85 9.43 TOTAL 0-10 76.82 9.43 10.80 1. 57 ........................ 12. 3 7 CONTRI BUT. 0-10 25.62 1.22 26 .84 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 TrianQular Channel Analvsis & DesiQn Ooen Channel -Uniform flow Work sheet Name: TECHNOLOG Y PARKWAY Ccmment: North I nterceotor Channe 1, &-/()0 Solve For Deoth Given lnout Data: Left Side Slooe .. Right Side Slooe. Mann inq's n ..... . Channel Slooe .. .. DischarQe ....... . Comouted Results: Deoth ........... . Velocitv ....... .. Flow Area ...... .. Flow Too Width .. . Wetted Perimeter. Crit ic al Deoth .. . Critical Slooe .. . Froude Number ... . 4.00: 1 (H:V\ 4.00 : 1 (H:V) 0.018 0.0170 ft/ft 12.37 cfs 0.75 ft 5.49 fos 2.25 sf 6.01 ft 6. 19 ft 0.90 ft 0.0064 ft/ft 1 .58 ff low is Suoercritical \ EXHIBIT 4 Tria nQula r Channel Analvsis & DesiQn Ooen Channel -Uniform flow Worksheet Name: TECHNOLOGY PARKWA Y Comment: South lnte rceotor Channel / a-100 Solve For Deoth Given I nout Data: Lef t Side Slooe .. ·Right Side Slooe . Manninq's n ..... . Channel S 1 ooe .. .. DischarQe ....... . Comouted Resu lts: Deoth ........... . Velocitv ........ . Flow Area ...... .. Flow Too Width .. . Wetted Perimeter . Crit ical Deoth .. . Cr it ical Sl ooe .. . Froude Number ... . 4.00 :1 (H:V) 4.00 : 1 (H:V\ 0.018 0 .0070 ft/ft 26 .84 cfs 1. 19 ft 4.78 f OS 5.62 sf 9.48 ft 9. 77 ft 1. 23 ft 0.00 58 ft/ft 1.09 (flow is Suo ercrit ica l\ Ooen Channel Flow Module. Version 3.21 (c\ 1990 Haest ad Methods . Inc. * 37 Brookside Rd * Waterbur v. Ct 067 08 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 3-96 04/03/98 TECHNOLOOY PARKWAY CUrb cuts Rating =========================== Use Weir Equation:Q=C*L*(H)~3/2 where Q= discharge, cfs and L= length of curb cut, ft and H= height of curb, ft 6" plus l" depressed gutter and C = 3.087 --------------------------------------------------------------- CURB L H H ~3 /2 Q A v CUT l.ft. l.ft. l.ft. cfs sq.ft. ft/sec --------------------------------------------------------------- 1.0 0.58 0.45 1.4 0.6 2.4 2 .0 0.58 0.45 2.8 1.2 2.4 3.0 0.58 0.45 4.1 1.8 2.4 4.0 0.58 0.45 5.5 2.3 2.4 5.0 0.58 0.45 6.9 2.9 2.4 6.0 0.58 0.45 8.3 3.5 2.4 7.0 0.58 0.45 9.6 4.1 2.4 8.0 0.58 0.45 11.0 4.7 2.4 EXHIBIT 5 • ' . . GALINDO ENGINEERS AND PLANNERS 3833 South Te xas Ave ., Suite 2 13 Bryan , Texas 77802 (409) 846 -8 868 Worksheet Name: TECHNOLOGY PARKWAY Comment: Runoff Cover. North West Side. Q-10 Solve For Deoth Given lnout Data: Left Side Slooe .. Riqht Side Slooe . Manninq's n ..... . Channe 1 S 1 ooe ... . Dis charqe , ...... . Comouted Results: Deoth ........... . Ve locitv ....... .. Flow Area ...... .. Flow Too Width .. . Wetted Perimeter. Critical Deoth .. . Critical Slooe .. . Froude Number ... . 0.00:1 (H:V) 24.00: 1 (H:V) 0.013 0. 0070 ft/ft 1.31 cfs 0.22 ft 2.16fos 0. 61 sf 5.39 ft 5.62 ft 0.24 ft 0.0053 ft/ft 1. 14 (flow is Suoercritical) EXHIBIT 6 Worksheet Name: TECHNOLOGY PARKWAY Comment: Runoff Cover . South West Side. Q-10 Solve For Deoth Given lnout Data: Left Side Slooe .. Riqht Side Slooe. Manninq's n ..... . Channe 1 S 1 ooe ... . Discharqe, ...... . Comouted Results : Deoth ........... . Veloc1tv ........ . Flow Area ....... . Flow Too Width .. . Wetted Perimeter . Critical Deoth .. . Critical Slooe .. . Froude Number ... . 0.00: 1 (H:V) 24 .00 : 1 (H:V) 0.013 0.0070 ft/ft 1.53 cfs 0.24 ft 2.25 fos 0.68 sf 5' 71 ft 5.96 ft 0.25 ft 0.0052 ft/ft 1. 15 (flow is Suoercritical l Ooen Channel Flow Module. Version 3.21 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterburv. Ct 06708 4 . I TEXAS DIGITAL SYSTEMS College Station , Texas TECHNOLOGY PARKWAY STORMWATER SYSTEM College Station , Texas April 29 , 1997 Revised : June 20 , 1997 <)4-z' /'H 1 APPROVED FOR GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 TECHNOLOGY PARKWAY STORMWATER SYSTEM 3-96 1. SUMMARY A schematic summary with design data is given in Exhibit 1. Five inlets have been designed with one of them also acting as junction box (Inlet 2). This stormwater system has been designed for a 10-year return period according to City of College Station standards. Exhibit 2, Runoff Estimates for the Subdivision , is the basis for the design . 2. DESIGN Exhibit 3 shows the rating of recessed curb inlets and curb cuts using the weir equation. Exhibit 4 gives the estimated Q-1 O runoff at each inlet location as established in Exhibit 5 . Two-section inlets were selected for Inlets 1, 2 and 5. Inlets 3 and 4 were selected as 3- section inlets. The curbcut, on the fight side , at Sta. 10+25 was selected as t1ong in two ~·•' sections of.at each . Exhibit 5 also gives top inlet elevations, pipe lengths and diameters between inlets, invert elevations, pipe slopes, and cumulative street surface carry over flows . An analysis of the proposed curb cut is also given. Data from this exhibit has been extracted for the schematic in Exhibit 1. Caution shall be taken at the crossing of the 6" service connection from Lots 1 and 2 into Sewer Manhole No. 8. and the 36" RCP stormdrairi . The flowline of this 6" service is 268.4 while the 36" RCP invert elevation is 269.4 . Exhibits 6 and 7 contain the analysis of the pipes between each of the inlets. As shown on these exhibits no velocity in these pipes is estimated to reach 15 fps . Exhibit 8 is an analysis of the height (and therefore width) of street surface area covered by carry over runoff. Maximum carry over attained on the left side of the road is estimated at 9.4 cfs (0.4' water depth) which will cover 15.2' of street width. Maximum carry over attained on the right of the road is estimated at 4.0 cfs (0 .29' water depth) which will cover 11.0' of street width. Thus the total combined cover is estimated at 26 .2 ' leaving a dry drivebable width of 11 .8' (for Q-1 O). CHRISTIAN A. GALINDO, P.E. # 53425, R.P.L.S. # 4473 June 20, 1997 ~~,1"97 Q-10 = 27.2 \ , I INLET 1 STA 5+00 2-SECTION TOP 278.2 INVERT 274.0 CAP. = 29.3 CARRY OVER = NONE L 200.0' D 36' s 1.00/. QMO.X = 77.7 Qact = 27.2 v = 9.5 Q-10 INLET 2 STA 7+00 2-SECTION = 25.1 TOP 276.7 CAP. = 29.3 CARRY OVER = NONE Q-10 = 50.6 \ INVERT 272.0 .______ \ L = 40.0' D = 30' S = .Q.6X Ql'IO.X = 37.0 Qact = 29 .3 v = 7.9 L = 200.0' D = 36' s = 1.25 /. Ql'lQX = 86.9 Qo.ct = 81.6 v = 13.0 Qco 4.0 I INLET 5 STA 7+00 2-SECTION TOP 276.7 INVERT 272. 7 CAP . = 29 .3 CARRY Q-10 33.3 OVER = 4 .0 SC HEMATIC INLET S NOT TD SCALE INLET 3 STA 9-tOO 3-SECTION TOP 274.8 INVln 269.5 INVout 269.0 CAP. = 43.2 CARRY OVER = 7.4 Qco 7.4 Q-10 45.2 L = 125.0' D = 42' s = L.20 /. QMO.X = 128.4 Qo.ct = 124.8 v = 14.1 CUM. CARRY OV ER = 0.0 I Q-10 = 8.4 CURB CUTS STA 10+25 2-2.5' SECTS. TOP 273.9 INVERT 272.9 CAP. = 15.4 CARRY OVER = NONE LAYOUT INLET 4 STA 10+25 3-SECTIDN TOP 273.9 INV1n 267.5 INVout 267 .4 CAP. = 43.2 CARRY OVER = 2.0 CUM. CARRY OVER = 9 .4 L = 46.0' D = 2-42' s = 0.87 ;I, QMO.X = 21 8.7 Qact = 168.0 v = 11.7 CULVERT OUTLET INVERT 267.0 m x :c OJ =i ...... c..> ·~ O> c..> c..> "' 0 c: ~ -:::r ;t ~ >< DI c VI ~ ~ CD "' c: ;::;: ~ CD I\) ... ~ c..> llJ ~ ... "< DI Cf) :J ;t ~ >< DI VI ..... ..... O> ? 0 I\) -.i::. 0 ~ <O -O> .i::. en ~ I O> O> en Cf) O> Job: 3-96 Cien: Dale: TEOiNOLOGY BUSINESS PARK 02/14197 Seaion Sol Type Belare lrrµovemerts SlbOlal Creekside 2 Nal. grass 5 Nal. grass 6 Nal. grass 3 Creekside 4 Nal. grass 7 Nal. grass 8 Nai. grass TOlal@ Poirl 1 TOlal@ Poirt 2 9 Nal. grass 10 Na grass T01al@Pon3 Alter lrrµovemerts Slbalal 1 Creekside 2 Busi1ess 5 Business 6 LOR 3 Business 4 Street 7 LOR 8 Business TOlal @Poirl 1 Taal@ Poirt 2 9 LOR 10 LOR TOlal@Poio'"13 A Acres 9.670 7.100 1.450 24.540 42.760 1.070 2.300 13.860 10.810 28.04 70.800 2.260 2.600 4.86 9.670 7.100 1.450 24.540 42.760 1.070 2.300 13.860 10.810 28.04 70.800 2.260 2.600 4.86 c 0.280 0.350 0.250 0.400 0.220 0.370 0.350 0.350 0.300 0.300 0.280 0.700 0.700 0.500 0.700 0.900 0.500 0.800 0.500 0.500 Veioc:. rps 1.800 2.300 1.000 1.200 1.700 1.000 1.000 1.000 1.000 1.000 1.800 4.000 4.000 1.800 4.000 8.000 1.800 4.000 1.800 1.800 RUNOFF CALOJLATIONS RATIONAL METHOD (Couty: Brazos) Lengh T cone. i1 rr*1. n Gale. Used 1,800 500 350 1,700 250 1,000 1,100 1,000 400 400 1,800 400 300 1,700 150 1,000 1,100 1,000 400 400 16.7 3.6 5.8 23.6 2.5 16.7 18.3 16.7 6 .7 6.7 16.7 1.7 1.3 15.7 0.6 2.1 10.2 4.2 3.7 3.7 16.7 10.0 10.0 23.6 10.0 16.7 18.3 16.7 10.0 10.0 16.7 10.0 10.0 15.7 10.0 10.0 10.2 10.0 10.0 10.0 Constarts tar use i1 larrrl.Ja : 1-b.'(t +d)-e b e d 2-yr 5 -yr 65.000 0.806 8 .000 76.000 0.785 8.500 Tc- a f¥'S 16.36 19.12 2.79 48.98 87.24 1.81 5.14 27.87 22.86 57.68 144.93 5.22 6.00 10.0 a 10yrs 18.49 21 .46 3.13 55.65 98.72 2.03 5 .81 31 .54 25.83 65.21 163.93 5 .85 6.73 (rm) a 25yrs 21 .17 24.51 3.57 63.87 113.12 2.32 6.65 36.14 29.58 74.70 187.82 6.69 7.69 a 50,'fs 24.00 27.70 4.04 72.56 128.30 2.62 7.54 40.99 33.54 84.69 213.00 7.56 8.70 a 1 OO(rs 25.04 28.92 4.22 75.74 133.92 2.74 7.87 42.77 34.99 88.37 22229 7.89 9.08 -------------------------- 11 .22 16.36 38.23 7.81 76.35 138.75 5.76 15.92 52.90 66.53 141 .11 279.86 8.69 10.00 18.69 10-yr 80.000 0.763 8.500 12.59 18.49 42.91 8.76 86.20 156.37 6.47 17.87 59.38 74.67 158.40 314.76 9.76 11 .22 20.98 25-yr 89.000 0.754 8.500 14.38 21 .17 49.01 10.01 98.69 178.89 7.39 20.41 67.83 85.28 180.91 359.80 11 .14 12.82 23.96 16.25 24.00 55.40 11 .31 11 1.84 202.55 8.35 23.08 76.68 96.40 204.51 407.07 12.60 14.49 27.09 Couty: Brazos 50-yr 1 00-yr 98.000 0.745 8.500 96.000 0.730 8.000 16.97 25.04 57.85 11 .81 116.68 211 .38 8.72 24.09 80.06 100.66 213.53 424.91 13.15 15.13 28.28 5yrs 6.042 7.693 7.693 4.990 7.693 6.042 5.745 6.042 7.693 7.693 6.042 7.693 7.693 6.222 7.693 7.693 7.633 7.693 7.693 7.693 10yrs 6.827 8.635 8.635 5 .669 8.635 6.827 6.501 6.827 8 .635 8.635 6.827 8.635 8.635 7.026 8.635 8.635 8.569 8.635 8.635 8.635 25yrs 7.819 9.861 9.861 6.507 9.861 7.819 7.450 7.819 9.861 9.861 7.819 9.861 9.861 8.043 9.861 9.861 9.788 9.861 9.861 9.861 I 50,'fs 8.864 11 .148 11 .148 7.392 11 .148 8.864 8.450 8.864 11 .148 11 .148 8.864 11 .148 11 .148 9.115 11 .148 11 .148 11 .065 11 .148 11 .148 11 .148 1 OO(rs 9.248 11.639 11 .639 7.716 11 .639 9.248 8.817 9.248 11 .639 11 .639 9.248 11 .639 11 .639 9.510 11 .639 11 .639 11 .553 11 .639 11.639 11 .639 m ~ -m ..... N GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas 77802 (409) 846-8868 9-97 04/25/97 INLET TYPE TECHNOLGY PARK DRIVEWAY PHASE 1 Inlets & Curb Cuts Rating =========================== Use Weir Equation:Q=C*L*(H)A3/2 where Q= discharge, cfs L and L= length of curb cut, ft and H= height of curb, ft and C = 3.087 H HA3/2 Q A l.ft. l.ft. 1. ft. cf s sq.ft. EXHIBIT 3 v ft/sec --------------------------------------------------------------- 1-SECT 5.0 1. 00 1. 00 15.4 5.0 3.1 2-SECT 9.5 1. 00 1. 00 29.3 9.5 3.1 3-SECT 14.0 1. 00 1. 00 43.2 14.0 3.1 --------------------------------------------------------------- CURB L H HA3/2 • Q A v CUT l.ft. 1. ft. l.ft. cf s sq.ft. ft/sec --------------------------------------------------------------- 3.0 1. 00 1. 00 9.3 3.0 3 .1 4.0 1. 00 1. 00 12.3 4.0 3.1 5.0 1. 00 1. 00 15.4 5.0 3.1 6.0 1. 00 1. 00 18.5 6.0 3.1 7.0 1. 00 1. 00 21. 6 7.0 3.1 8.0 1. 00 1. 00 24.7 8.0 3.1 9.0 1. 00 1. 00 27.8 9.0 3.1 10.0 1. 00 1. 00 30.9 10.0 3. 1 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 3-96 Technology Par kway RUNOFF INTO INLETS Inlet Section % Sec . Q-10 Tot Q-10 to Inlet Section Inlet 3 Curb Cut 40 .00 59.38 23 . 75 19.23 17.87 3.44 Total 27.2 1 40 .0 0 59 .38 23. 75 4 7.69 17.87 1.37 Total Tota l 8 4 3 Total 2 5' 1 20.00 59.38 11.88 50 .00 74.67 37.34 7.69 17 .87 . 1 .3 7. 50.00 7.69 100.00 50.6 74.67 37 .34 17.87 1.37 6.47 6.47 45 .2 33.00 86.20 28 .45 26.92 17.87 4.81 Total 33.3 4 5 Total 30.77 17.87 5.50 33.00 8.76 2.89 8.4 ::::::::::::::::::::::::::::::::::::::::: TOTA L 189 . 73 CHECK : 100% Section 3 100% Section 4 33% Section 5 33% Section 6 100% Section 7 100% Se ction 8 Total EXHIBIT 4 6.47 17.87 2.89 28.45 59 .38 74. 68 189. 74 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 EXHIBIT 5 3-96 TECHNOLOG Y BUSINESS PARK 07/02/97 Te chno logy Par kwav -Inl et Sizing & Locat ion :::::::::::::::::::::::::::::::::::::::::::: INL ETS LEFT SIDE Of ROAD STA Top Length Q-10 Inlet Inlet Inlet RCP Min Too RCP Q-10 Cum. 1.f t . Elev. 1.f t. cf s No. Tyoe Cap. in . f. L. Pipe Slooe Overf 1. Overf 1. ------------------------------------------------------------------------------------------------------ 500.0 27 8. 2 27 .20 1 2-Sect . 29.3 36 274 .0 277 '0 1.00% 0.0 700.0 276.7 200 .00 25' 10 2 2-S ect . 29 .3 36 272.0 27 5.0 1.2 5% 0.0 900 .0 274' 8 200.00 50.60 3 3-S ect. 43.2 42 269.5 272 .5 -7 '4 -7 .4 fl out 269.0 272 .5 1. 20% 1,025.0 273 .9 125.00 45.20 3-Sect. 43.2 267 .5 -2.0 -9 .4 ----------------------------------------------------------~------------------------------------------- 148. 1 INLE T RIGHT SIDE Of ROAD STA Top Len gth Q-10 Inlet Inlet Inlet RCP Min Too RCP Q-10 Cum . 1.ft. Elev. 1.ft. cfs No. Type Cap . in. f.L. Pipe Slope Overfl. OverfJ . _ 0.0 276.7 33.30 2-Sect . 29.3 30 272. 7 27 5.2 0.60% -4.0 -4.0 40.0 276.7 40.00 29.30 CURB CUT RIGHT SIDE OF ROAD ST A Top Q-10 Cum Ooening Max. I.ft. Elev. cfs cfs 1.f. Cao. Carryover from Inlet ~ 5 4.00 1,02 5.0 273.9 20.10 24.1 7. 0 21 . 6 272 .5 275.0 Hin F. L. 272.9 Q-10 Cu m. Overf 1 . Overf 1. 0.0 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 Worksheet Name: Technology Par kway Comment: RCP fK> m Inlet 1 to Inlet 2 Solve For Actual Deoth Given Input Data: Diameter ......... . S 1 ooe ............ . Manning's n ...... . Disch arge ........ . Comouted Results: Deoth ............ . Velocity ......... . Flow Area ........ . Critical Deoth ... . Critical Slooe ... . Percent Fu l l ..... . Full Caoacit v .... . QMA X @.94D ....... . Froude Number .... . 3.00 ft 0.0100 ft/ft 0.0 12 27.20cfs 1.28 ft 9.50 fos 2.86 sf 1 . 6 9 ft 0.0039 ft /ft 42.52 % 72. 26 cf s 77.73cfs 1. 70 (f low is Supercritical\ Worksheet Name: Technol og y Par kwav Comment: RCP from Inlet 5 to Inlet 2 Solve For Actual Deoth Gi ven lnout Data: Dia meter ......... . S 1 ooe ............ . ManninQ's n ...... . Discharge ........ . Comouted Results: Deoth ............ . l/e loc it v ......... . Flow Area ........ . Cr it ical Deoth ... . Critical Slooe ... . Percent Full ..... . Ful 1 Capac ity .... . QMAX @.940 ....... . Froude Number .... . 2.50 ft 0.0060 ft/ft 0.012 29 .30 cfs 1. 77 ft 1 .87 fos 3. 7 2 sf 1.85 ft 0.0054 ft/ft 70.90 % 34.42 cfs 37.03 cfs 1 .08 (flow is Supercritical) EXHIBIT 6 Coen Cha nnel Flow Module. Version 3.21 (c ) 1990 Haestad Methods. Inc . * 37 Bro okside Rd *Waterbury, Ct 06708 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 Worksheet Name: Technology Pa rkwav Comment: RCP him Inle t 2 to Inl et 3 Solve For Actual Depth Given ln out Data: Di ameter ......... . Slooe ........... .. Manning's n ...... . Discharge ........ . Computed Results: Deoth ............ . Velocity ......... . Flow Area ....... .. Cr itical Deoth ... . Critical Slooe .. .. Per cent Full ..... . Full Caoacit y .... . QMAX @.940 .......• Fro ud e Number ..... 3.00 ft 0.0125 ft/ft 0.012 81.60 cfs 2.49 ft 13.0 2 f os 6.2 7 s: 2.78 ft 0.0110 ft/ft 82 .91 % 80.79 cfs 86.90 cfs l .38 (flow is Suoercritica l\ Worksheet Name: Technology Parkwa y Co mmen t : RCP fx>.m Inlet 3 to Inlet 4 Solve For Actual Deoth Given lnout Data: Diameter ......... , Slope ............ . Manning 's n ...... . Discharge ........ . Comouted Results: Deoth ............ . Velocitv ......... . Flow Area ....... .. Critical Deoth ... . Criti cal Slooe ... . Percent Full .... .. Full Capacitv .... . QMAX @.940 ....... . Froude Number .... . 3.50 ft 0.012 0 ft /ft 0.012 124.80 cfs 3.04 ft .14.08 fos 8.87 >f 3.28 ft 0.0113 ft /ft 86.7 6 % 119.40 cfs 128.44 cfs 1.28 (f low is Suoercritical ) EXHIBIT 7 • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas 77802 (409) 846-8868 EXHIBIT 8 Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: Technology Parkway Description: Roadway Runoff Cover, Q-10 Solve For Depth Given Constant Data; Z-Left ............ . Z-Right ........... . Mannings 'n' ...... . Channel Slope ..... . 0.00 38.00 0.014 0.0072 Variable Input Data Minimum =================== ======= Channel Discharge 4.00 Maximum ======= 9.40 Increment By ============ 1. 00 COMPUTED VARIABLE COMPUTED Z-Left (H :V) Z-Right ( H :V) Mannings Channel 'n' Slope ft/ft =========================== Channel Depth ft Channel Velocity Discharge (fps) cf s =================================================================== 0.00 38.00 0.014 0.0072 0.29 4.00 2.46 0.00 38.00 0.014 0.0072 0.32 5.00 2.60 0.00 38.00 0.014 0.0072 0.34 6.00 2.72 0.00 38.00 0.014 0.0072 0.36 7.00 2.83 0.00 38.00 0.014 0.0072 0.38 8.00 2.92 0.00 38.00 0.014 0.0072 0.40 9.00 3.01 0.00 38.00 0.014 0.0072 0.41 10.00 3.09 Open Channel Flow Module, Version 3.21 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 If I GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 MEMORANDUM FROM: Christian A. Galindo, P.E. TO: Paul Casper SUBJECT: Technology Business Park DA TE: July 2, 1997 COPIES: Robert Bower Bill Scarmardo I am forwarding a revised copy of Exhibits 1, 5, 6 and 7 to the Stormwater System Report dated June 20, 1997. As you will see the size of the pipe between Inlets 1 and 2 has been increased from 2411 to 36 11 and the size of the pipe from Inlet 5 to Inlet 2 has been increased from 2411 to 30 11 • This is the result of matching the elevations of the top of the pipes which in turn causes a reduction in slope and therefore in the carrying capacity of the original pipes. Also being forwarded is a revised copy of Sheet 5 of 1 O of the construction drawings reflecting these changes. Sheet 6 of 10 , which includes a copy of Exhibit t will be updated upon approval of these revisions . Finally , a revised Engineer's Estimate is also being forwarded herewith . Q-10 = 27.2 \ INLET 1 STA 5+00 2-SECTION TOP 278.2 lNVERT 274.0 CAP. = 29.3 CARR Y OVER = NONE L 200 .0' D 36' S LOO/. QMO.X = 77.7 Qact = 27 .2 v = 9.5 Q-10 Q-10 = 25.1 \ I 33.3 INLET 2 STA 7+00 2-SECTIDN TOP 276.7 INVERT 272.0 CAP. = 29.3 CARRY OVER = NONE L = 40 .0' D = 30' L = 200 .0' D = 36' tl-10 s = 1.25 /. 01'10.X = 86.9 Qo.ct = 81.6 v = 13.0 = 50.6 \ s = 0,6:1. Ql"lO.X = 3 7 .0 Qa.ct = 29 .3 v = 7.9 Qco 4.0 INLET 5 STA 7+00 2-SECTIDN TOP 276.7 INVERT 272. 7 CAP . = 29 .3 CARR Y OVER = 4 .0 SC HEMATIC INLET S NOT TD SCALE INLET 3 STA 9+00 3-SECTIDN TOP 274.8 INVln 269.S INVout 269.0 CAP. = 43.2 CARRY OVER = 7.4 Qco 7 .4 Q-10 45.2 L = 125.0 ' D = 42' s = l.20 /. QMO.X = 128.4 Qa.ct = 124.8 v = 14.1 CUM . CARRY OVER = 0.0 . Q-10 = 8.4 CURB CUTS I STA 10+25 2-2 .5' SECTS. TOP 273.9 lNVERT 2 7 2 .9 CAP . = 15.4 CARRY OVER = NONE LAYOUT INLET 4 STA 10+25 3-SECTION TOP 273.9 lNVln 267.5 lNVout 267.4 CAP. = 43.2 CARRY OVER = 2.0 CUM. CARRY OVER = 9 .4 L = 46.0' D = 2-42' s = 0.87 :I. QMQ X = 218 .7 Qact = 168 .0 v = 11.7 CULVERT OUTLET lNVERT 267 .0 m x :::c aJ =i ~ .. w ·~ m w w CJ) 0 c ~ -:::r ~ ~ >< D> c UI ~ ~ !I> CJ) c ::+ ~ CD N ...... ~ w CD ~ .... 1 :J V) ~ ~ >< D> UI ....., ....., m ~ 0 N -~ 0 ~ <O -m ~ en ~ I m m en V) m • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave ., Su ite 213 Bryan , Tex as 77802 (409) 846-88 68 EXHIBIT 5 3-96 TECHNOLOGY BUS IN ESS PAR K 07/02/97 T echnolo~v Par kwav -Inlet Sizi ng & Loc ati on :::::::::::::::::::::::::::::::::::::::::::: INLETS LEFT SIDE OF ROAD ------------------------------------------------------------------------------------------------------ STA Top Length Q-10 Inlet Inlet Inlet RCP Min Top RCP Q-10 Cum . 1.f t. Elev. 1.ft. cf s No. Tyoe Cap. in. F, L. Pipe Slooe Overfl . Overf 1. ------------------------------------------------------------------------------------------------------ 500.0 278.2 27.20 1 2-Sect. 29.3 36 274.0 277 .0 1. 00% 0.0 700 .0 276.7 200 .00 25' 10 2 2-Sect. 29.3 36 272.0 27 5.0 1.25% 0.0 900.0 274' 8 200.00 50.60 3 3-Sec t. 43.2 42 269' 5 272 .5 -7.4 -7. 4 - FL out 269.0 272.5 1. 20% 1, 025. 0 273.9 125.00 45.20 3-Sect. 43. 2 267 .5 -2.0 -9 .4 148. 1 INLET RIGHT SIDE OF ROAD STA Top Length Q-10 Inlet Inlet Inlet RCP Min Top RCP Q-10 Cum. 1.ft. Elev. 1.ft . cfs No . Type Cap . in . F .L. Pipe Slope Overfl. Overf l. 0.0 276.7 33 .30 2-Sec t . 29.3 30 272. 7 275.2 0.60 % -4 .0 -4 .0 40.0 276.7 40 .00 29.30 CURB CUT RIGHT SIDE OF ROAD STA Top Q-10 Cum Ooening Max . 1.ft. Elev. cfs cfs 1.f. Cap. Carryover from Inlet # 5 4.00 1.02 .5.0 273.9 20.10 24.1 7. 0 21 . 6 272.5 27 5.0 Min F. L. 272.9 Q-10 Cu m. Over f l. Overfl . 0.0 - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 Worksheet Name: Technology Par kway Comment: RCP fJU m Inlet 1 to Inlet 2 Solve For Actual Depth Given lnout Data: Diameter ......... . Slooe ........... .. Manning 's n ...... . Dischar ge ........ . Comouted Results: Deoth ............ . Velocity ........ .. Flow Area ....... .. Cr itic al Deoth ... . Critical Slooe ... . Percent Fu ll ..... . Fu 11 Capac i tv .... . QMA X @.94D ....... . Froude Number .... . 3.00 ft 0.0100 ft /ft 0.012 27.20cfs 1.28 ft 9.50 fps 2.8 6 sf 1.69 ft 0.0039 ft/ft 42 .52 % 72 . 26 cfs 77. 73 cf s 1.7 0 (flow is Supercritical) Worksheet Name: Technol og y Par kw av Comment: RCP from Inlet 5 to Inlet 2 Solve For Actual Deoth Given lnou t Data: Diamet er ......... . S 1 op e ............ . Mannin9's n ...... . Disc ha rge ........ . Comouted Results: Deoth ............ . Ve loc ity ......... . Flo w Area ........ . Critical Depth ... . Critical Slooe ... . Percent Full ..... . Full Capac ity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0.00 60 ft/ft 0.012 29.30 cfs 1. 71 ft 1 .81 fos 3.72 sf 1.85 ft 0.00 54 ft/ft 70.90 % 34 .42 cfs 37.03 cfs 1 .08 (flow is Supercritical ) EXHIBIT 6 Coen Channel Flow Module. Version 3.2 1 (c) 1990 Haestad Methods. Inc . * 31 Brookside Rd *Water bur y, Ct 06708 ' . . j GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Worksheet Name: Technology Parkwa y Comment: RCP fD m Inlet 2 to Inlet 3 Sol ve For Actual Deoth Given lnout Data: Diameter ......... . S looe ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Ve 1 oc it y. , , .• , . , .. Flow Area ........ . Critical Deoth .. .. Cr itical Slope ... . Percent Full ..... . Full Caoacit y .... . QMAX @.94D., .. ,,., Froude Number .. ,,. . 3.00 ft 0.0125 ft/ft 0' 012 81.60 cfs 2.49 ft 13.02 fps 6.27 sf 2.78 ft 0.0110 ft /ft 82.91 % 80.79 cfs 86 .90 cfs 1 .38 (flow is Supercritical ) Worksheet Name: Technology Parkwav Comment: RCP fX>.m Inlet 3 to Inlet 4 Solve For Actual Depth Given lnout Data: Diameter ........ .. Slope ............ . Manning's n ...... . Discharge ........ . Comouted Results: Deoth ........ , ... . Velocity ........ .. Flow Area ... ,,,,,, Critica l Deoth .. .. Critical Slooe ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0120 ft/ft 0.012 124.80 cfs 3.04 ft 14.08 fos 8.87 sf 3.28 ft 0.0113 ft /ft 86.76 % 119.40 cfs 128.44 cfs 1.28 If low is Suoercritica l ) EXHIBIT 7 JUN-03-98 WED 15:45 GALINDO ENGINEERS 4098468868 ~\pl GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 June 3, 1996 Mr. Jim Callaway, Director Development Services \: ~ 0 City of College Station t..o-Y 1101 Texas Ave. .A O"\ College Station. TX 77840 -~ ·~ Subject: Addendum to Revised Drainage Report d ted April 6, i 998 Technology Parkway Stormwater Runo Technology Business Park, Phase 1 College Station , TX Dear Jim: P.01 Following the meeting held in your office yesterday I to submit for your review and approval the following changes to the referenced report. 1. Construct berms on either side of Technology Parkway Instead of the originally proposed channels. These berms will prevent adjoining areas runoff water from reach ing the road. They are designed to handle a i 00-yr rain. · 2 . Construct relieve channels on behind the curb on either side of Technology Parkway. These channels will collect runoff from upstream road surface through at least one 4'-wide curb cut on both sides of the road as defined in the original report. ..Additional G\:lre e\:lts FRey ee i!'lstalleeJ te further faeilitet e ruMoff ""t'el'l"ievel fron1tl1e1om1.~ ~ A cross-section of the road sur1ace and parallel channels and berms is ~iven below. -#[~ ~ io ~ ~ ~'1-L. ~@~~~ . u. ~~/v .. J..e.ttJ ~ ~ ... G:>~ {'cvkuJZu\;~~--~ ~'1NJ.lfl WW bt. ~ ~~a.c..w.J-~ .-d---.A· ()C~ " .. 0 / 9'' () ---3--<J ''. ~~·· .__ • jz.o' taRRM RM.J) ... _} ./~-E / j_,/ . . = ~ . z .o --r . , -·--. .... 1._s.o :_l _ _f.~_I. 2.£.L f 4.o't .5.o ' ~ ~v ' J i 1 r-------·-·-·--.... --·-..--....... _, _____ , ... ---.. '-· -· .. -... '?.: ...... •' .. I . --.--6a·"-·----······ . " .. ...... ---·---.. Sincerely , GALINDO ENGINEERS A.ND PLANNERS. INC. \_~~~~ -. .. . " c:.=:___ . Christian· A. Galindo, P.E. # 53425, R.P.t:..s # 4473. President cc: Robert L. Bower, Jr., Ph .0., P.E. W. C. Scarmardo, Architect _____ .... _ 4- GALINDO ENGINEERS AND PLANNERS ?f.ol 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 June 3, 1998 Mr. Jlrn Callaway, Director Development Services ~ \\ 0 City of College Station ~o-Y 1101 Texas Ave. ()"\ College Station, TX 77840 ~ ·~ Subject: Addendum to Revised Drainage Report d tad April 6, 1998 Technology Parkway Stormwater Runo Technology Business Park, Phase 1 College Station, TX Dear Jim: Following the meeting held in your office yesterday I to submit for your review and approval the folloV'Y'ing changes to the referenced report. 1. Construct berms on either side of Technology Parkway instead of the originally proposed channels . These berms will prevent adjoining areas runoff water from reaching the road. They are designed to hand le a 100-yr rain . · 2. Construct relieve channels on behind the curb on either side of Technology Parkway. These channels will collect runoff from upstream road surface through at least one 4'-wide curb cut on both sides of the road as defined in the original report. ·Additional c;wre e1:o1ts FRey ee il'lstalleel te f1o1rtfler faeilitate ruMoff ""femotal fron1the1osd.~ ~ A cross-section of the road surface and parallel channels and barrns is given below. ~t~~~~/~~~~"ft~t-~ ~Al'JIVeL UJ"1 bt. ~ ~ ll..d..ta.c.t.c.J-~ ·-o__.._ .. -4-()~ r---0 / 9'' 1) ---o--<1 ''. ~~ .. --• .J~' ,,,,,,,,,. . RMD -~~~--. t==-f 2f''...{-"L-f--~f_ _---:-: ----{ ~"'-J-,<;p ' J .. ---H:~J Sincerely, GALINDO ENGINEERS AND PLANNERS, [NC. (?~0.L~ Chrlstlari"'A. Galindo, P.E. # 53426, R.P.1.S # 4473. President cc : Robert L. Bower, Jr., Ph .D., P.E. W. C. Scarmardo, Architect • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas 77802 (409) 846-8868 Mr. Kent Laza, P.E. City Engineer City of College Station College Station, TX February 19 , 1997 Subject: Drainage Study Approximately 75.7 acres Technology Business Park Phase 1 (20 .766 acres) and Adjoining Areas Approximately 75.66 acres College Station, TX Dear Mr. Laza: I am pleased to enclose the referenced report for your review. This reports updates the information submitted on May 15, 1996 as part of the Utilities Impact Study for this project. Please review the report in conjunction with the engineering design drawings being submitted separately. Sincerely, GALINDO ENGINEERS AND PLANNERS Christian A. Galindo, P.E., R.P.L.S. President cc: Robert L. Bower, Jr., Ph.D ., P.E. W. C. Scarmardo, Architect 1. TRACT DESCRIPTION TECHNOLOGY BUSINESS PARK IMPACT STUDIES Technology Park Phase is located at the southeast corner of the intersection of S.H. 6, East By- Pass , and Sebesta Road . Phases I and II encompass a total of 34 .381 acres including the access road from the S.H. 6 Service Road into the Subdivision . For the purpose of these studies the adjoining areas between this subdivision and S.H. 6 , an additional 41 .28 acres have been included, bringing the total area to 75 .66 acres . The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0205 -C, July 2, 1992). Th is has been confirmed by the City of College Station Engineering Department. 2. STORMWATER RUNOFF Phase I is traversed by Foxfire Tributary A. Most of the runoff from the 75 .66 acres flows east through this creek. The 75.66 acres have been divided into 1 o sections as shown on the attached drawing. Sections 1, set aside as a green buffer belt will not be developed. Sections 2 , 3 and 5, within Phase I, and Section 8 within Phase II , will be developed as part of the new R&D Zoning District. Section 4 will be access and internal roads . Sections 6 and 7 will presumably be developed as low density residential. Sections 9 and 1 O currently drain towards Sebesta Road and it is presumed that this pattern will be maintained after development. Exhibit A shows the runoff calculations for the total area for several ra infall periods. All ponding computations have been made using a 100-year return period . In this Exhibit Po int 1 is defined as the location where a culvert will be placed under Technology Parkway to allow upstream runoff to drain into the creek. Runoff at the curb inlet (culvert entrance) is estimated at 100 % each from Sections 3, 7 and 8, and 50 % from Section 4 (201.49 cfs). Point 2 is the location of the proposed pond for stormwater detention. Runoff at this point is estimated as the sum of the runoff from Point 2 plus 100% each from Sections 1, 2 , 5 -1 - ' and 6, and 50% of Section 4 (424 .91 cfs ). Point 3 is the location towards which runoff from Sections 9 and 1 0 enter Sebesta Road. Using the 100-yr post development runoff estimate at Point 1, as qualified above , the capacities of the curb inlet and of the culvert under Technology Parkway were estimated . Based on these values the culvert requ ired to cross Technology Parkway has been estimated as a double barrel 46 '-long 42 " RCP pipe . Both the curb inlet to feed this culvert and the culvert itself will allow conveyance of the 100-yr flow (201.49 cfs) without ponding . Exhibit C shows the calculated capacity of the curb inlet (237 .71 cfs). Exhibit D shows the calculated capacity for each 42" RCP (100 .92 cfs ). Lowest fin ished road grade above culvert is estimated to be 272 .85 '. Exhibit E shows the calculations to design the cu.rb cuts required on the south side of Technology Parkway with sufficient capac ity to convey the 100-yr flow at this point (100 % of Section 5 , 50% of Section 4 and 33 % of Section 6, equal to 62 .75 cfs). The curb cuts so design can convey 68 .70 cfs . On -site detention will be provided with in the creek for all runoff converging at Point 2 by building an earthen dam, 8 ' high , located approximately 40 ' west of the eastern boundary of Phase I. The flow line at the entrance to the dam is 262.0 ' and the top of the dam will be 270.0 '. Exhibit B shows the maximum capacity of the detention pond for this elevation range . The weir will consist of a 44'-long 60" CMP at 0.50 % slope with inlet and outlet control. Exhibit F shows the capacity of this weir , under stat ic conditions , which allow a maximum flow of 198.1 cfs. The maximum allowable flow at th is point should not exceed the 100-yr pre-development runoff (222 .29 cfs). Exhibit G, in three pages , shows the characteristics of the type of structure (weir) used in subsequent calculations. Routing computations are given in Exhibit H (20 pages) for five different storms. The peak outlow in each case is as follows : Storm Max. Allowed Peak Attained 5-year 144 .93 / 138.17 / 10-year 163 .93 /. 151 .17 / 25 -year 187.82 / 169.91 ( -2 - SO-year 100-year 213.00 ./ 222.29 ; 184.12 / 189 .04 / Maximum elevation attained during the 100-yr storm is calculated at 268.41 '. This elevation is more than one foot below the top of the proposed dam . CHRISTIAN A. GALINDO , P.E. # 53425, R.P.L.S. # 4473 February 19, 1997 - 3 - Job: 3 -96 Clierl : Date : TEQ-INOLOGY BUSIN ESS PARK 02/14197 Section Sol A Type Acres Before lrrµovemerts 1 2 5 6 Stb:aal 3 7 B Creekside Noc grass Noc grass N<I. grass Creekside Nat grass N<I. grass Nat. grass T aal @ Point 1 Taal@Poin 2 9 10 Nat. grass Na. grass Taal@ Pon 3 After lrrµovemerts 1 2 5 6 3 4 7 B Creekside Busness Busness LOR Business Street LOR Busi'less TO!al@ Point 1 Taal@ Point 2 9 10 LOR LOR TO!al@ Point 3 9.670 7.1CJO 1 .450 24.540 42.760 1 .070 2 .300 1 3.860 10.810 28.04 70.800 2.260 2.600 4 .86 9 .670 7.100 1.450 24.540 42.760 1 .070 2.300 13.860 10.810 28.04 70.800 2 .260 2.600 4.86 c 0.280 0.350 0.250 0.400 0.220 0.370 0.350 0.350 0.300 0.300 0.280 0 .700 0 .700 0.500 0.700 0.900 0.500 0.800 0.500 0.500 Veloc. rps 1 .800 2.300 1 .000 1.200 1.700 1 .000 1 .000 1 .000 1 .000 1 .000 1 .800 4 .000 4 .000 1 .800 4.000 8.000 1 .800 4 .000 1 .800 1 .800 RUNOFF CALCULATIONS RATIONAL M ETHOD (COl.ny: Brazos) T cone. i1 mi1. Length n caic. Used 1,800 500 350 1,700 250 1,000 1,100 1 ,000 400 400 16.7 3.6 5.8 23.6 2.5 16.7 18.3 16.7 6.7 6.7 16.7 10.0 10.0 23.6 10.0 1 6 .7 18.3 16.7 10.0 10.0 Tc• Q fJ{r S 16.36 19.12 2.79 48.98 87.24 1 .81 5 .14 27.87 22.86 57.68 144.93 5.22 6.00 10.0 when calc. value< 1 0.0 Q 10yrs 18.49 21 .46 3 .13 55.65 98.72 2.03 5.81 31 .54 25.83 65.21 163.93 5.85 6.73 Q 25yrs 21 .17 24.51 3.57 63.87 113.12 2.32 6.65 36.14 29.58 74.70 187.82 6.69 7.69 Q 50fr s 24.00 27.70 4.04 72.56 128.30 2.62 7.54 40.99 33.54 84.69 213.00 7.56 8.70 Q 1 OC>yr s 25.04 28.92 4 .22 75.74 133.92 .../ 2.74 7.87 42.77 34.99 88.37 ../ 222.29 / 7 .89 9.08 ---------------------------/ 11 .22 12.59 14.38 16.25 16.97 1,800 400 300 1,700 150 1,000 1,100 1,000 400 400 16.7 1.7 '1 .3 15.7 0 .6 2.1 10.2 4 .2 3.7 3.7 COl.ny: Brazos 16.7 10.0 10.0 15.7 10.0 10.0 10.2 10.0 10.0 10.0 Constarts tor use i1 lorm.Ja : 1-bl(t+d) ~ e 16.36 38.23 7.81 76.35 5.76 15.92 52 .90 66.53 141 .11 2 79.86 8 .69 10.00 18.69 2 -yr 5 -yr 1 0 -yr b e d 65.000 0.806 8.000 76.000 0.785 8.500 80.000 0 .763 8 .500 18.49 42.91 8.76 86.20 6.47 17.87 59.38 74.67 158.40 314.76 9.76 11 .22 20.98 25-yr 89.000 0.754 8.500 21 .17 49.01 10.01 98.69 7.39 20.41 67.83 85.28 180.91 359.80 11 .14 12.82 23.96 50-yr 98.000 0.745 8.500 24.00 55.40 11 .31 111 .84 8.35 23.08 76.68 96.40 204.51 407.07 12.60 14.49 27.09 100-yr 96.000 0.730 8.000 25 .04 57.85 11 .81 116.68 8.72 24.09 80.06 100.66 213.53 ./ 424.91 ,/ 13.15 15.13 28.28/ 5yrs 6.042 7.693 7.693 4.990 7.693 6.042 5 .745 6 .042 7.693 7.693 6 .042 7.693 7.693 6.222 7.693 7.693 7.633 7.693 7.693 7.693 1 Oyrs 6.827 8.635 8.635 5.669 8.635 6.827 6.501 6.827 8.635 8.635 6.827 8.635 . 8.635 7.026 8.635 8.635 8.569 8.635 8 .635 8.635 25yrs 7.819 9.861 9.861 6.507 9.861 7.8 19 7.450 7.819 9.861 9.861 7.819 9.861 9.861 8.043 9.861 9.861 9.788 9.861 9.861 9.861 I 50frs 8.864 11 .148 11 .148 7.392 11 .148 8.864 8.450 8.864 1 1 .148 11 .148 8.864 11 .148 11 .148 9 .115 11 .148 11 .148 11 .065 11 .148 11 .148 11 .148 1 OC>yr s 9.248 11 .639 11.639 7.716 11.639 9.248 8.817 9.248 11 .639 11 .639 9.248 11.639 11 .639 9.510 11 .639 11 .639 11.553 11 .639 11 .639 11.639 ~9fF?-2 Version : 5.17 . EXHIBIT /!J Elevation (ft ) 262.00 264.00 266.00 268.0 0 269.00 270.00 TECHNOLOGY BUSINESS PARK DETENTION POND CALCULATED 02-13-1997 16:40:01 DISK FILE: A:\3-96PND \3-96 .VOL Planirneter scale: 1 inch= 120 ft. Planimeter (sq. in.) 0.00 0 .36 2.06 4 .34 5.86 7.60 Area Al+A2+sqr(Al*A2) (sq.ft) (sq.ft) 0 0 5 ,17 0 5,170 29 I 678 47,235 62,496 1 35 ,242 84,355 219,459 109,498 289 ,96 1 * Volume (cubic-ft) 0 3 ,446 31 ,4 90 90 ,161 73,153 96, 654 Volume Sum (cubic-ft) 0 3 ,44 6 34,936 125,0 97 19 8 ,250 / 294,904 * Inc remental volume computed by t h e Conic Method for Reservoir Volume s . Vol ume= (1 /3) * (EL2-EL1) * (Areal+ Ar ea2 + sq.r t.(Area l*Area2 )) wh ere : ELl, EL2 Areal,Area2 Volume = Lower and upper e levations of the increment = Areas compu ted for ELl, EL2, respectively = Increment al volume between ELl and EL2 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARKWAY Comment: CURB INLET CAPACITY, NORTH SIDE OF ROAD Solve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ........... . Computed Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 14.00 f t 0.015 0.0351 ft/ft 1. 00 ft 237.71 cfs 16.98 fps 14.00 sf 14.00 ft 16.00 ft 2.08 ft 0.0036 ft/ft FULL / Open Channel Flow Module, Version 3.21 (c ) 1990 E"X/-1 113/T C Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equatio n Open Channel -Uniform flo w Worksheet Name: TECHNOLOGY DRIVE Comment: EACH OF TWO CULVERTS UNDER ROAD Solve For Actual Discharge Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Depth ............ . Co mputed Results: Discharge ........ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3 .50 f t 0.0087 ft/ft 0.013 3.50 f t 93.82 cfs 9.75 fps 9.62 sf 2.99 ft 0 .008 1 f t/ft 100.00 % 93.82 cfs j 100.92 cfs FU LL Open Channel Flow Module, Version 3.21 (c) 1990 £XHl 8 /T /) Haestad Methods, Inc. * 37 Brookside Rd * Waterbu r y, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARKWAY Comment: CURB CUTS, SOUTH SIDE OF ROAD Solve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ........... . Computed Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 8.00 ft 0.015 0.0351 ft/ft 0.67 ft 68.70 cfs 12.82 fps 5.36 sf 8.00 ft 9.34 ft 1. 32 ft 0.0044 ft/ft FULL Open Channel Flow Module, Version 3.21 (c) 1990 £XH/8 /T £ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 • Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK SUBD Comment: DETENTION POND WEIR -60" DIAM RCP Solve For Full Flow Capacity Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 5.00 ft 0.0050 ft/ft 0.013 184.16 cfs 184.16 cfs / 5.00 ft 9.38 fps 19.63 sf 3.89 ft 0.0056 ft/ft 100.00 % 184.16 cfs 198.10 cfs FULL Open Channel Flow Module, Version 3.21 (c) 1990 .!:X H 1'3 1 r F Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ( • Outlet Structure File: 3-96 POND-2 Version: 5.17 Date Executed: .STR S/N: Time Executed: *************************************** TECHNOLOGY BUSINESS PARK DETENTION POND *************************************** ***** COMPOSITE OUTFLCW SUMMARY **** Elevation (f t) 262.00 262.50 263.00 263.50 264.00 264.50 265.00 265.50 266.00 266.50 267 .00 267.50 268.00 268.50 269.00 269.50 270.00 Q ( cfs) 0.0 1. 9 7.4 16.0 27.8 41. 6 57.2 74.4 92.3 110. 6 128.9 147. 2 173.4 192.3 209.0 223.9 238.0 Contributing Structures 1 1 1 1 1 1 1 l 1 1 l l l 1 l 1 1 EXHIB IT G ( 4 PAGts) • Outlet Structure File: 3 -96 POND-2 Vers ion: 5.17 Date Executed: .STR S/N: Time Executed: *************************************** TECHNOLOGY BUSINESS PARK DETENTION POND *************************************** Outflow Rating Ta b l e for Structure #1 CULVERT-CR Circular culvert (With Inl et Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messag es --------------------------------------------- 262 .00 0.0 No h e adwater 262.50 l. 9 Equ.l: HW =.5 dc=.374 263.00 7.4 Eq u.l : HW =l.O dc =.745 26 3 .50 16.0 Equ.l : HW =l. 5 dc=l.101 264.00 27 .8 Equ.l: HW =2.0 d c=l.463 264.50 41. 6 Equ.l: HW =2 .5 dc=l. 8 265.00 57.2 Equ.l: HW =3 .0 dc=2.125 265.50 74.4 Eq u .l: HW =3.5 dc =2 .438 266.00 92.3 Equ.l: HW =4 .0 d c =2 .729 266.50 ll0.6 Equ.l: HW =4.5 d c =3.0 267.00 128.9 Equ.l : HW =5.0 dc=3 .24 9 267. 50 147 .2 Equ.l: HW =5.5 d c =3 .478 268 .00 173.4 Transiti on : HW =6.0 268.50 19 2.3 Subnerged: HW =6.5 269 .00 209.0 Submerged: HW =7 .0 26 9 .50 223.9 Suhnerged: HW =7.5 270.00 238.0 Submerged: HW =8.0 Ac =.666 Ac=l. 829 Ac=3.20 8 Ac=4.7 85 Ac=6 .364 Ac=7.951 Ac=9.505 Ac=l0.963 Ac=l 2 .30 2 Ac=l3.504 Ac =l 4.579 Used Unsubnerged Equ. Form (1) for elev . l es s t han 267 .68 ft Used Submerged Equ ation for elevati ons greater than 268 .04 ft HW=Headwater (ft) dc=Criti ca l depth (ft) Ac =Area (sq.ft) at de Transition flows i nterpolated from the following values: El=267 .68 ft; Ql=l53 .67 cfs; Dc=3 .55 ft; E2=268.04 ft; Q2=175.62 cfs • Outlet Structure File: 3-96 POND-2 Version: 5.17 Date Executed: .STR S/N: Time Executed: *************************************** TECHNOLOGY BUSINESS PARK DETENTION POND *************************************** >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control ) El elev.(ft)? E2 elev.(ft)? Diam. (ft)? Inv. el . (ft)? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff .? M Coeff .? c Coeff .? Y Coeff .? Form 1 or 2? Slope factor? 262 .0 270 .001 5.0 262.0 0.005 .0078 2.000 0.0292 0 .7 4 1 -.003 .... • • Outlet Structure File: 3-96 .STR POND-2 Ver sion: 5.17 Date Executed: S/N : Time Executed: *************************************** TECHNOLOGY BUSINESS PARK DETENTION POND *************************************** Outlet Structure File: A:\3-96PND\3-96 .STR Planirneter Input File: A:\3-96PND\3-96 .VOL Rating Table Output File: A:\3-96PND\3-96 .PND Min . Elev.(ft) = 262 Max. Elev .(ft) = 270 Incr .(ft) = .5 Additional elevations (ft ) to be inc luded in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Tabl e Q Table CULVERT-G'R 1 -> 1 Outflow rating table sunmary was stored in file: A:\3-96PND\3-96 .PND ~~D-2 Version: 5.17 S/N: ~CUTED: 02-13-1997 16:13:19 STORM # 1 Page 1 Return Freq: 5 years ********************************************* * * * TECHNOLOGY BUSINESS PARK DETENTION POND * * * * * * * * * ********************************************* Inflow Hydrograph: A:\3-9 6PND\5D .HYD Rating Table file: A:\3-96PND\3-96 .PND ----INITIAL CONDITIONS---- Elevation = 262.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- ELEVATION: OUTFLCW STORAGE I 2S/t 2S/t + 0 I (ft) (cfs) (cu-ft) I (cfs) (cfs) I ----------------------------1 1 ____________ 1 _____________ I I I 262.00 0.0 o: 0.0 0.0 262.50 1. 9 54: 1.8 3.7 263.00 7.4 431: 1 4.4 21.8 263.50 16.0 1. 454: 48.5 64.5 264.00 27.8 I 3,446: 114. 9 142.7 264.50 41. 6 7.038: 234.6 276. 2 265.00 I 57.2 13,064: 435.4 492.6 265.50 74.4 22.153 : 738.3 812.7 266.00 92.3 34 .936 : 1164. 3 1256.6 266.50 110.6 51.512: 1716. 7 1827.3 267.00 128.9 71.812: 2393.3 2522 .2 267 . 50 147.2 96.215: 3206.5 3353.7 268.00 173.4 125.097: 4169.1 4342 .5 268.50 192.3 158.941: 5297.0 5489.3 269.00 209.0 198,250: 6607.0 681 6 .0 269 .50 223.9 24 3.434: 8112. 9 8336 .8 270.00 238.0 294,903: 9828.l 10066 .1 -------------------------------------------------------- Time increment (t) = 1.0 min. EXHIBIT H (~oPAGt-v • POND-2 Version: 5.17 S/N: Paae 2 EXECUTED: 02 -13 -1997 16:13:19 STORM # 1 Return Fre q : 5 ?ears Pond Fil e : A: \3-96PND\3-96 .PND Inf low Hydr ograph: A: \3 -96PND\5D .BYD Outflow Hydrograph : A:\3-96PND\5 OUT .BY D INF LCW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME INFLCW Il+I2 2S/t -0 2S/t + 0 I OU TFLCW : ELEVATION : I I (min) (cfs) (cfs) ( cfs ) ( cfs ) ( cfs) I (ft) I I I I '-----------------'---------'------------'-----------'---------'---------' I I I I I I I 0.7 9 .93 I 0.0 o.o: 0 .00 262 .00 I 1. 7 24.12 34.l 14.3 34.1: 9 .88 263 .1 4 2.7 38.31 62.4 41.0 76. 7: 17.85 263.58 3.7 52.50 90 .8 79.5 131. 8: 26.17 263.93 4.7 66.69 119.2 131.5 19 8 .7: 33 .5 9 264 .21 5.7 80.88 147. 6 195.5 279 .l: 41 .81 264.51 6 .7 95.07 176.0 274.5 371. 4: 48.47 264.72 7.7 109.26 204.3 366 .4 47 8 .8: 56.21 264.97 8.7 12 3 .45 232.7 473. 3 599 .1: 62.92 265.17 9 .7 I 137.64 261 .1 594.0 734.3: 70.1 9 265 .38 10.7 151.83 289 .5 I 728.9 883.4: 77 .25 I 265 .58 11. 7 166.01 317.8 879.1 1046 .8: 83 .84 2 65 .76 1 2 .7 180.20 346 .2 1043 .2 1225.3: 91.04 265 . 96 13.7 1 94 .39 374.6 1222.9 1417.8 97. 47 266 .14 14.7 208.58 403.0 1417.6 1 625 .8 104.1 4 266 .32 15.7 222.77 431.4 1 62 6 .6 1 848 .9 111.17 266 .52 1 6 .7 236.96 459 .7 , 0c:1 i::: ...LVV...Lo._., 2086.3 117.42 266.69 17.7 227 .03: 464.0 2068. 5 2315 .5 123.46 266 .85 18.7 212.84: 439.9 2251. 3 2508.4 128.54 266 .99 1 9 .7 198.65: 411 .5 2398 .8 2662 .8 132 .00 267 .08 20 .7 18 4 .46: 383 .l I 2512 .7 27 81. 9: i.34.62 267 .H 21. 7 170. 27: 354 .7 2594 .4 2867 .4: 136 .50 26 7.21 22 .7 15 6 .08 1 326.4 2645.5 2920.8: 137. 67 267 .24 23.7 141. 89 298.0 2667.1 2943 .4: 138.17 267 . 25 24.7 127.70 269 .6 2660.6 29.36.7: 138 . 02 267 .25 25 .7 113.51 241. 2 2627.3 2901. 8: 137.2 6 267 .23 26 .7 99 .3 2 212.8 2568 .4 2840.2: 135.90 267 .1 9 27.7 85 .14 184.5 2484 .9 275 2 .8: 133.98 267 .14 28.7 70.95 156 .1 2377.9 2641.0: 131 .51 267.07 29 .7 56. 76 127.7 2248 .7 2505 .6 : 128.46 266 .99 30.7 42.57 99 .3 2099.4 2348 .o: 124 .31 266 .87 31. 7 28.38 71.0 1 931 .1 2170 .4: 119. 63 266 .75 32 .7 14.19 42 .6 1744.8 1973 .7: 114.45 266.61 33 .7 0.00 1 4 .2 1542 .1 17 58 .9: 108.41 266.44 ----------------------------------------------------------------------- PO~D-2 Version: 5.17 S/N: Pag e 3 EXECUTED: 02-13-1997 16:13 :19 STORM # 1 Ret urn Freq: 5 ye ars ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-96PND \3 -96 .PND Inflow Hydrograph: A:\3-96PND\5D .HYD Outflow Hydrograph: A:\3-96PND\5 OUT .HYD Starting Pond W.S . El e vation= 262 .00 ft ***** Surrmar y of Peak Outflow and Peak Elevation ***** Pe ak Inf low = Peak Outflow = Pe ak Elevation = 236 .96 c f s 138.17 cfs 267.25 ft ***** Sumnar y of App rox i rra t e Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 84 ,174 cu-f t 8 4,174 c u-f t Warning: Inf low hy dr og raph truncat ed on l e ft s i de . POND-2 Version: 5.17 S/N: Pond File: Inflow Hydrograph : Outflow Hydrograph: Peak Inf low = Peak Outflow = Peak Elevation = 0 25 50 STORM A: \3-96PND\3-96 A: \3-96PND\5D A:\3-96PND\5 OUT 236.96 cfs 138.17 cfs 267.25 ft 75 100 125 150 # 1 .PNr:i .HY D .HYD 175 Pa g e 4 Return Freq: 5 ve ars EXECUTED: 02-13-1997 16:13:19 200 Flow (cfs) 225 250 275 ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1_ 8.9 I I I I 9.9 _1 I 10.9 - 11. 9 - 13.0 - 14.0 - 15.0 - 16.0 - 17.0 - 18.1 - 19.1 - 20.l - 21.1 - 22.1 - 23.2 - I I 24.2 -: 25.2 - 26 .2 - 27.2 - TIME (min) x File: * File: I I I I I 1 I I I I I x x x x x x x A:\3-9 6P ND\5D A:\3-96PND\5 OUT x * x x x x * * x x x * x x * .HYD .HYD * x " "· x x * x x x * * * * * * * * * * * * * x * x x * x * x* *x * x x x x x x Omax = Cmax = * 138.2 cfs 23 7.0 cfs * * * * * * * * * * POND-2 Version: 5.17 S/N: • EXECUTED: 02-13-1997 16:13:1 9 STORM # 2 Page 1 Return Freq: 10 years ********************************************* * * * TECHNOLOGY BUSINESS PARK DETENTION POND * * * * * * * * * ********************************************* Inflow Hydrograph: A:\3-96PND\10D .HYD Rating Table file: A:\3-96PND\3-96 .PND ----INITIAL CONDITIONS---- Elevation = 262.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS :ELEVATION: OUTFLCW I STORt\GE I 2S /t 2S/t + 0 I I I (ft ) (cfs) I (cu-ft) I ( cfs ) ( cfs ) I I I '---------'---------'----------I I ------------'-------------I I I I I I 262.00 I 0 .0 I o: 0.0 I 0.0 I I 262.50 I 1. 9 54: 1.8 3.7 I 263.00 I 7.4 431: 14.4 21. 8 I 263 .50 I 16.0 1. 454: 48.5 I 64.5 I 264.00 27.8 3,446: 114. 9 142.7 264.50 41. 6 7,038: 234.6 276. 2 265.00 57.2 13 '064: 435.4 492.6 265 .50 74.4 22 ,153: 738.3 812.7 266 .00 92.3 34.936: 1164 . 3 1256.6 266 .50 110. 6 51,512: 1716 . 7 1827.3 267.00 128.9 71.812 2393.3 2522.2 267.50 147. 2 96 .215 3206.5 335 3.7 268.00 173.4 125,097 4169.l 4342.5 268 .50 192.3 158 ,941 5297.0 5489.3 269 .00 209.0 198.250 6607 .0 6816 .0 269 .50 223.9 243 .434 8112. 9 8336.8 270 .00 238.0 294.903 98:28 .l 1006 6 . l Time increment (t) = 1.0 r.Qn. I I I I I PdND-2 Version : 5.17 S/N: EXECUTED: 02-13-1997 16:13 :19 Pond File: A: \3-96PND \3 -96 Inf l ow Hydroqraph: A:\3 -96PND \10D Out fl ow Hydroqraoh : A:\3-96PND\10 OUT STORM # 2 .PND .HYD .HYD Paa e 2 Retun1 F:L e a: l O vea;:·s INFLO,.i HYDROGRAPH ROUTING CCMPUTAT IONS TIME (rr.in) 0.7 1. 7 2 .7 3.7 4 .7 5 .7 6 .7 7.7 8 .7 9.7 10 .7 11. 7 12.7 13 .7 1 4 .7 1 5 .7 16. 7 17.7 18.7 1 9 .7 20 .7 21. 7 22 .7 23.7 24 .7 25 .7 26.7 27.7 28 .7 29 .7 30.7 31. 7 32.7 33.7 INFLCW ( cfs ) 11. 22 27 .25 43.27 59 .30 7 5.33 91.35 107.38 123.41 139.43 155.4 6, 1 71. 49 187.51 203.54 219 . 57 235.59 251 .62 267.65, 256 .43: 240.40: 224 .37: 208.35 1 92 .32 l7 5 .29 160 . 27 1 44 .24 128 .21 112.19: 96 .16: 80.13: 64.11: 48 .os: 32 .05: 1 6.03: o.oo: Il+I2 ( cf s ) 2S/t -0 ( cfs) 2S / t + 0 : OUTFLCW : ELE'JAT ION I (c f s) (cfs) (ft) I I ---------------------,-----------,---------,--------- 38 .5 70 .5 102 .6 134 .6 166 .7 1 98 .7 230 .8 26 2.8 294 .9 327.0 359.0 39 1. l 423.1 487 .2 519.3 524.l 496 .8 464.8 432 .7 400 .7 368 .6 336.6 304.5 272 .5 240 .4 208 .4 176 .3 144.2 112 . 2 80 .l 48.1 1 6 .0 0 .0 1 6 .9 48.5 93 .7 155.1 232.0 325 .2 434.8 561.2 70 3 .8 864.4 1041.4 12 36 .6 144 9 .3 1679.2 1927 .3 2192.8 2450.5 2670.8 285 0 .8 2992 .2 3096 . 4 3l 64.7 3199 .0 3201.2 3172.9 3115.7 3031. 0 2919 .3 2781.9 2620 .0 2434.5 2226 .8 1999.8 O.C' 38 .5 87.5 151 .1 228 .4 32 1 .7 430.7 556 .0 697 . 6 I 85 6 .1 1030 .7 1223 .4 143 2 .5 1 659 .7 1 90 4.4 2166.4 2446 .6. 271 6.s : 2947.3: 3135 . 6: 3283 .5: 339 2.8: 3465 .o: 350 l.:;:: 3503 .5: 34 7 3 .6: 3413 .3: 33 24 .l: 320 7 .3 : 30 63.6 : 28 94.1: 2700.1: 248 2 .s: 2242.9 : 0 .00 :C .77 1 9 .47 28.67 36.66 44.88 52 . 74 60. 61 68 .22 76 .15 83 .1 9 90 . 96 97 .94 10 5.23 I 112 . 63 11 9. 53 126.91 13 3 .18 138.26 142 .40 145.65 l48 .24 150 .15 151 .11 151.17 150.38 14 8 . 78 1 46 .55 1 43 .98 140 .81 13 7.09 132.82 127.86 12 1. 54 :;:62 .00 263.20 263 .65 264.03 264.32 26 4.61 264 .8 6 265 .10 265 .32 265 .55 265.75 265 . 96 266.15 266 .35 266 .56 266 .74 266.95 267.12 267.2 6 ~6 7 .3 7 267 .46 267 .52 267 .5 6 267 . 57 267 .58 26 7.56 267 . 5.3 2 67 .48 267.41 267 .33 267.22 267 .11 266.97 266.80 FOND-2 Version: 5.17 S/N: EXECUTED: 02-1 3-1 997 1 6 :1 3 :1 9 STORM # 2 Pa qe 3 Re turn Freq : 10 ye ars ****************** SUMMARY OF ROUTING COMPUTATI ONS ****************** Pond Fil e : A:\3-96PND\3 -96 .PND Inf low Hydrograph: A:\3 -96PND \10D .HYD Outflow Hydrograph: A: \3 -96 PND\10 OUT .HYD Starting Pond W.S . El evation = 262.00 f t ***** Surrma rv ~~ Pea k Ou tflov.i arJ.C Peak Elevation V .L Pe ak Inf low = 267 . 65 c fs Pe ak Outflow = 151.17 cf s Peak Elevation = 267.5 8 ft ***** Sumnarv of Approximate Peak Storaqe ***** Initial Stor aoe = Peak Storaae From St orm = Tota l St orage i n Pond = 0 cu-ft 100 .592 cu-ft 100 ,5 92 cu-ft Warning: Inflow hydrog raph t r un cated on l e f t side . ***** 8 .9 9 .9 10.9 11.9 13.0 1 4.0 15.0 16 .0 17.0 18 .1 1 9.1 20.l 21.1 22.1 23 .2 24.2 25.2 26.2 27.2 x * POND-2 Version: 5.17 S/N: STORM #: 2 Pond Fil e: A:\3-96PND\3-96 .PND Inflow Hydrooraph : A:\3-96PND\10D .HYD Outflow Hydroqraph: A:\3-96PND \10 OUT .HYD Peak Inflow = Peak Outflow = Peak El e·Jation = 0 30 60 267 . 65 cfs 151.17 cfs 267.58 ft 90 1 20 150 180 210 Pag e 4 Return Freo: 10 years EXE CDTED : 02 -13 -19~7 240 1 6 :13:1 9 Fl ow ( cfs) 270 300 330 ------'-----'-----'-----'-----'-----'-----'-----'-----'-----'-----'-• I I I I I I I I I I x * x * x * x * -x * x * -x * x * -' x * I x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -' x * x * -x * x * -x * x * -I x* I *x I -' I * x I I * x -* x * x -* x TIME (min) Fil e : A: \3-96PND\10D .HYD Qmax = 151.2 cfs File: A:\3-96PND \10 OUT .HY D cma x = 267. 6 cf.s ---______________ ..... POND-2 Version: 5.17 S I ~: EXECUTED: 02 -13-1997 16 :1 3 :1 9 STORM # 3 Pa c e 1 Return Frea : 25 ve a rs ********************************************* * * * TECHN OLOGY BUSINE SS PARK DETENT IO N POND * * * * * * * * * ********************************************* Inflow Hydrograph: A:\3-96PND \25D .HYD Rating Ta b l e fil e : A:\3 -96PND\3-96 .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 26 2 . 00 ft 0 .00 cfs 0 cu-ft GIVEN POND DATA ------------------------------ INTERMEDIATE ROUTING COMPUTATIONS -------------------------- :ELEVATIO N: OUTFLCW I STORAGE I 2S/t 2S/t + n I v (ft) ( cfs) (c:u -f t ) (cts: ( cfa) '---------I ---------I ----------:------------I --------------' I ' 262 .00 0.0 I 0 0.0 0 .0 262 .50 1. 9 54 1. 8 ".) '7 _, . , 2 63.00 7.4 431 1 A '1 ....L -r. -r 21. 8 263.50 1 6 .0 l AC:: '1 .J.. , ""I .J "'I 48 .5 64 .5 264.00 27.8 3.44 6 : 11 4 . 9 1 42 .7 264.50 41. 6 7,0 38: 234.6 27 6 . 2 2 65 .00 57.2 13 ,0 64: 435 .4 492.G 26 5.50 7 4 .4 22,1 53: 738 .3 8 :!.~.7 266 .00 92 .3 34,936: l :G4.J ""1 ...... r. c r::. ..J....,L_._)\,,..I . '-' 2 66 .50 llO. 6 I 5:,512 : 1 '7 1 ~ '7 1 8 27 .3 ..l.. I -L '·', I 267. 00 12 8 .9 71.812: 2393. 3 25 22 .2 267. 50 147.2 96 ,215: 320 6 .5 3353.7 ~g~:~8 173.4 125.0 97: 41 69 .l 4342.5 192.3 15 8,9 41: 529 7.0 5 489 .3 269.00 209.0 1 98.250: 660 7 .0 6816.0 269.50 223.9 243,43 4: 8l1 2. 9 8336 .8 270.00 238.0 294.90 3 : 9828.1 10066 .1 Time inc r eme nt (t) = 1.0 min . I ' • POND-2 Version: 5.17 S/N: EXECUTED: 02-13-1997 16:13:19 Pond File: A:\3-96PND\3-96 Inflow Hydroaraph: A:\3-96PND\25D Outflow Hvdrograph: A:\3-96PND\25 OUT INFLO~ HYDROGRAPH STORM # 3 .PND .HYD .HYD Paae 2 Return Frea: 25 vears ROUTING COMPUTATIONS TIME : INFLCW : (min) : (cfs) Il+I2 I 2S/t -0 I 2S/t + 0 : CU'I'FLCJ;·1 :ELE'JATION: '--------'---------' I I I 0.7 l. 7 2.7 3.7 4.7 5.7 6.7 7.7 8.7 9.7 10.7 11. 7 12.7 13. 7 14.7 15.7 16.7 17.7 18.7 19.7 20.7 21. 7 ...,..., ..., LL• I 23.7 24.7 25.7 26. 7 I "1'7 ..., £. I • I 28.7 29.7 30.7 31. 7 32.7 33.7 12.85: 31. 20: 49.56: 67. 91: 86.27: 104.62l 122.98: 141. 34: 159.69: 178.o5: 196. 40: 214.76: 233.ll: 251. 47: 269.82: 288.18l 306.53: 293.68: 275.33: 256.97: 238.62: 220.26: 20 l. '.)l : 183.55: 165.20: 146.84: 123.49: i1n ,~, ..L..L.V. ~-' l 91. 78: 73.42: 55.07: 36. n: 18.36: o.oo: (cfs) ' (cfs) : (c£s) : (cfs) ' (ft) '---------'------------'-----------'---------'---------' I I I I > I 44.1 80.8 117.5 154.2 190. 9 227.6 264.3 301.0 337.7 374.5 4ll.2 447. 9 484.6 521.3 558.0 594.7 600. 2 569.0 532.3 495.6 458.9 422. 2 385.5 348.8 312.0 275.3 238.6 201. 9 165.2 128.5 91. 8 55.1 18.4 r. n v.v ,..,,,., .., LV . ..) 58.0 113.1 185.9 279. l 390. 8 523.2 674.5 847.4 1040.0 1254.1 1488.8 1744.5 2021. 5 2319.2 2638.8 2949.7 3215.6 3432.6 3603.3 3730.3 3815.7 3861. 8 3870.8 3344.5 3784.8 3693.5 3572.3 3422.8 3246.4 3044.5 2816.3 2563. J. 0 .~.I . v' 44.1: 101.0: 175.5: 267.3: 376.8: 506. 7: 655.1: 824.3: 1012.3: 1221.8: 1451. 2: 1702.0: 1973.4: 2265.8: 2579.5: 2913.9: 3239.0 3518.7 3747.9 3928.2 4062.2 4152.4 4201. 2. 4210. 6: 4182.8: 4119.8: 4023.4: 3895.5: 3737.5: 3551. 3: 3338.2: 3099.r,: 28.=:4.-:: 0.00 11.89 21.52 31.19 40.68 48.85 57. 96 65.93 74.87 82.45 90. 90 98.54 106.58 114. 45 122 .15 130.16 1 'j"'J r: ....... .J....JI, ._IL 144.68 151. 57 157.64 1G2.42 165.97 168.36 169.66 169.91 169.17 167.50 164.95 161.55 157.37 152.44 146.86 141. 61 135.73 2S2.00 263.26 263.73 264.12 2t".4.47 264.73 265.02 2S5.25 265.51 265.72 265.96 266.17 266.39 266.61 266.82 267.03 ') C'7 ")A LV I, L"'r 267.43 267.58 267.70 267. 79 '2S7.8S 267. 90 267. 93 267. 93 ~67. 92 267.89 26'"7.34 267.77 267. (~,9 267. 60 267.49 267 . .35 ?_67 .19 • POND -2 Vers ion: 5 .17 SIN : EXECUTED : 02-1.3-1997 16: ;_.'3 : 19 STORM # 3 Fae.:: .:, Re turn Fre-: 25 Years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fil e : A: \3-')6PND\3 -·96 . PND Inflow Hyd roaraoh: A:\3-96PND\25D .HY D Outflow Hydrograph : A: \3-96PND\25 OUT .HYD Starting Pond W.S. Elevation= 262.00 f t ***** Sumrary of Peak Ou tfl ow and Peak El evation Peak Inf l ow = 306 .53 cfs Peak Outf lcw = lG9 .91 CLS Peak El evation = 267. 93 ~:... .L \.. ***** SurnTerv of Aoproxirnat e Peak Storaae ***** Initial Storaae = Peak Storaoe From St onT, = Total Storaqe in Pond = 0 c;..1 -ft 121.2~5 c "J -f t 121,2~5 cu-ft War nina : Inflow hvdroaraob truncated O;'l l e ft side. ***** • POND-2 Ver sion : 5.17 SIN: Pond File: Inflow Hydrograph: STORM A: \3-96PND \3-96 Outflow Hydrograph: A: \3-96PND\25D A:\3-96PND\25 OUT Peak Inf low = Peak Out fl ow = Peak El evation = 0 35 70 306 . 53 cfs 169. 91 cfs 267 .93 ft 105 140 175 210 # 3 .PN D .HYD .HYD Page 4 Return Freo: 25 vears E,'{ECUTED : 02 -13 -1997 1 6 :1 3 :19 Flow (cfs) 280 315 350 385 ______ 1 _____ , _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _. ____ , _____ 1 _____ , _____ 1 _ I I I I I I I I I I I 8 .9 x * x * 9 .9 x * x * 10 .9 -x * ){ * 11. 9 -:;;: * x * 13 .0 -x * x * 1 4.0 -x * x * 15.0 -x * x * 16.0 -x * x * 17.0 -x * x * 18.1 -x * x * 19.1 -x * x * 20.1 -x * x * 21.1 -x * x * 22.1 -x * x * 23.2 -x * x * 24.2 -x* *x 25.2 -* x * x 26.2 -* x * x 27.2 -* x TIME (min) x File: A:\3-96PND\25D .HYD Qrax = 169.9 cfs * File.: -A:\3-96PND\25 OUT .HYD Qrax = 306.5 cfs .POND-2 Version: 5 .17 S/N: EXECUTED: 02-13-1997 16:13:19 STORM # 4 Page 1 Return Freq: 50 ye ars ********************************************* * * * TECHNOLOGY BUSINESS PARK DETENTION POND * * * * * * * * * ********************************************* Inflow Hydrograph: A:\3-96PND\50D .HYD Rating Table file: A:\3-96PND\3-96 .PND ----INITIAL CONDITIONS---- Elevation = 262.00 ft Outflow = 0.00 cfs Storage = 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- l ELEVATION l OUTFLCW I STORAGE I 2S/t 2S/t + 0 I I (ft) (cfs) (cu-ft) I (cfs) (cfs) I :---------:---------:----------: :------------:-------------: 262 .00 0.0 o: 0 .0 0.0 262.50 1. 9 54l l. 8 3 .7 263.00 7.4 431: 14.4 21. 8 263 .50 16.0 1, 454: 48.5 64.5 264.00 27.8 3,446 114.9 142.7 264.50 41. 6 7,038 234.6 276.2 265.00 57.2 13,064 435.4 492.6 265.50 74.4 22,153 738.3 812.7 266.00 92.3 34,936 1164. 3 1256.6 266.50 110.6 51,512 1716. 7 1827.3 267 .00 128.9 71,812 239 3 .3 2522.2 267.50 147.2 96, 215 3206.5 3353.7 268.00 173 .4 125 ,097: 416 9 .l 4342.5 268.50 192.3 158 ,9 4l l 5297.0 5489 .3 269.00 209.0 198,250l 6607.0 6816.0 269.50 223.9 243,43 4: 8112. 9 8336 .8 270.00 238.0 294,903l 982 8 .1 100 66 .1 Time increment (t) = 1.0 min. ~PON D-2 Version : 5 .17 S/N: EXECUTED : 0 2-13-1997 1 6 :13 :19 STORM # 4 Page 2 Return Freq : 50 yea rs Pond Fil e : A:\3-96PN D\3-96 .PND .HYD .HYD Inf low Hydrograph: A:\3-96PND \50D Outflow Hyd rograph: A:\3 -96 PN D\50 OUT INF LCW HYDR(X:;RAPH TIME (min) 0.7 1. 7 2 .7 3 .7 4 .7 5.7 6.7 7 .7 8 .7 9.7 10 .7 11 .7 12.7 1 3 .7 1 4.7 1 5 .7 16.7 1 7.7 18.7 1 9.7 20.7 21. 7 22.7 23 .7 24.7 25 .7 26.7 27 .7 28 .7 2 9 .7 30 .7 31. 7 32 .7 33.7 INFL CW : (cfs ) ---------' I 14 .57 : 35 .37: 5 6.18 : 7 6 .99: 97 . 79 : 11 8. 60: 1 39.41: 1 60 .22 1 81.02 201. 8 3 222 .64 243.45 264.25 285 .06 305 .87 , 326.67: 3 47.48 : 332 .92: 31 2 .11: 291. 30: 270 .so: 249.69 228 .88 208 .07 1 87 .27 1 66 .46 14 5.65 1 24 .84 10 4 .04 83.23 62 .42: 41. 61: 20 .01: o.oo: Il+I2 (cfs ) 49 .9 91. 6 133.2 174.8 216 .4 258 .0 299 .6 34 1. 2 382.9 424.5 46 6.1 507.7 54 9 .3 590 .9 632.5 674 .2 680.4 645.0 603. 4 561.8 520.2 47 8.6 437.0 395.3 353.7 312 .1 270 .5 228 .9 187.3 1 45 .7 104 .0 62 .4 20.8 ROU TING CCMPUTA TI ONS 2S/t -0 2S/t + 0 : OUTFLGJ : ELEVATION: (cf s) (cfs ) : (cfs) : (ft ) : ------------'-----------'---------'---------' 0 .0 23.8 68 .0 133.5 220.4 330 .4 46 3.8 619.9 800.4 1004 .5 123 3.3 1486.4 17 64 .l 2066 .6 2393 .8 2746.4 3122 .6 3484.8 3794.3 4049 .1 4255.2 44 1 4.3 4528 .0 4597 .6 4 624 .7 4610.7 455 6.8 44 64.6 43 35 .1 41 69 .6 3969. 9 3741. 4 3485.5 3203.8 I I I I o.o: 0 .00 : 262.00 49.9: 13.08 I 263 .33 11 5.3: 23.68 263.83 2oi.2: 33 .85 26 4.22 308.2: 43 .91 26 4.57 436 .8: 53.1 8 26 4.87 588.5: 62.35 265 .15 7 63 .4 1 71.75 265 .42 961.1 80 .39 265 .67 118 3 .2 89 .34 26 5 .92 1 429.0 97.83 266 .15 1 699 .4 106.50 266 .39 19 94.1 114.99 266 .62 2313.5 123 .40 266 .85 2657.6 131.88 26 7.0 8 30 26.4 , 140 .00 26 7.30 3420.5: 14 8.97 267 .53 3803 .o: 159.10 267 .73 4129 .8: 167 .76 267.89 4397.7: 174 .31 268 .02 4610.9: 177.82 I 268.12 477 5.4: 180.53 268.19 489 2.9: 182 .47 268.2 4 4964.9: 183 .66 268 .27 4992.9: 184.1 2 268 .28 497 8 .4: 1 83 .88 268.28 492 2 .8: 182.96 268 .25 4827 .3: 181 .3 9 268 .21 4693.4: 17 9 .18 268 .15 4522.3: 176 .36 268 .08 431 5.3: 172.68 26 7.99 4073.9: 166 .28 267.86 38 0 3.8: 159.13 267 .7 3 3506.3: 151 .24 26 7.5 8 ------------------------------------------------------ ~POND-2 Version: 5.17 S/N : EXECUTED: 02-13-1997 1 6:13 :1 9 STORM # 4 Page 3 Ret urn Freq : 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-96PND\3-96 .PND Inflow Hydrograph: A:\3-9 6PND \50D .HYD Outflow Hy drograph: A: \3-96PND\50 OUT .HYD Starting Pond W.S. El evation= 262.00 ft ***** Sumna ry of Peak Outflow and Peak El evation ***** Peak Inflow = Peak Out fl ow = Peak Elevation = 347.48 cfs 18 4 .1 2 cf s 268.28 ft ***** Sumnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pon d = 0 c u-ft 144 ,29 1 c u-ft 144 ,29 3 c u -f t Warning: Inflow hydrograph truncated on left side. 8.9 9.9 10.9 11.9 13.0 14 .0 15.0 16.0 17.0 18.1 19.1 20.1 21.1 22.1 23.2 24.2 25.2 26.2 27.2 x * POND-2 Vers ion: 5.17 S/N: Po nd Fil e: Inf low Hyd rograph: OUtf low Hydrograph: Peak Inflow = Peak Outflow = Peak Elevation = STORM# 4 A:\3-96PND\3-9 6 .PND A:\3 -96PND\50D .HYD A:\3-96PND\50 OUT .HYD 347. 48 cfs 184.12 cfs 268.28 ft 0 35 70 105 14 0 175 210 245 Page 4 Return Freq: 50 years EXECUTED: 02-13-1997 16:13:19 Flow (cfs) 280 315 350 38 5 I ------------------------------- ----- ---------------------I x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * -x * x * _I x * I x * -x * x * -x * x * -x * x * -x * * -* x * x -* x * x -* x TIME (min ) File: A: \3-96PND\50D .HYD Q:nax = 184.1 cf s File: A:\3-96PND\50 OUT .HYD Q:nax = 347 .5 cfs ~POND-2 Version: 5 .17 S/N: EXECUTED: 02-13-1997 16:13 :1 9 STORM # 5 Page 1 Return Freq: 100 years ********************************************* * * * TECHNOLOGY BUSINESS PARK DE'TENTION POND * * * * * * * * * ********************************************* Inflow Hydrograph: A: \3 -96PND \100 D .HYD Rating Table fil e : A:\3-96PND \3-96 .PND ----INITIAL CONDITIONS---- Elevation = 262.00 ft Out flow = 0 .00 cfs St orage = 0 cu-ft GIVEN POND DATA IN'I'ER~1E DIATE ROUTING COMPUTATIONS -------------------------- ELEVATION OUTFLCW I STORAGE 2S/t 2S/t + 0 I (ft) (cfs) I (cu-ft) (cfs) (cfs) I I I ------------------:----------------------'-------------' I I 262 .00 0.0 I 0 0 .0 I 0.0 I I 262 .50 1. 9 I 54 1. 8 3 .7 I 263 .00 7.4 431 14.4 21. 8 263 .50 1 6.0 1,454 48.5 64 .5 264.00 27.8 3 ,44 6 114. 9 142.7 264 .50 41. 6 7,038: 234.6 276 .2 265 .00 57.2 13,064: 435.4 492 .6 265.50 74.4 22 ,15 3 : 738 .3 812 .7 266 .00 92.3 34,936: 1164 . 3 1 256.6 266.50 llO. 6 51, 512: 171 6 . 7 18 27 .3 267. 00 12 8.9 71,812: 2393.3 2522.2 267.50 147.2 96, 215 : 3206.5 335 3 .7 268.00 17 3.4 125,097: 416 9.1 4342.5 268.50 1 92.3 15 8 ,941: 5297.0 5489 .3 269 .00 209.0 1 98,250: 6607.0 6816 .0 269 .50 223.9 24 3 ,4 34: 8l12. 9 8336 .8 270.00 238.0 294,90 3i 9828.l 100 66 .1 -------------------------------------------------------- Time increment (t) = LO min . • . r ~POND-2 Version : 5.17 S/N: Page 2 EXECUTED: 02 -1 3-19 97 16 :13 :19 STORM # 5 Return Freq: 100 years Pond File: A: \3-96PND \3-96 .PND I nf low Hydrograph: A:\3-96PND\100D .h'YD Out fl ow Hydrograph : A:\3-96PND\100 OUT .HYD I NFLC:W HYDROGRAPH ROU TING CCMPUTAT JONS ------------------------------------------·------------------------------ TIME I INFL C:W I Il+I 2 2S/t -0 2S/t + 0 I OU TFLC:W : ELEVATION: I I I (min ) I (cf s) (cfs ) (cfs) (cfs) I ( cfs) (ft) I I ________ 1 _________ 1 1 _________ 1 ____________ I -----------I ---------'---------I I I I I I I I I 0 .7 I 15.20: 0 .0 I o.o: 0 .00 262 .00 I I 1. 7 I 36.91 1 52 .1 25.1 I 52 .1: 13 .51 263 .36 I 2.7 58 .62 95.5 71. 7 120.6: 24.47 263.86 3 .7 80 .33 139 .0 141.0 210 .6: 34.82 264 .25 4 .7 102.03 1 82 .4 23 3 .3 323 .3 : 45 .00 264 .61 5.7 123.74 225 .8 3 49.5 45 9.l: 54 . 7 9 264 .92 6.7 1 45.45 269 .2 490.8 61 8 .7: 63 .98 265 .20 7.7 1 67 .16 312 .6 655 .6 803 .4 : 73.90 265.49 8 .7 1 88.87 356 .0 846.8 lOll. 6: 82 .42 265 .72 9 .7 210 .58 399 .5 1062.4 12 46.2: 91.88 2 65 .99 10.7 23 2 .2 9 442.9 1304 .8 1505 .3: 100 .28 26 6 .22 11. 7 254.00 486.3 1572 .2 1 79 1.1: 10 9.44 266 .47 1 2 .7 27 5 . 71 529 . 7 1866.2 2101. 9: 117 .83 26 6 .70 1 3 .7 29 7.42, 573 .1 21 85.9 2439.4: 126.7 2 266 .94 14.7 319 .13 : 616. 6 2532.3 2802.s: 135.07 26 7 .17 1 5.7 3 40.84: 660.0 2905.0 319 2.3: 143 .65 267 .40 1 6.7 362 .55: 70 3 .4 3300.5 3608 .4: 153 .95 267. 63 17 . 7 34 7 .35: 709 .9 3681.2 4010.4: 16 4.GO 267.83 18.7 325.64 : 673 .0 4007.0 4354 .2 : 173 .59 268 .01 1 9.7 303.93 629 .6 4280.1 463 6.6i 17 8 .25 268 .1 3 20.7 28 2 .2 2 586.2 450 2 .2 4866 .2: 1 82 .03 268 .2 3 21. 7 260.51 542 .7 467 4 . 9 5044 .9 : 18 4.98 268 .31 22 .7 238.80 49 9.3 4800 .0 5174.3: 1 87 .11 26 8.36 23 .7 217.10 455.9 487 9 .0 5255 .9; 188 .45 268.40 24 .7 195.39 412 .5 491 3 .4 5291. 5: 189 .04 268.41 25.7 17 3.68 36 9 .1 4904 .7 I s282.5: 188.89 268.41 26.7 151. 97 I 325 .7 4854.3 52 30.~: 188.03 268.39 27 .7 130 .2 6 : 282.2 4763 .6 5136 ' 5: 186 . 49 ?68.3 5 28.7 1 08.55: 238.8 4633.8 5002.4: 184 .28 268.29 29.7 86.84: 195.4 4466 .4 4829 .2: 18 ] '4 2 26 8 .21 30 .7 65.13: 152 .0 4262 .4 4618.~~: 177. 95 268 .1 2 31. 7 43.42: 10 8 .6 4023.3 4371.0: 17 3 .87 268 .0 1 32 .7 21. 71: 65 .1 3755 .l 4088 .4: 1 66.67 267. 87 33 .7 o.o o: 21. 7 3459 .9 3776.8: 158.41 26 7. 71 ----------------------------------------------------------------------- • ' ~OND-2 Version: 5.17 S/N: EXEaJTED: 02-13-1997 16:13:19 STORM# 5 Page 3 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATI ONS ****************** Pond File: A:\3-96PND \3-96 .PND Inflow Hydrograph: A:\3 -96PND\100D .HYD Outflow Hydrograph: A:\3-96PND\100 OUT .HYD Starting Pond W.S. Elevati on= 262.00 ft ***** Surrmary of Peak Outflow and Peak El evation ***** Peak Inflow = Peak Outflow = Peak Elevation = 362.55 cfs 189 .04 cfs 268.41 ft ***** Surrmary of Approxima te Peak Storage ***** Initia l Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 153,106 cu-ft 153,106 cu-ft Warning: Inflow hydrograph truncated on ]eft side . .. . ' • • fl ., 8.9 9.9 10.9 11.9 13.0 14.0 15.0 16.0 17.0 18.1 19.1 20.1 21.1 22 .1 23.2 24.2 25.2 26.2 27 .2 x * POND-2 Version: 5.17 S/N: Pond Fil e: Infl ow Hydrograph: Outf l ow Hydrograph: Peak Inf low = Peak OUt fl ow = Peak El evation = STORM # 5 A:\3-96PND\3-96 .PND A:\3-96PND\100D .HYD A:\3-96PND\100 OUT .HYD 362. 55 cfs 189.04 cfs 268.41 ft 0 40 80 1 20 160 200 240 280 Pag e 4 Return Freq: 100 years EXECUTED: 02-1 3-1997 16:13:19 Flow (cfs) 320 360 400 440 ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1_ I I I I I I I I I I I x * x * x * x * -x * x * -x * x * -x * x * -x * x * -x * I x * _, x * I I x * I -I I x * I x * I _I x * I I x * -x * x * -x * x * -x * x .* -x * x * -x * x * -x * x* -* * x -* x * x -* x TIME (min) File: A:\3-96PND\100D .HYD Qmax = 189.0 cfs File: A:\3-96PND\100 OUT .HYD Q'nax = 362.5 cfs ,, Df ~Loi GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station, TX March 12, 1998 ·-~~ ~~~ «~y Subject: Modified Drainage Report Approximately 75. 7 acres Technology Business Park Phase 1 (20.766 acres) and Adjoining Areas College Station, TX Dear Veronica: The enclosed report is the result of several discussions held with the City since the meeting held in your office on January 27th with Jim Callaway and Bill Scarmardo. The purpose of that original meeting was to explore the procedure to build Technology Parkway as a private street and thus delaying the construction of the stormwater system along the parkway until such time as the tracts fronting the East By-pass are ready for development. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. Christian A. Galindo, P.E., R.P.L.S. President cc : Robert L. Bower, Jr., Ph.D., P.E. W. C. Scarmardo, Architect GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 TECHNOLOGY BUSINESS PARK, PHASE 1 STORMWATER RUNOFF ONTO TECHNOLOGY PARKWAY 1. SUMMARY Reference is made to the Technology Parkway Stormwater System report prepared by the undersigned on April 29, 1997 and subsequently revised on June 20 and July 2 , 1997. 2. STORMWATER RUNOFF Exhibit 1 depicts the drainage sections in the impact area of the report. These areas are the same as those shown on Sheet 2 of 10 of the Construction Drawings for the project approved for construction by the City of College Station on July 10, 1997. However , the area of Section 4 has been reduced to reflect the reduction in width of Technology Parkway to a 25 ' wide roadway (back of curb to back of curb). Exhibit 2 shows the runoff estimates for the total impact area for several rainfall periods. this exhibit reflects the change in area for Section 4 as compared to the original estimate of April 29 , 1997. 3. CULVERT AT STATION 10+25 As discussed in previous reports and as shown in the approved Construction Drawings, the . double barreled culvert at this station is capable of carrying the 100-yr flow at maximum µ,-~ c\? development. From Exhibit 1 the 100-yr flow, after development, ~7 t/t, ~ V. station 10+25 is 205 .19 cfs (All of Sections 3, 7, 8 and 20% of 2). The calculated capacity of the culvert is 109.36 x 2 = 218. 72 cfs (See sheet 2 of 1 O, Construction Drawings). 4. RUNOFF INTO TECHNOLOGY PAR'r<NVAY In order to minimize the amount of runoff into Technology Parkway and therefore postpone the construction of the stormwater system along it the following scheme is proposed: 4.1. Use the existing draw on the north side of the road as an interceptor channel to bring the stormwater from this area directly into the double barrelled culvert described above . -1 - ' This channel is to be extended as a swale to with in 20 feet of the East By -pass and will have a triangular cross -section 8.0' in width (4:1 slopes on both sides) and 1.0' in depth . This cross-section will attain its full dimensions 100' from the point of beginning of the channel. The 100-yr flow at the low end of this channel is given in the lower half of Exhibit 3 and is estimated at 10 .80 cfs . The location of .this channel is given in Exhibit 1 and its design characterist ics are given in Exhibit 4 (channel capacity =@ cfs). . ~~of 4.2. Construct an interceptor channel on the south side of Technology Parkway , as shown in Exhibit 1. This channel will extend from about 20 feet east of the East Bypass , using the existing draw at this location, and will extend , as a broad arc to the right , to the point of beginn ing of the draw located in Drainage Section 1 Uust north of Lot 4, Block 1, Technology Business Park Section I). Th is channel will have a triangular cross-section 8.0' in width (4:1 slopes on both sides) and 1.3' in depth. This c ross -section will attain its full dimensions 100' from the point of beginning of the channel. The 100-yr flow at the low end of this channel is given in the lower half of Exhibit 3 and it is estimated at 25 .62 cfs. The location of this channel or swale is given in Exhibit 1 and its des ign characteristics are given in Exhibit 4 (channel capacity = 34 .34 cfs). 4.3. Convey the remaining Technology Parkway runoff over its paved surface to its lowest point at Station 10+25. Construct one 4.0' curb cut , both on the north and south side of the road at this location , to discharge the outflow into the culvert and creek . Exhibit 5 gives the capacity for several curb cuts sizes . A 4' curb cut can d ischarge 8.0 cfs when the gutter is depressed 3" from its original design). The top portion of Exh ibit 3 shows the runoff north and side of the roadway center line for the east and west areas of Technology Pa rkway . Since the volume is greater on the west side these f igures ha ve been taken to ca lculate the amount of roadway runoff cover in a 10-yr rain. Exhibit 6 shows an attained water depth of 0.28' on the north side and 0.29' on the south side at a point half way to the location of the curb cuts (before the effect of these cuts is noted). These water depths translate into a Ll~DO, P.E. # 53425, R.P.LS. # 4473 ~arch 12 , 1998 - 2 - GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 N s SCALE 1" 360 Bryan, Texas 77802 '/ ,/'' "/' (409) 846-8868 _,/_,/' / _,/' / ,// / ,/' // ,// / / ,/'' 1 / _,/_,/' / Job: 3-96 RUNOFF CALCULATIONS -MODIFIED TO MATCH PRIVATE ROAD CONDT ITIONS TECHNOLOGY BUSINESS PAR K RATIONAL METHOD ~~!:: ____ ~~l!~l~~----------------------------~~~~~!~:-~~~:~~l _______________ !:_: ___ !~:~---~~:~-=~!::_~~!~=-~-!~:~-------------------------------------------------------------------------------------------------------------------------Section .Soi L A C Veloc. Length T cone. in Q Q Q Q Q ___________ !~~=-----~:~:: ______________ !~: ______ !! ______ ~~!:: ____ ~~=~-----~~~=----!~-~~=---~~-~~=----~~~~=---!~~~~=-----------------------------------------------------------------------------------------------------------------------Before Improvements Creekside 9.71 0.280 1.800 1,800 2 Nat . gras 7.33 0.350 2.300 500 5 -Nat. gr as 1. 66 O. 250 1.000 350 6 Nat. gras 24.89 0.400 1.200 1,700 Subtotal 43.59 3 Creekside 1.29 0.220 4 Nat. gras 0.90 0.370 7 Nat. gras 14.21 0.350 8 Nat. gras 10.81 0.350 Total @ Point 1 27.21 Total @..Point 2 _ 70.8C 1. 700 1.000 1. 000 1. 000 9 Nat. gras 2.26 0.300 1.000 10 Nat. gr as 2. 60 0. 300 1.000 Tota 1 @ Po in t 3 AH er Improvements 4.86 2 5 6 Subtotal Creekside 9.71 Business 7.33 Business 1.66 LOR 24.89 43.59 0.280 0.700 0.700 0.500 1. 800 4.000 4.000 1'800 3 Business 1.29 0.700 4.000 4 Street 0.90 0.900 8.000 7 LOR 14.21 0.500 1.800 8 Business 10.81 0.800 4.000 Total @ Point 1 27. 21 Total @ Point 2 70.80 9 LOR 2.26 0.500 1.800 10 LOR 2.60 0.500 1.800 ---------Tota 1 @ Point 3 4.86 250 1, 000 1, 100 1,000 400 40 0 1, 800 40 0 300 1 I 7 00 150 1, 000 1, 10 0 1, 00 0 400 400 16.7 3.6 5.8 23.6 2.5 16 .7 18.3 16. 7 6. 7 6.7 16. 7 1 . 7 1. 3 15. 7 0.6 2. 1 10. 2 4.2 3.7 3.7 16.7 16.43 18.56 21.26 24.10 25.14 10.0 19. 74 22. 15 25.30 28.60 29.86 10.0 3. 19 3.58 4.09 4.63 4.83 23.6 49.68 56.44 64.78 73.60 76.82 --------------------------------------------- 89. 03 100.74 115 .43 130.92 136.65 10. 0 2. 1 g 2.45 2.80 3.16 3.30 16. 7 2. 01 2.27 2.60 2.95 3.08 18.3 28.57 32.34 37.05 42.03 43.85 16.7 22 .86 25.83 29.58 33.54 34.99 10.0 10 . 0 16. 7 10.0 10.0 15. 7 55 .63 62.89 72.04 81.68 85 .22 144 .66 163.63 187 .47 212.60 221.87 5.22 6.00 5.85 6. 7 3 6.69 7.69 7.55 8.70 7.89 9.08 11.22 12.59 14.38 16.25 16.97 16.43 39.47 8.94 77 . 44 18.56 44.30 10 .03 87 .43 21.26 50.60 11. 46 100' 10 24 . 10 57 .20 12.95 113. 43 25. 14 59.72 13 . 5 2 118 . 35 142.27 160.33 183.42 207.68 216.73 10 .0 6.95 7.80 8.90 10.07 10.5 1 10.0 6.23 6.99 7.99 9.03 9.43 10.2 54.23 60.88 69.54 78.62 82 .08 10 .0 66 .53 74 .67 85.28 96.40 100.6E 133.94 150.35 171.72 194 .1 2 202 .67 276.21 31,0.68 355.13 401 .80 419.41 10.0 8.69 9.76 11.14 12.60 13.15 10.0 10.00 11.22 12 .82 14.49 15 .13 --------------------------------------------- 18 . 69 20.98 23.96 27 .09 28.28 ------------------------------------------------------------------------------------------I I I I I 5 yrs 10 yrs 25 yrs 50yrs 100yrs ------------------------------------------------------------------------------------------ 6.042 7.693 7 .693 4.990 7 .693 6.042 5.745 6.042 7 .693 7.693 6.042 7 .693 7 .693 6.222 7 .693 7 .693 7.633 7 .693 6. 8 27 8.635 8.635 5.669 8. 6 35 6.827 6.501 6.827 8.635 8.635 6.827 8.635 8.635 7 .026 8.635 8.635 8.569 8.635 i.819 8.864 9.861 11.148 9.861 11. 148 6.507 7.392 9.861 11.148 7.819 8.864 7 .450 8.450 7.819 8.864 9.86 1 11 .148 9.861 11.148 7 .819 8.864 9.86 i 11.148 9.86 1 11.148 8.043 9.1 15 9.861 11.148 9.86 1 11.148 9.78 8 11.065 9.861 11.148 9.2 48 11. 639 11. 639 7. 716 11. 639 9.248 8.81 7 9.248 11.639 11.6 39 9.248 11.639 11. 639 9.510 11. 639 11. 639 11 .553 11.639 7.693 7.693 8.635 8.635 9.861 11.148 9.861 11.148 11. 639 11.639 m >< ::I: aJ =4 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave ., Suite 213 Brya n, Texas 77802 (409 ) 846-8868 Proj: 3-96 NORTH SIDE SECTION Wes t 4 East 4 SOUTH SIDE ------------ SECTION West East 6 4 4 TECHNOLOGY BUSINESS PARK Q-10 Runoff into Technology Parkway TOTAL CONTRIBUT. AREA AREA 0.30 0.15 ------------ 0 .45 TOTAL AREA 24.89 0.30 0 .15 0.30 0.15 CONTRIBU T . AREA 0.17 0.30 0.15 FRACTION 0. 6667 0.3333 FRACTION 0.00 68 0.66 67 0.3333 PRE/POST DEVELOP. POST POST PRE/POST DEVELOP . PRE POST POST EXHIBIT 3 TOTAL CONTRIBUT . Q-10 Q-1 0 6.99 6.99 TOTAL Q-10 56.31 6.99 6.99 4.66 2.33 ------------ 6.99 CONTRIBUT . Q-1 0 0.38 4.66 2.33 7.37 ==================================================================================== Proj: 3-96 NORTH CHANNEL SECTION 7 SOUTH CHANNEL ------------ SECTION TECHNOLOGY BUSINESS PARK Q-100 Runoff into Interceptor Channels TOTAL CONTRIBUT. AREA AREA 14 .21 3.50 TOTAL CONTRIBUT. AREA AREA FRACTION 0.2463 FRACTION PRE/POST DEVELOP. PRE PRE/POST DEVELOP. TOTAL CONTRIBUT. Q-100 Q-100 43.85 10.80 ------------ 10.80 TOTAL CONTRIBUT . Q-10 Q-10 ------------------------------------------------------------------------------------ 6 24 .89 8.30 0.3335 PRE 76.82 25.62 25.62 ., GALINDO ENGINEERS AND PLANNERS 3833 South Texa s Ave., Sui te 2 13 Bryan , Te xas 77802 (409) 846-8868 Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK I Description: Interceptor Channels, Technology Parkway Solve For Discharge Given Constant Data; Z-Left ............ . 4.00 4.00 0.018 Z-Ri ght ........... . Mannings 'n ' ...... . Variable Input Data Minimum ---------------------------------------------------- Channel Slope 0.0070 Channel Depth 1.00 Maximum Increment By -------------------------------------- 0. 0170 0.0020 1. 30 0.10 VARIABLE VARIABLE CCMPUTED CCMPUTED Z-Left (H:V) ==================================== Z-Right Mannings Channel Channel (H:V) 'n' Slope Depth ft/ft ft Channel Velocity Discharge (fps) cfs EXHIBIT 4 =================================================================== 4.00 4.00 0.018 0.0070 1.00 17.06 4.26 4.00 4.00 0 .018 0.0090 1.00 19.34 4.84 4 .00 4.00 0.018 0.0110 1.00 21.38 5.35 4.00 4.00 0.018 0.0130 1.00 23.24 5.81 4.00 4 .00 0.018 0.0150 1.00 24.97 6.24 4.00 4 .00 0.018 0.0170 1.00 26.58 6.65 J.JOR.T tl 4.00 4 .00 0.018 0.0070 1.10 21.99 4.54 t:- 4 .00 4.00 0 .018 0.0090 1.10 24 .94 5 .15 4.00 4.00 0.018 0 .OllO 1.10 27 .57 5 .70 4.00 4.00 0.018 0.0130 1.10 2 9.97 6.19 J... 4.00 4.00 0.018 0 .0150 1.10 32.19 6 .65 o)L~ 4.00 4.00 0.018 0. 0170 1.10 34.27 7.08 -{o ~ 4.00 4.00 0.018 0.0070 1.20 27.74 4.82 ~ vtt~2 4.00 4.00 0.018 0.0090 1. 20 31.45 5.46 ~~ 4.00 4.00 0.018 0 .OllO 1.20 34 .77 6.04 4 .00 4.00 0.018 0 .0130 1.20 37.80 6 .56 ~ 4.00 4 .00 0.018 0.0150 1.20 40. 60 7.05 4 .00 4 .00 0.018 0 .0170 1. 20 43 .22 7 .50 4.00 4.00 0.018 0.0070 1.30 34.34 5 .08 SOJ.JTH k 4 .00 4.00 0.018 0.0090 1.30 38.93 5.76 >r 4.00 4.00 0.018 0 .OllO 1.30 43.04 6.37 4 .00 4.00 0.018 0 .0130 1.30 46. 79 6.92 \~L~ 4 .00 4.00 0.018 0.0150 1.30 50.26 7 .44 4.00 4.00 0.018 0. 0170 1.30 53.51 7.92 ~~~# Open Channel Flow Module, Version 3.21 (c) ~\~~ Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 ~~ GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 -------------- CURB CUT -------------- Curb Cuts Rating ------------------------------ Use Weir Equation: Q=C*L *(H) A 3/2 -------------- L I. ft. -------------- 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 where Q= discharge, cfs and L= length of curb cut, ft and H= height of curb, ft and C = 3.087 -------------- ---------------------------- H HA3/2 Q I. ft. I. ft. cfs ------------------------------------------ 0.75 0.65 6.0 0.75 0.65 8.0 ~ 0.75 0.65 10.0 0.75 0.65 12.0 0.75 0.65 14.0 0.75 0.65 16.0 0.75 0.65 18.0 0.75 0.65 20.1 EXHIBIT 5 ---------------------------- A v sq.ft. ft/sec ---------------------------- 2.3 2.7 3.0 2.7 3.8 2.7 4.5 2.7 5.3 2.7 6.0 2.7 6.8 2.7 7.5 2.7 • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave ., Su ite 213 Bryan , Texas 77802 (409 ) 846-8868 Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK I Description: Technology Parkway Runoff Cover, Q-10 Solve For Depth Given Constant Data; Z-Left ............ . Z-Ri ght ........... . Mannings 'n' ...... . 0.00 24.00 0.013 Va riable Input Data Minimum ---------------------------------------------------- Maximum Increment By -------------------------------------- EXHIBIT 6 Channel Slope Channel Discharge o.~ 0.0010 0.0010 . ~ ~ 0.10 ~U,~L~t:S~~? ~lrv\ ().. u.,4et. ~4-... 0 VARIABLE CCMPUTED VARIABLE CCMPUTED ==================================== Z-Lef t Z-Right Mannings Channel Channel Channel Velocity (H:V) (H:V) 'n ' Slope Depth Discharge (fps) ft/ft ft cf s =================================================================== 0.00 24.00 0.013 0.0050 0.30 2.30 2.20 0.00 24.00 0.013 0.0060 0.29 2.30 2.35 0.00 24.00 0.013 0.0070 0.28 2.30 2.49 0.00 24.00 0.013 0.0050 0.30 2.40 2.22 0 .00 24.00 0.013 0.0060 0 .29 2.40 2.38 0.00 24.00 0.013 0.0070 0.28 2.40 2.52 Nfw 0.00 24.00 0.013 0.0050 0 .30 2.50 2.24 0.00 24.00 0 .013 0.0060 0.29 2.50 2.40 0 .00 24.00 0.013 0.007 0 0.29 2.50 2.54 0.00 24.00 0.013 0.0050 0 .31 2.60 2.26 0.00 24.00 0 .013 0.0060 0.30 2.60 2.43 0.00 24.00 0.013 0.0070 0.29 2.60 2.57 sfl.v Open Channe l Flow Module, Version 3 .21 (c) Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 July 17, 1997 Storm Water Notice of Intent (4203) 401 M Street S. W. Washington, D.C. 20460 Ref: Technology Business Park Subdivision College Station, TX 77845 Please find enclosed NOi for Storm Water Discharge for the referenced project. Following our long conversation this afternoon please find enclosed the following documents: Please contact me if you need additional information . Sincerely , GALINDO ENGINEERS AND PLANNERS Christian A. Galindo, P .E., R.P .L.S. President cc: City of College Station, TX Bob Bower, Texas Digital Systems W. C. Scarmardo, Architect NPOE$ FO M' · .L..L.. "i·.) ·oEPA DEVELOPME NT SVCS @oo.s --------. . .-. ...... --~._...., ..... ...,_.--.... ~------... ----~ City: ~4 ,t. 1CiG 1 Ei_;_ ,s 1 71.&1..'Ci...6~,.f_J_:._,..._i _....._-'-_,,___..1 _ _.L •. J sn.t.: I 1 ,x I m Cod•:l ?"L 7 $ ,4 e_.! .. :.~·-·~· _ _,I I 1 17 It:'13 J OJJarttr. L_J s.~LLJ T~ f._....._, -'L...-L' _..I ~e : I.__..!--· -' ..... I !V, ~t• ActfvitY lrrl~on MH Opt rt tor Name: IC 1 I 1T1 Y , AlK~ w.t1f9,Qdyd r;o Ix ,F r I ,..E:, C. , T,~,I .~1 11,T,A , ~ y 1 If ';OU lll'f filin-; HI ~ttU.. lflt•r n.r:inn wirt.t Qo'M(lil ~l OJ,ITT~ SIC or ~..,i;r\&tr.d . A ctl..;TV Cod•: · · Ptimary: ..... L_,_, _....__.__, w: L..-1.-L..J._ J It m. f1cili?Y roqvirad to ~OO'iit n'ltlrJtori~ Cltta? 11, Z. 3, o.-41 I ] If Yw H""t Anothtr Uisting NPOt:$ Permit. EMU Pt rmlt Numb or. IL;.. ,......_L _...1 ...... _..._J........1-..;......;....-1 •m > 1 I Mull1-Sernr enroir A@ licaou. QM; s.ud on l"M in.tN~Qftt r>teW:llld rr' Add&r>d lUn _. o/ &HI ~d-S octo< p~ aa weciu kltntifltd ii\ . >..ddtndutn H in pro:drrity tow n orm w~ttt c:iu:h •r~ 0 b• eov.nl'd U~JJ/ chit pt rrrit.. ~ tr.. ''"' of BMP =n•tru<:~n to CO l'ltr-ol &.o-.e &tOfTT'I .,..lrt.., diu iurgu ~ Y 0< N1 Will e<umrur;i ti" n 0 tf'ld o I rtu rtM nQ *" tivi ti u I t-.. e¢Nu~ le< l1.om'I .,.,.._., conmil17 (Y or N> '°' ~mt subj.ot ~ ~ In .;~• with • wnn•11 1-fatc:irio !l-l'~oll amum.nt1 rr or Nl """-----~-----.. .... ----------.......... -.. .... ..-.................................... ~ ...... ...;, Y. ildQi-tional lnfo~c" Raqvi f~ Constr.!ction .lc:t:i'litin Orly D D D P1oj..;l Start D•tt: Complstlon Ont: L~....11.:Jt? 19,71 I ?'14-l.310 l'r1SJ VI. Ctrtifleatlon: 1ox·1 -;AU APPUCANTIJ1 l c:arofv \1nd1r ~ of Jaw thn ~ d~l W 8ll $~ WUI pr99uaef un<Jtl' MV diraction 0/ ~slatt ii\. llOQQrd•nC• with I •VWtlm dni~. ID 11rwr.. that · ~.!lfl.0 pwrtol'llal prOQ•riy· gathtt •nd avalu.r• the ihform.-tion •u.brnitted. · Bo~ on my tl"IQViry ot tha P•........,. ¢1 p.F11arut w~ me~• th.I I •vnem, ot tkQ .. · ptr.ons dirwdy . rete:i¢ntlbl• fot o•th•tiOO th. lnfoll'T14·tfor1, 1 tN inlci~on •ub~tt&d 11, ti) Ula b·dt of my kri.owltod~ ar.O ~li cit, tn.ia, tcCUrftl, and ' oon11)1t1•. I MTI •w•t• th11t · ~•tlrNt.d Ar-.. to !'it Dlrwrb.d (in Acr .. ): l 1 aoxi MUl.TI-SfCTOR STORM WATtn ~ f>fJU,tfT APP'o.IC A>ffl °"'-f: I l;>OITlil'y 1,1nd•r p.inelty Qi lew tMt I ~ rud and wd•HUM 'tN Pa~ 1.a.; ft!igrbolo"-' -. • ..,...ntt fOf cow~ W'>dtr m. Mu!'d-~ a-t<m'!\ w.ut g•n.rlll o•rml?, iN:ludi~ thou r~• r.tabftQ lD ·tl'M rn.or~tio.n Q'f ~Id~ In Add•r.dl.im H. . . . To tr.. but of my kno"'l.a~, thJJ di:t¢hat"gH eawr..:l 1,1ndff' &.is purr.it.. and ¢b ,,_.~ .t QMPs to control uorm w.-t.t l\JrHJtf, u. rw>t 1'k.iy to end will ~t li li:tly ...i.-•naiy -~~ - apt ~i -. ldtnti"fitd In J.d=•ndum Hof th4t Mu/tl-S~<>r 1torrn w1tsr g•n•r~ p.,.m, /#1 - oln.twiH lllol'ol• for oont6Qt du1 ~pt~ &\lttwritnl(>tl urd1r th• Er.:!•~•'"" s_.. Ai;t _ To Ul!J b .. tt of my lulowltidQt. I fl.Jrthv etrtifV V..-C JJ.J:h cmch.lr-g*", ard cOJ'\llf\jC~ 9' llMPw to ~orrtrQI ftorm wwter N!'H>t4, do Mt n.vt al\ eff..:.r on p roporti•• linod or ·.iigibl • l0t ~·~ °"th• N•tJo n al R•oi•·te r ol Historic ?ice ... urd•t th• Netionol ~ic toric ?anl'Yltl61'1 ACL OI . ..-. ~rn.rwiu •liQibl • tor oo•-.r•~• du• to • pr'eviou• -or•~nt ul"du tr.. N•tioruil Hiftorio PT-~ >.ct. thtr• ire ti~~ficant p1111•\Aldos for ~bminll'lg fain lnfo~on, induding tr.. I 1Jrv.1•11t11nd U111t contirw~ coV11r1~• und•r tti.-Mult>--S~tot gui•rld p.rrrit iJ .;~ _.., pooi bUity of nnt end impfisonm•nt for m4inaJnln~ el igib ility " p1ov!d&d l ot in Pili 1.B... · i. 1---k~r.o_wi_·~_.._·v._·_o1_._ti_o_in_._~-------...1L --------·--------------·--~·-----·-----------~- ' ' . DEC-02-97 TUE 12:08 GALINDO ENGINEERS 409846886~li7 ~ P.01 GALINDO ENGINEERS AND PLANNERS \A ~ 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 ~~ December 2, 1997 Storm Water Notice of Intent (4203) 401 M Street S. W. Washington, D.C. 20460 Ref: Technology Business Park Subdivision SH 6 at Sebesta Road College Station, TX 77845 ~JP ~~v I am in receipt of your November 20, 1997 letter, which came to my client's address, denying permit coverage for the referenced project. Copy of your letter is attached. On October 27, 1997, I returned to you your letter of September 1 O, 1997 after filling in the items you requested, including the signature of the owner of the project. A copy of this letter is also attached. From the tenor of your letter of November 20th it would appear that you did not receive this document. To avoid further problems I am sending this letter and attachments by Certified Mail. I look forward to your reply. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. Christian A. Galindo, P.E., R.P.L.S. President cc: City of College Station, TX Bob Bower. Texas Digital Systems, Inc . W. C. Scarmardo, Architect DEC-02-97 TUE 12:08 GALINDO ENGINEERS .L -,, • ... • .......... 1.. '· •• &EPA Reference Ni ·: EPA TXROOl807 Christian A Galindo Tx Digital Sym!ros Inc 512 West Fm 2818 College Sta!ior ---X 77845· Dear Christian A Galindo: 4098468868 P.02 You recendy submined ~Notice of Intent (NOI) form for coverage under the U.S. Environmcnca1 .Prorec;~on Agency's storm water baseline industrial general permit for use in c:he Stace of Texas for the following fmlity: Na.me: Address: Lat/Long: Quarter, Section : Technology Business Park Sh 6 At Sebesta Rd College Station, TX 77845- 303515/0961708 ; Township, Range: Y oi.: have nor be en granted permit coverage because the information otl your NOI form was incomplete. Approximately 3 months ago a letter was senr to you indicating which information was missing from your original submission, and reque$ting that you correct the deficiencies. Since we did not receive a reply to this leti:er or the reply did not include all required informltion, you have not been gr:inted permit coverage aad :U"e noc ~uthorized under the NPDES program rn discharge storm wai:er. It you dererm.ine that you still need storm water permit coverage, plelse inunedi1tely ii-ubmit a newly completed ri.tid signed NOI form to: Storm W':lter Notice Of Intent (4203) 401 M Street SW Washington, DC 20460 If you d~ nor ~ish c:o. s~~k coverage, no response re this ]ener is necessary. If you have questions regarding the types . of mdustnal act1v1t:tes covered by EPA's storm water baseline industrial general permit, please refer to the perrrut terms :u:id conditions or call the EPA Region 06 contact: StormwaterHotline, (800)245-6510. , DEC-02-97 TUE 12:09 GALINDO ENGINEERS &EPA Reference number: TXROOI807 Christian A Galindo Tx Digital Systems Inc 512 West Fm 2818 College Station, TX 77845· Dear Christian A Galindo: 4098468868 P.03 3-1.b Sept ember 10, 1997 FACILITY LOCATION: Technology Busine ss Park Sh 6 At Sebesta Rd College Station, TX 77845 - Lat: 303515 Long: 0961708 Quarter: Section: Township: Range : Tha.nk you for subm itt ing your Notice of Intent (NOi) form, seeking coverage under che U .S. Env ironmemal Protection Ag ency's sconn water baseline indu strial genera.I perm it issued for use in the State of T e.xas . You have ·noc yet been gra nte d permit cove rage beca us e your NOI form was either missing information or requires clarification of information. Authorizat ion for coverage can not be granred unc il the informarion indicated below is provided . Please PRINT, on this letter, the cor.rect information to the right of each item li sted below . Then PRJNT your name and date, SIGN the certification statement, and RETURN THIS PAGE BY D ecember 9, 1997 to : Storm Wa.ter Notice Of Intent (4203) 401 M Str eet SW Washington, DC 20460 • ••-•M 0 Primuy Induscriu Activity/SIC Code:. __ 3_-S"_7_'7 _____ _ If seeking coverage for t construction activity encer CO or 1500.1799. If your SIC Code ii Con st ruction (i.~ .. lSCX>-1799, or CO) Please indicate Project Start Date....!!.._ & Acres Disturbed 20, 8' Permit Type MissinVJnvalid or Permit Type/SIC Code Mi smatch . Enter Permit Type: (G)roup, (l)ndu scrial, or (C)onmuction?_..=o.C __ Cert ification: I certify under penalty of law that this document and all am.chrn enrs w ere prepared under my direction or supervi si on in accorduicc with a system de signed to ~sure that qualified personnel properly gather and evalu:i.tc the information subm itced. Based on my inquiry of the per son or persons who manage the system, or those persons directly re spons ible for gath<!ring the informat ion, the information submitted is, to the b~t of my knowledge a.nd belief, true, accurate, and complete . I am aware that there are significant penalties for submitting false information, including the pouibility of fine and impri sonment lor knowiug violation s. lf you have an qumiom regarding this letter, plea.se contm the Storm Water Nocice of Intent Proces sing Center ac (703)931 -3230. If you have other general questions concerning the storm water program, please call the EPA Reg ion 06 cont ac t : StormwarerHocl ine , (800)245 -6510 . ' GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan , Texas 77802 (409) 846-8868 Job: 3-96 TEC HN :LOGY BU S 1 \~S S PAR K COS T EST :~A~E ITEM SPEC # DESCR IPTION UNIT QUANT . PRICE 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 2B 29 30 31 32 33 34 35 36 37 38 39 40 41 STREETS Clear ins & Grubbing acr e Excavation c.y. Lime Stabilization. 6" -5% s .v. Base Course , 8" cr ushe d 1 im estone s .y . Asp halt co urse , 2" s.y. Curb & Gutter I . f . Pedestrian Handra i I I . f . Sidewalk. 4'-wide 1.f. 4" PVC conduits for elect ric ser vi l .f . WATE R ---------------------------------- 12" PVC C9 00 , Cl 200 12" DI P CL 35 0 mil wr&o . 12" X 12 " X 12 " tee 12" X 12 " X 6" tee 12" X 6" X 2" te e 12" X 12" X 1 1/2 " tee 12" X 12" X 1" tee 12" qat e val ve wit h box 6" HJ valve & f ire hvdr ant 2" blow of f 1 1/2 " doubl e se rvi ce (l o~q ) 1 1/2 " double ser vic e (short) 1" sin qle ser vice (lon g) WASTEWATER Subtotal I . f . 1.f' ea. -· c a. €0 . ea. ea. ea. ea . ea . aa . · ea. ea . Sub to t al 8" PVC SOR 26 HO W( 8' -10' av. bu l.f . 8"D IPCL350milwrao. 1.f . 6" Double service (short). 6" Double service (lonq ), Manhole. 6' -9' · · T.V . Line inspection Creek crossing oiers !5' deeo) DRA INAGE ea. ea . ea. 1 'f ' ea . Subtot al Ea rth Dam c.v. Da m Weir . one-6 0" RCP CL 11 1 1. f . 30" RCP CL 11 1 I. f, 36" RCP CL 111 1. f. 4 2" RCP CL 11 1 1 . f, Beddinq for RCP al onq side st reet i. f . Dou ble barrel I 42" RCP CL : I I Cul v I .f . Beddinq fo r double barrel 1 cu lver t c.v. Cur b Inlet. with 2 ex tens ions e,;. Curb Inlet . with 3 exten si ons ea. Cu lvert ou t let str uctu re; ea. Da m ~ai r in let and outl et struct ur ·ea . Subtot &I 1.8 1.400.00 5, 135 3.40 6,260 3.00 5,960 8.00 5,35 0 4.00 2.670 10.50 24 25.00 374 12.00 325 1. 00 2555 !O 1 23 74 80 1 1 8 2504 3 27 .00 32. cc 750.0C 700 .00 400.0 0 !00.00 3CO .OO 600 .00 .600 .00 300.00 850.00 300.0 0 25 0.00 18 '00 21.00 500.00 1.200.00 1.200.00 1.25 450.0 0 885 3.00 44 95 .00 40 29.0 0 377 38.00 44 50.00 190 12 .00 92 50.00 65 12.00 3 2.20 8.0 0 2 3.200 .00 2.€0 0.00 2.5 CO .CO 07 /J2 /97 TOTAL 2,520 17.4 59 18,7 80 n .68C 21'400 28 .035 600 4. 488 325 14i.28i 68,98 5 1, 280 ;so 1.40 0 400 1.200 300 1 '200 3.200 300 850 600 oc n <n 80. i 15 42. 732 1 . 6 80 500 1 . 200 9,600 3. 130 1. 350 ------------- 60' 192 2.655 4. 180 1'160 14 .326 2.200 2.280 4.6 00 780 £.60 0 6.40C 2' 6CQ 5.000 5::' 7 81 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TOTAL Cli ri st 1 an [GaT1nao;P1°:-1~ 3lTS-·- 02 -Ju 1 -97 334.97 5 ---- ---- c _GALINDO ENGINEERS AND PLANNERS ··- 3833 South Texas Ave., Su ite 280 Bryan , Texas 77802 (409) 846-886 8 - Job : 3-96 TECHNOLOGY BUSINESS PAR K COST EST IMATE --Date : ITEM SPEC # DESCR IPTION UNIT QUANT. PR ICE STREETS ---------------------------------- 1 Clearing & Grubb in g acre 1'8 1,400.00 2 Excavation c. y' 5' 13 5 3.40 3 Lime Stab ili za tion , 6" -5% s.y. 6,260 3.00 4 Base Course, 8" cr ushed lim estone s. y. 5,960 8.00 5 Aspha 1 t course, 2" sl 5,350 4.00 6 Curb & Gutter 1 .. 2,67 0 10.50 7 Pedestrian Handrai 1 1. f' 24 25.00 8 Sidewal k, 4'-w ide 1 . f. 374 12.00 9 4" PVC conduits for electr ic ser vi 1 . f. 325 1.00 Subtotal $ WATER ---------------------------------- 10 12" PVC C900 Cl 200 1 'f' 25 55 27 .00 11 12" DIP CL 3~0 mil wrap. 1.f. 40 32 .00 12 12" X 12" X 12" tee . ea . 1 750 .00 13 12" X 12" X 6" tee ea. 2 700.00 14 12" X 6" X 2" tee ea . 1 400 .00 15 12" X 12" X 1 1(2" tee ea. 3 400.0 0 16 12" X 12" X 1" ee p• 1 300.00 ' 17 12" gate valve with bo x 2 600.00 18 6" MJ valve & fire hydrant 2 1-. 600-: oo - 19 2" blow off r 1 ·300.00 20 1 1/2" double serv i· .pc~ 1 850.00 21 1 1/2" double· (v1' ~ 2 300.00 22 1" singlP ~I TY ~ 1 250.00 s~O: v ~ ~ t1 , vr"" 23 f>iq /(7) (. 18.00 24 f' wl 1~ 21.0 0 25 500 .00 26 200.0 0 27 IJ~ ; 41 ioo .oo 28 1.2 5 29 1.00 £-,~I i 1/ ,A\1\\i ORAi ~ '°i«Vc , 30 Earth 3.0 0 31 Dam Wei ~ c,, , 44 95.00 32 24" RCP ~~o~ ,. 230 18 .00 33 36" RCP L I . f. 18 7 38 .00 34 42" RCP Cl • ~\) 1. f' 44 50 .00 35 Bedding fo 1 • .: stree t 1. f . 190 12 .00 36 Double barre ,,.;p CL 111 Cul v l.f. 92 50 .00 37 Bedding for 1 /~o re barre 11 culvert c.y. 65 12 .00 38 Curb Inlet, wi t h 2 extensions ea. 3 2,200-:00 39 Curb lnletf wi th 3 extensions ea. 2 3,200 .0 0 40 Culvert ou let structure ea. ' 2,m .00 41 Dam weir inlet and outlet structur ea. 2 2,50-0 .QO Subtotal $ 05/0 5/97 TOTAL 2,52 0 17 '4 5 9 18' 7 80 47,680 21 J4 00 28,03 5 600 4,488 325 -------------141,287 68,985 1J280 75 0 1J 400 400 1J20 0 300 1, 200 -3-200 '300 850 600 250 ------------- 80' 715 42, 732 1 '6 8 0 500 1J200 9,600 3 J 130 1 '3 5 0 _______ .,. _____ 60 J 192 2,65 5 4' 180 4' 140 7' 106 2,200 2,280 4,600 780 6,600 6,400 2,600 5,000 ------------- 4 8' 5 41 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TOTAL ~f::S~f;jf/J 330, 735 05 -Ma y-97 -----· -------- ACCOUNT NO . _______________ _ 382927 CITYOFCY GESTATION r hjz!cx.ct . 19 0+ $ I 0 0 OllfJJ. '.l:}t . AECEIVEDOF ~~~ YJ 'ISD FOR THANK YOU ACCOUNT NO . 382926 $ CIT302WEGESTATION ~ \ 1 Jag ... cn-- AECEIVEDOF !J1 a DJ:J.i %hl FOR ~:v n . th:p a L Paid by_ Check [~ash __ THANKYOU u GALINDO ENGINEERS AND P LANNER S 3833 South Texas Ave ., Suite 280 Bryan, Texas 77802 Job: 3-96 TECHNOLOGY BUSINESS PARK COST ESTIMATE ITEM SPEC # DESCRIPT ION UNIT QUANT. (409) 846-886 8 Date: 02 /19 /97 PRICE TOTAL ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 2 3 4 5 6 7 8 9 I 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 STREETS ----------------------------------Cl earing & Grubbing acre 1. 8 1,400.00 Ex ca vation c. y. 5 I 135 3.40 Lime Stabilization, 6" -5% s . y. 6,260 3.00 Base Course, 8" crushed limestone s.y . 5,960 8.00 Asphalt course, 2" s'f' 5,350 4.00 Curb & Gutter 1 .. 2,67 0 10 .50 Pedestr ian Handra i I I . f . 24 25.0 0 Sidewal k, 4'-w ide 1 . f . 37 4 12. 00 4" PVC conduits fo r elec tric ser vi 1 . f . 325 1. 00 Su bt ot al WATER ---------------------------------- 12" PVC C900 Cl 200 I . f . 2555 27 .00 12" DIP CL 3SO milwrap. 1 . f . 40 32.00 12" x 12· x 1r tee ea . 1 750.00 12" X 12" X 6 tee ea . 2 700 .00 12" X 6" X 2" tee ea . 1 400 .00 12" X 12 " X 1 1/2" tee ea . 3 400.00 12 " X 12" X 1" tee ea. 1 300 .00 12" gate val ve wit h box ea . 2 60 0.0 0 6" HJ valve & fire hydrant ea . 2 1,600.0 0 2" blow off ea . 1 300.00 1 1/2" double serv ice llong i ea . 1 850.00 1 1/2" double service shor ) ea. 2 300.00 1" single service (long) ea . 1 250 .00 Subtotal $ WASTEWATER ---------------------------------- 8" PVC SDR 26 HOW( 8' -10 ' av . bu 1 . f . 239 2 18 '00 8" DIP CL 350 milwra~. 1 . f ' 80 21'00 6" Double service Is ort ). ea . I 500 .00 6" Double service long ). ea. 1 1,200.00 Manhole , 6' -9' ea. 8 1,2 00.00 T.V. Line inspection 1 . f . 2504 1.25 Creek crossing piers (S' deep) ea. 3 450.00 Subtotal DRAINAGE ---------------------------------- Earth Dam cl 885 3.00 Dam Weir, one 60" RCP CL I I I 1 .. 44 95.00 Double barrel 1 42" RCP CL I I I Culv 1 . f . 92 50 .00 Bedding for double barre l 1 culvert c. y. 65 12 .00 Curb Inlet ea . I 3,500 .00 Culvert outlet structure ea. 1 2,60 0.00 Dam weir inlet and ou tlet str uctur ea . 2 2,500.00 Subtotal TOTAL ~kJ 19-Feb-97 2,520 17 I 4 5 9 18,78 0 47 ,68 0 21, 400 28,03 5 600 4,488 32 5 ------------- 14 1 I 2 8 7 68 ,985 1,2 80 750 1, 400 400 1,2 00 300 1, 200 3,200 300 850 60 0 250 ------------- 80 I 71 5 43 ,0 56 1,680 50 0 1 I 20 0 9,600 3 I 130 1, 350 ------------- 60 I 516 2,655 4, 18 0 4,6 00 780 3,500 2,600 5,000 ------------- 2 3 I 31 5 GALINDO ENGINEERS AND PIANNERS 3833 South Texas Ave., Sulte.JS<Y'" Bryan, Texas 77802 (409) 846-8868 ~13 Barry R. McBee, Chairman R. B. MRalph" Marquez, Commissioner John r1 · Baker, Commissioner Dan ,P~arson. Executive Director DP~l61 TEXAS NATURAL RESOURCE CONSERVATION COMMISSION Protecting Texas by Reducing and Preventing Pollution Christian A. Galindo, P.E. Galindo Engineers and Planners 3833 South Texas Ave., Ste 280 Bryan, TX 77802 Re: College Station Technology Business Park TNRCC Permit No.: Unknown WPR Log No.: 027/031 County: Brazos Dear Mr. Galindo: February 7, 1997 We have received the design submittal included with your cover letter dated 1120/1997. The rules which regulate the design, installation and testing of domestic wastewater projects are found in 30 TAC, Chapter 317, of the TNRCC's rules titled, Design Criteria for Sewerage Systems. All plans and specifications submitted for TNRCC approval must comply with these rules. Beginning on September 1, 1994, severe budget reductions required the TNRCC to eliminate most reviews of domestic wastewater project plans and specifications. At most, only a cursory review of the proposed project was performed. A technical review to determine conformity with 30 TAC Chapter 317 has not been performed. The proposed project is approved with the following comments and conditions: 1. An engineering report must be prepared and sealed by a Professional Engineer registered in the State of Texas. This engineering report must include all constants, graphs, equations, and calculations, which are needed to both justify the design and show full compliance with Section 317. l(c) of the TNRCC's rules requiring a final engineering report. Copies of this report shall be made available to the TNRCC, upon request. 2. The final version of the project plans and specifications shall include any and all information necessary to show full compliance with the applicable requirements detailed in Chapter 317 of the TNRCC's rules. Copies of the final version of the project plans and specifications shall be made available to the TNRCC, upon request. P.O . Box 13087 • Austin , Texas 78711 -3087 • 512 /239 -1000 . ., ~; .. .,'\)~::·_.·,:: _•• ... --.-.,•_ . .-~. -~ ... :.: -:.,--....... ,) .,.,. • ., ~-~:-v••-•¥"•• ·--•.i_··: · ··-.~r:-T · , .. , ... ., •"'·:..:..-..... : .. .:_----:-.-.;.·· -· , . Christian A. Galirido, P .E. Pa~e 2 3. . · · Any test results necessary t o show compliance with the testing requirements of Chapter 317 shall be made available to the TNRCC, upon request. 4 . The TNRCC still maintains its review authority and may utilize this authority at any time in the future. If plans are to undergo review, the TNRCC will notify you upon our receipt of the project. Also, please be aware of Section 317.l(a)(2)(A) of the rules which states, "Approval given by the commission is not intended to relieve the sewerage system owner or the design engineer of any liabilities or responsibilities with respect to the ·design, construction, or operation of the project." 5. Within 60 .days of the completion of construction, an appointed engineer must notify both the Permitting Section of the TNRCC 's Watershed Management Division and the appropriate Reg ion Office of the date of completion. The engineer must also provide written certification that all construction, materials and equipment, and test results were substantially in accordance with the approved plans and specifications, the rules of the TNRCC and any change orders filed with the TNRCC. All notifications, certifications and change orders must include the signed and dated seal of a Professional Engineer registered in the State of Texas. 6. All plans and specifications shall conform with any other waste discharge requirements and water quality standards established by the TNRCC, as the requirements pertain to a regulated discharge . If you have any questions or if we can be of any further service, please call me at (512) 239-4554. Sincrely, Louis C. Herrin, Ill, P.E. Plan Review Team Wastewater Permits Section cc: College S.tation TNRCC, Region 9 Office 1 I ~ l .. l J TEXAS DIGITAL SYSTEMS College Stat ion , Texas UTILITIES IMPACT REPORT TECHNOLOGY BUSINESS PARK College Station , Texas May 15, 1996 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave ., Suite 280 Bryan, Texas 77802 (409) 846-8868 Mr. Kent Laza, P.E . City Engineer City of College Station College Station, TX May 15 , 1996 Subj~t: Impact Studies Approximately 75.7 acres Technology Park Subdiv ision and Adjoining Areas College Station , TX Dear Mr. Laza : Please find enclosed for your review and approval the referenced report in dupl icate with the necessary exhibits to illustrate our findings . Additionally a separate sheet , 24"x36" in size , titled Master Preliminary Plat , Technology Business Park , Phas e I, is attached. Sincerely , GALINDO ENGINEERS AND PLANNERS ; Christian A. Galindo, P.E., R.P.L.S. President cc : Texas Digital Systems W . C . Scarmardo , Architect 1. TRACT DESCRIPTION TECHNOLOGY BUSINESS PARK IMPACT STUDIES Technology Park Subdivision is located at the southeast corner of the intersection of S.H. 6 , East By -Pass , and Sebesta Road. Phases I and II encompass a total of 34 .381 acres including the access road from the S.H. 6 Service Road into the Subdivision . For the purpose of these , studies the adjoining areas between this subdivision and S .H . 6 , an additional 41 .28 acres have been included, bringing the total area to 75 .66 acres. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041C 0205-C, July 2 , 1992). This has been confirmed by the City of College Station Engineering Department. 2 . STORMWATER RUNOFF 'j)-f£ CSIDR,fl\-'\.V.-~~ JN trh.~ 'Ec~T !--hA--~ ~/.J C..f-M.1'..IG.61), $(:;"°'€ n+€" nu>ST Phase I is traversed by Foxfire Tributary A. Most of the runoff from the 75 .66 acres flows eccr:/..LT 12.c"t>OR.-I east through this creek. The 75 .66 acres have been divided into 10 sections as shown on the attached drawing . Sections 1, set aside as a green buffer belt will not be developed . Sections 2 , 3 and 5 , within Phase I, and Section 8 within Phase 11 , will be developed as part of the new R&D Zoning District. Section 4 will be access and internal roads . Sections 6 and 7 are presumed to be developed as low density residential. Sections 9 and 10 currently drain towards Sebesta Road and it is presumed that this pattern will be maintained after development. Exhibit A shows the runoff calculations for the total area for several ra infall per iods . All ponding computations have been made using a 100-year return period . In this Exhib it Po int 1 is defined as the location where a culvert will be placed under Technology Parkway to allow upstream runoff to drain into the creek . Point 2 is the location of the proposed pond for stormwater detention . Point 3 is the location towards which runoff from Sections 9 and 1 O enter Sebesta Road . Using the post development runoff estimate for Sections 3 , 4 , 7 and 8 the size of the culvert required to cross Technology Parkway has been estimated as a double barrel 42 " RCP pipe. This culvert will allow conveyance of the 100-yr flow without ponding . See Exhibit B. -1 - Lowest finished road grade above culvert is estimated to be 272 .0 '. On-site detention will be provided for all runoff converging at Point 2 by building an earthen dam , 7 .5' high, located on the drawing , approximately 80 ' west of the eastern boundary of Phase I. The weir will consist of a 95'-long 48 " CMP at 0.40% slope with inlet and outlet control. Summary routing computations are given in EXHIBIT C for five different storms . Routing computation for the 100-yr storm additionally show the inflow/outflow hydrograph . Maximum elevation attained for the 100-yr storm is 269.42 '. 3 . POTABLE WATER Water service will be from an existing 12" water line on the south side of Sebesta Road . Water demand has been calculated for Phases I and II of Technology Business Park , excluding the area reserved or green belt buffer , and the adjoining areas owned by t he East By -Pass Development Corp . The total estimated area is 64.46 acres . The estimated demand includes the required fire flow for a proposed R&D Zoning district. EXHIBIT D gives the estimated demands for Phase I and II used for sizing the p roposed water lines. Water demand estimated for adjoining areas was calculated for the purpose of computing sanitary sewer flows exclusively . Sizing of the water lines for the Technology Bus iness Park is given in the blueprint drawing . Line 1 will be 1 O" in diameter. Lines 2 and 3 will be 8" in diameter each . An analysis of each of these lines is given in EXHIBIT E. A line pressure of 90 psi at the existing 12 " water line along Sebesta Road was assumed for this analysis . Water pressure at the end of either 8" line is estimated to be 41 .43 psi. 4 . SANITARY SEWER Sanitary Sewer will be connected to an existing 15" line on the eastern boundary of Foxfire Phase One. The total sewer demand for the subdivision and the adjoining tracts was calculated at 80% of the water consumption estimated in EXHIBIT D. This demand was further increased in all cases to account for infiltration and inflow as shown in EXHIBIT F. All sewer lines were sized at 8". A hydraulic analysis of the sanitary sewer line is given in EXHIBIT G . Maximum flow for this line is calculated at 1.00 cfs wh ich is greater than the -2 - - -___________________ ___. estimated sewer flow of 0 .26 cfs . 5. ELECTRICITY Electricity requirements for both phases of the subdivision have been estimated based on the installed capacity for Texas Digital Systems at its existing location . Currently Texas Digital Systems only requires single-phase electricity but there exists a strong possibil ity that three-phase will be needed in the near future . It is also possible that other businesses in the subdivision might require three -phase current. The estimate given in EXHIBIT H is for single-phase, 208-Volt, 60-cycle supply. The total amps required is estimated around 9 ,000 . 6. TRAFFIC All streets within the subdivision are to be private but built to City of College Station standards . With the exception of two boulevard -type sections (traffic divided by an island ) along Technology Parkway , with a right of way width of 70', all streets will have a right of way of 60'. The back of curb to back of curb section will be 39 .0'. No through traffic is envisioned for these streets and their use will be limited to employees , business clients and support vehicles . ----k) .. , I ./ / :-/. ~ h ) I c,f:· ~/(;.:t./(c{' .. 1 )!:!7c tfi.4FLd(>'\, / ...... __ .. . . --------------------------------------------------- CHRISTIAN A. GALINDO, P.E. # 53425, R.P.L.S. # 4473 May 15 , 1996 -3 - .. .l. t:::: ' ' ·:. ' ~1z ·c 0 {. ;! . \ i r. ) ' . '),;. :f ' ji1 .. .,;-, .. ZC£ g;: I ~ 7l 198' . Jc ;,) .j~ :i.• -~C . ) c c ( ... : . !l . , a· o off~ SSS ;d l 1~ B . •,;IV "' ·; ~ . 1J l :-. C· L :. :., , j 7 : Vi ~ '• _·, oo . H 98 vv L ~ ~ . LL 06 ,.. ['> •• ~ '" ' Bo n r C ~ l I~ ::! ~u ·u ~ ::l j . 3:.. G f' . t j '>t Bt v3 9 3i'8Gi 'J;,: I;, n Ii ~~ r: '-· • 0 I U 00 6: !.• i.i. 7S 8 L . LJ~ ~ j L:i QI 7 ~ c i . 3 l SS 10 ·1~ 1c '" ~( L.· •.• v ~ j 0. £ 5. ~ z ;) ' vi SL 9L £8 l ti lil d ' lZ . J ' '. :i •· i. ~8 L9 L ~ l Lii'9 l Ct. iH l· ' ' :.. .... , . . i' ) ~ j • ' ' j J S6 'li ' I 0 I, l £ . 0; b I l ~a s 1 9 £ . '. '• v . ...:. ~ . J J . ,,. Q. t Z 0' 0 Q; '. ' v ,. ), '. ·.1 . VI.If .1 'J ·.: I ~00 ' l 08' . i ~0~ .. DSZ OOL. l OS£ 00 ~ U lJ 8, I •, ~ .•, '.J \J 'J 00 2 ODO' 0QG 000 . l GOG ,j0G · Gui Col· l 000. i 00 t . l 00~· I J 0; . 00j J I} L 'J 'I) 0 '• 1iS i. .., m ·o v·n .:Jr. ..: i: r ~ .) ~ ; \,. v ' I. J :.. ~ j l J 1 D. j i 09B Si ~ G ~ v v~c ovs·vz GSv GO: . L ~u j 'J-1 :; . :V; Q J I 1 E ~ " . ,;~ c ..; ~ _. ij : ; ~I ;?:S ~;-: ... : s e10 ~=N ;2.;C ~&~ SC.d j ~2N ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: po ·~. :.~: t) .I • .w .... • : u :· ~ : ,: ; :~,;,A ... ) ::::::::::: :::: ::::.: :: : :: :: ~=::: :: ___ ---------___ ::: :::::: ::::.::::.::::: ::::::::::: ::: : ::_ -: : ::::: . · .... :: 0 J ~ • ' ) \.' • ., -: ... ·.;:-:,:,. .,. ih 0 :.:. ~~~G ;:;.i tl .)II ~ /\'JV .1;f,:;..,:_ ,~ .... Q : I : j" ' v . :: i ~ J j Jfi ·'1 ..... Circul3r Channel Analysis & Desi?" Solved ~ith Manning's Equation Open Channel -Uniform flow Worksheet Name: TECHNOLOGY P•RJ Comment: 2 CULVERTS UNDER THECNOLOGY PARKWAY. EACH: Solve For Actual Discharge Given Input Data: Diameter .. SI ope .. Manning's n .. Depth ..... Computed Results: Discharge .. Velocity ....... . Flow Area ....... . Critical Depth. Critic31 Slope .. . Percent Ful 1 .. . FiJl 1 C3pacity. QMAX @. 940 .. Froude Number. 3. 50 ft 0.0070 ft/ft 0.013 3.50 ft 84.18cfs 8. 75 fps 9.62 sf 2.86 ft 0.0070 r~/'t 100.00 ~ 84. 18 do 90.55 crs FIJL ~ Open Channel Flow ~odule, Versi0r. q1 (c) 1??0 ~1estad Methods, 'nc. * 37 Bro0ksije Rd • laterb~ry, Ct 05708 l:~XHIPJT D POND-2 Ver sio n: 5.1 7 S/N: P .i 9 e : EXEC UT ED: 05-1 0-1 996 4:07 :46 STORM # 1 Ret urn Freq: 5 years ****************** SUMMARY OF ROU TING COMPUTAT IO NS ****************** Pond File: 8:\3-96PND \3-96 .PND Inf low Hydrograph : 8:\3-96PND \5D .HYD Ou t flow Hydrograph : 8:\3-96PND \5 OUT .H YO Starting Pond W.S. Elevation : 26 2.40 ft ***** Summ ar y of Pea k Outflow and Pea ~ :lev1 t ion ***** Peak In f low 27 1.6 9 cfs Pea k Out flo w 70 .33 cfs Peak Elevat ion : 268 .23 ft ***** Summary of Appro xim ate Peak St orage ***** initi al Stora9 e Pea k St orag e From Stcrrn Tota l St or age in Pend 0 cu -ft 141 ,20 1 c ~-ft War nin g: !nf low hydr ogr ap h trun cated o~ lef t s ide. EXf/18/T c. PON D-2 Ve rs ion: 5. 17 S/N : EXEC UT ED: 05 -10-1996 14:0 7:46 STORM # 2 Page 3 Retur n Freq : 10 years ****************** SUMMA RY OF RO UTING COM PUTAT IO NS ****************** Pond Fi le: 8:\3 -96PND\3-96 .PHO Inflow Hydrograph : B:\3-96 PND\10D .HY O Outf low Hydrog r aph : 8:\3-96PND \10 OUT .HYD Starti ng Pon d W.S. El evation : 262 .40 ft ***** Summary of Pea k Ou t f lo w and Pea k Elevation ***** Peak In flow 305.84 cfs Pe ak Outflow 73 .3 6 cfs Peak Elev at ion : 268.56 ft ***** Summary cf Approx im ate Peak St cr!ge ***** !ni t i ii I Sto n ge Peak Sto rage Frcm Sto rm Tots I St orage i ~ Pond ~ c~-ft €3,976 c:J -ft .€3, 976 ~u-ft War nin;: Inf!:~ hyd rogr sph tr~nc a:ed o~ left sl de . PON0-2 Version : 5. 17 S/N : EXEC UTED: 05-10 -1996 14:07:46 STORM # 3 Page 3 Return Freq : 50 vear s ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi le: B:\3-96PN0 \3-96 .PNO Inf low Hydrograph: B:\3-96PN0 \500 .HYO Outflow Hydrograph: B:\3-95PN0 \50 OUT .HYD Starting Pond W.S. Elevati on : 262.40 ft ***** Summ ar y of Peak Out f low and Pe ak Eleva t io n***** Pea k l d l N; Peak 3utf low Peak El evatio n : 395 .80 cfs 79.82 cf s 269.30 ft ***** Summary cf Approx imate Peak St orage ***** !~i tial Stora3e Peak StoragE From Stor ] Total Storage i n Pond 0 ~u -ft 225 ,314 cu-ft 225,314 cu-ft War ning: Inf low hydrograph tr uncated on left s ide . POND-2 Versio n: 5. !7 S/N: EXECUTED : 05-10-1996 14:0 7:46 STORM # 4 Page 1 Ret urn Fre q: 10 0 ye ars ********************************************* TECHNOLOG Y BUS INESS PAR K DETENI !CN PO ND ' ********************************************* In f low Hydrograph: B:\3-96PND\1000 .HYD Rating Table file: B:\3-96PND\3-96 .PND ----INITIAL CONDITIONS---- Elevation 262 .40 ft Outflow 0.00 cfs Storage 0 cu-ft INTERMEDIATE ROUT ING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- ELEVATION ~ OUTFLOW I STORAGE I 2S/t I 2S /t I Q I (ft) I (cf s) I (cu-ft) I (cf s ) (cf s) I I ' _________ ! _________ , __________ I ------------I -------------I 262.40 0.0 0: 0.0 0.0 262 .90 u 94 : } . I 4. 5 263.40 5. 5 I 750 : 25.0 I 30 .5 263 .90 11 . 6 2' 531 : SU I 96 .0 264 .40 19 . 1 6' 0 51 : 201 . 7 I 220 .8 264 .90 2 7 . 5 12 '027: 400 .8 I m .3 265 .40 35 .9 21 , 113 : 70 3.6 7 39 . 5 265 .90 44 . 0 33 ,959 : 113 18 I 1175.8 266 .40 50.4 50 ,657 : 1688 .2 1738.6 266 .90 56 .6 I 7 0 I 4 91 : 2 34 9. 2 I 2405 .8 267 . 40 62 .2 93,692: 3122.4 3184 .6 267.90 67 .3 120 ,524 1 40 16. 7 4084.0 268.40 71 . 9 151 , 9 32 5063.4 513 5' 3 268.90 76 .5 189 ,773 6324.5 6401 . 0 269 .40 80 .7 234,691 7821.5 I 7902 . 2 269 .90 84 . 7 I 287 ,295 957 4.6 9659 .3 270.00 I 85 .4 298,792 9957 .8 I 10043 .2 -------------------------------------------------------- Time i ncrement ( t ) 1.0 rn i r·. I I I ' I I PON0-2 Version: 5.17 S/N: Page 2 EXECUTED: 05-10-1996 14:07:46 STORM ~ 4 ~eturn Freq: 100 years Pond File: B:\3-96PN0\3-96 .PND Inflow Hydrograph: 8:\3-96PN0\1000 .HYO Outflow Hydrogra~h: B:\3-96PND\100 OUT .HYO IHFLOW HYOROGRAPH ROUTING COMPUTAl!ONS ------------------------------------------------------------------------TIME I INFLOW : I ! 1+ 12 I 2S/t -0 I 2S/t ; 0 : OIJTFLO~ :~LEVATION: ; I ' (min) : ( c' -) I I (cf s) I (cf s) (cf 5) I (ds) I (ft) I >, ' I ' ' --------'---------1 _________ 1 _______________________ 1 _________ 1 _________ I I ' 0. 7 : 23.69 I - -- --0.0 o.o: 0.00 I ~62.40 I I I 1.7 : 5 6. 14 I 79.8 : 59.6 79.8: 10, 10 I 263.78 I 2. 7 : 88.58 I 14 4 . 7 : 16 8. 1 2ou: 18. 11 264. 33 I 3. 7 : 121.03 I 209.6 : 326.8 377. 7: 25.45 : 264.78 I I 4. 7 : 15 3. 4 8 274.5 : 537.0 6013' 3 2. 17 I 2 6 5. 18 I 5. 7 : 18 5. 9 3 339.4 : 799. 5 8764 '. 38.44 I 265. 56 6. 7 : 218. 38: 4 0 4. 3 : 111 s, 2 I 12 0 3. 8' 4 4. 3? I 26592 ' 7 . 7 : 250.83: 469.2 : 14 8 7 . 1 : 1584.4: 48.65 : 266.26 8. 7 : 283.28: 5 34. 1 : 1915. 2 : 20 21 . 2 '. 53.03 I 266.61 9. 7 : 315. 73~ 599.0 : 2399.4 : 2 514. 2 '. 57 .38 I 266.97 10. 7 : 34 8. 17: 663.9 : 2940. 7 : 3063.3: 61. 33 : 267. 32 11. 7 : 380.62'. 728.8 : 3539.6 : 3669.5: 64.95 : 267.67 12. 7 : 413.01: 7 9 3. 7 : 419t.5: 4333.3: 68.39 : 268.02 13. 7 : 389.38'. 802.5 I 4856. 3 I 4998.9'. 71 , 30 I 268.34 I 14.7 : 356.93'. 7 4 6. 3 : 505.4 I 5602.6: 73.60 I 268. 58 15. 7 : 324.49: 68U I 5985.8 : 6136. 8: 75.54 I 268.80 ' 16, 7 I 292.04: 616, 5 I 6448.2 I 6602.3: 77, 06 I 268.97 I 17. 7 : 259.59'. I 551.6 I S843.5 I 6999.e'. 7 8. 18 ' m.10 I I 18. 7 : 227. 14'. I 486. 7 : 717 2. 0 : 7 330. 2 '. l 9. 10 : 269.21 I I 19. 7 : 194.69: I 421.8 : 74 34. ' : 7593.8: 79.84 : 2 6 9. 30 20. 7 I 162 24: I 356.9 I 7630.3: 1?~), I: 80. 39 : 269. 3S 21 . 7 : 129.79: I 292. 0 : 1760.8 : 7922.3: 80. 7 5 : 269.41 22. 7 : 9735: I 2 2 7. 1 : 7826.2: 7988.o: 80 .90 : 269.42 I 23.7 : 64.90: I 16 2. 3 I 7826.6 : 7988.4; 80.90 I 26~.42 2 4. 7 : 32.45'. I 97.4 I 1762.5 : 7924.0; 80. 75 I 2 6 9. 4 1 I ! 2 5. 7 : o.oo: I 3 2. 5 : 7 6 34 . 1 : 7794.9' 80.40 ~ 269.36 I ----------------------------------------------------------------------- POflD-2 Versio n: 5.1 7 5/N: EXECUTED: OHQ-1996 14 :07 :46 ST ORM ~ 4 Page 3 Return Freq : 100 yea rs ****************** SUMMARY OF ROUT ING COMPU TAT IONS ****************** Pond Fi le: B:\3-96PND\3-96 .PND In flow Hydrograph : B:\3-96PND \100D .HYO Outfl ow Hyd rogr ap h: B:\3-96PND\100 OUT .HYD Starting Po~d W.S. Elevation : 262.~0 ft ***** Summar y ~f Peak Ou:f :o w a n ~ 0 eE k ~l e v !t ~on ***** Peak lnfloli Pe3k Outflow Peak Elevat ion 413.Ci e's 80 .9~ cfs 269 .42 ft ttit• Su mmary of Appro ~:~~:e Pea k St orase ***** Init ial Storage 0 cu -ft Peak Stora3e Frc m St or"' 01 1 n o •. ,.f• -...• •:..' --',J • I. To ta l Storage in Po nd 2 3 7 ,27~ cu-ft Wa rni ng : Inflow hyd rogra ph truncated on l ef t side . PON0-2 Versio n: 5.1 7 S/N: STORM # 4 Pond File : 8:\3-96PND \H6 .PN D Inflo w Hydr ograph : 8:\3-96PND\100 D .HYO Outflow Hydrograph : 8:\3-96PND\100 OUT .HYO Peak Inflow Peak Outflow Pea k Elevat ion : 413 .07 cfs 80.90 cis 269.42 ft Pase ~ Pet ur ~ Freq : 'CO years EXECUT ED : 05-10-1996 14: 01 : 4 6 Flo w (d~) 0 45 90 13 5 180 225 27 0 315 360 405 450 4?5 ______ 1 _____ 1 _____ , _____ , _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _ 4.8 5.8 - 6.8 - 1 . 9 - 8.9 - 9.9 - 10. 9 -: 11 . 9 - 13 .0 - 14 . 0 - 15.0 - 16 . 0 -: 17 . 0 -: 18. 1 19 . 1 - 2 0. 1 - 21 . 1 2 2, 1 I 2 3, 2 I TIME (min) Fi I e: F i 1 e: I J ! I I I ; I I I * x B:\3 -96PND\100D .HYO B:\3 -96PND\100 CUT .HYG Orr.ax Qm;;x 80 .9 cfs 4;3, 1 cf; .. -------------------------------------------·--·- U.· ( . -I, i 'Y.i.V L it OO L9 Lt JV _ j . ~toe \.i _s msn ..... ; ... ,i •J\,, - t \ \,1 11.0-,J : t;·: ~ i..'; '; l .. ::.:: ._, ~ ,v,o ·: j ~GI .. r r j~ s ; . ., . : ,, - Ut 'I "\ r : 1•1 ~ : .J:O /w"'"" ~01 01<1 3 j~1 ;., ci3Ew C1N o)liM ! , J~W I S3SfHo e0J i1101 ·a~V L~ tl '.:;;; tdo ) .98 Ut t i O cc1:-,1 ~ ~~ll , ... u J t 9S ~ '.JS E 7, ~ ·r J ~ 3~ ~ s,·, tJllM :r,_. i11Y10 C 1 lj !. 1.( ~j 1 ;"1V ~ ~u 0: 0 i Ot ·J 0G. ~u0 0: \ j di ~0 ·,s 08 09 08 ~. , ; -r .J .. 3~i Sfi ur.· vi) " t;~ u uf 0 UC G Vb V 0c c :j6 0 L c.-(• .; " OS 0 3·;. 0 C3 ~; 00 0 ., -c !.. J \, ~S D il; G3 i) 0 j~j(,~ {JCY c1)i i~:· · 1 o, L if .ib; H l i-OZ i:-l l-l ~:;c-is ~ iv i l -t z dZ Hi, l-i l -~ :A ;)(; "i t ~ 10 ·, GALINDO ENGINEERS AND PLANNERS E:XHIBIT E 3833 South Texas Ave., Suite 280 Worksheet Name : TECHNOLOG Y PAR K Comm ent: WATER DEMAND -LINE Solv e For Press ure @ 2 Given !nput Data : Elevation @ 1 .... . Pr essure @ 1 ..... . El evat ion @ 2 .. Disc harg e ..... . Di1meter ...... . Length ........ . Hazen-W il Iiams C. Comput ed Res ul ts : Pre ssure @ 2. Ve!Ocit'{ ........ . Head loss ....... . Energy Gr ade @ 1 .. Ene rgy Grade @ 2 .. Fr iction Slope ... 0.00 ft 90.00 os i 0.00 ft 3050.00 gpm 10 . 00 in 1480.00 ft 1d0 . 00 €2 .82 ps ; 12.H fps 62.71 ft 210.04 ft 147 . 33 ft d2.373 ft /1 000 ft Pressure Pioe Analysis & Desi gn Circular Pioe Works hee t Nam e: TECHNOLOGY PAR K Commen t: WA TER DEMA ND -LINE Solv e For Pre ssure @ 2 3iven !nput Dat a: Elev at io n @ 1 .... . Pr essure @ 1 ..... . Ele vation @ 2 .... . Discharge ........ . Diameter ......... . Length ........... . Hazen-Wil Ii ams c .. Comput ed Res ults: Pre ssure @ 2 ..... . Ve locit v .... . Head loss ...... . Energ y Grade @ 1. Ener9 y Gra de @ 2 .. Fr ic tion Slo pe . 0.00 ft 62.82 os i 0.00 ft 3020 .0 0 gpm 8. 00 in 400.00 ft 140 '00 41 .43 ps i 19 .28 fp s 49 . 34 ft 150.70ft 101 .36 ft 123.347 ft /1 000 ft Bryan , Texas 77802 (409) 846-8868 ~orksheet Name : TECHNOLOGY PAR ~ Com ment : WAT ER DE~AND -Ll ~E Solv e For Pr essure @ 2 G iv e~ Input Da ta : E levat ior' @ 1 Pressure @ 1. Elevat ion~ 2. Discharge . Diam eter . Len~th Ha?en-Wi l I 1a ~s c. Coffiput ed Res ults: Press ur e~ 2. Velocitv ...... . Head loss . Q 00 ft 6282 psi n.oo ft 3020.00 9pm 8. 00 in 400 00 ft 140 00 4 U3 ps i 19.28 fos 49 . H ft Energ y Grade@ 1 .. 150.70 ft Energy Gra de @ 2.. 101 .36 ft Friction Slo oe .... 123.34 7 ft/1000 ft Pressure Pipe Analys is & Design ~irciJl :r 0 ~nc Oper ·:han nel Flow Mod ul e, Ve•s1cn? ?~ ~'.') 1990 Haestad Methods , Inc * 37 Brookside R1 ; Water bury , Ct 06708 EXHIBIT F .. ,, /, . Lid/: A .. Ex 1.s.r. . M 1-1 ro Mfl-A • n>P . • 2bf!., 8fj 71'.'P. ~ 71. s ... ,t::j_. . 256, 0(7 ·~ ;::L . Z.5'8. I L •=.~4/CJ,O i 51...0Pe = tJ, tJC4&/0Z; -··-.. ---;----... --···. -···t--····-! ... --... -·• ··--· ·•··: ----·-· ·--· ··-T-·-······-···-·- .J: j.. .r ~ R, 000 ,_GPP P.E.R. /NCH. Per?: MILE {P{P '.cL. .50) '.:= '.tJ.tJO~Q.'14~7. c;F.S PER. /NCJ.I PER 41/LE. . = .tf.,OOot?S.861/. CPS PER /NCl·l 6i!WER . = so°), tJF fflATCR Ct:JN.SL/MPT/ON ····--···-•···---·•··-···· _ ~WATER. C.0/11.S(.JMR.T/O/I/ ::;-.. /40 .... _GPM . = i:J,.3/Z CF5 ~,~o{4~1z) + 5.,~6!/;<10 7(8 )41~,o : t·-. ..,. th24'l~ + ~-0019 . --·-·-L--------·-... ------~---+---.a .. ! 1 , ~ 2, L //I(~) /!;_ Ml}f-A ... ; I 7?2fj" ~ 7 /, .5 -.Eb..!.. .25-_8.._ L . ..... l . .3. .. LIA/G"; '1c 1) ··-·· -·-··----!-~ ·---·-· __ ., -. .,.- .Mi{ -:'../!; .... i --1 .. . TO ~ --·+-·-·....._ ____ .,. --··· 1 ~·· .TO 7.Pf'f 2 77' 5. ! FL .. 1 .2b3..S . ·i L. -::::.i 1,;280. () MH-~- -,rJP :Z. 77,5 .:. ,q,,,_ . 2.b I• I ~LOPE = .:::'. 0049/'iJ . ) ..MH.-:-c. _ .Tt>P e .74, S rL 2&&f, q (),CJ().SOOO Q : = (), 2.s..5b ) ···I ... j ···· ., j .••. •. '! j .. ! ... -·· ··-.J ----··-·-'--· ...:. ··--.. _ ... l ... _···-···-·-·--···-····---···--- 9 -~II Circular Channel Analys is & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK Comment : SEWER LINE "A", ·s· OR ·c· Solve For Actual Discharge Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Depth ............ . Computed Results: Discharge ........ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 0.67 ft 0.0049 ft/ft 0.012 0.63 ft 1.00 cfs 2.90 fps 0.34 sf 0 .H ft 0.0079 ft /ft 94 .03 ~ 0.93 cfs 1.0.0 cfs 0.49 (flow is Subcr it ical) Open Channel Flow Module , Version 3.21 (c) 1990 Haestad M~thods, Inc .* 37 Brooks ide Rd* hterbury, Ct 06708 EXHIBIT G s dun: ES~·o 8N~ S35Vkd d03 :v 101 ~ :J ~E s ., ~ GG r ~J1 Lu t I . i: 3S1H~ oC: =~~~ d3d s di1? GO r .iC d01:-Jv.J ~ m .:n s;, ~ i, 8 i L ------------------ w m m GG O'r seo 0 ~9 0 I -: OO'S6S Sc ~ oo ~·t S8 0 0 os·o ' j·(, ou m ~0 1, ~G ~ ·;iio 0 os·o I -1 l sa · H£ v . ,, ouo 3 ~ S80 0 09 ·9 l -0 ~ P9 .E9~ ;s ~ uO C ~80 SS ._, ., . "d li' 'Ju r ODC ~ec Ge z-z JJ~1 UU!~ ; ~1.u; ~ l ·os j . S ! OUJl .;.;i:; 'J'/ ~jc ~.i.~313 v .i di . Hlr:Oj~ 'i3H 'I 10-i ·H1no :ic -; ~ .i.01 %18 '(!1jj\3 10·: l .m13 'Sl1 0A ~Q~ i ~~S ~ ~;;q Si 1 l J 'DS j iJ~E Si0 '0 3C J0~J EJ E SiSJd.~G bu !U UE!d JJj ~~a sdwE ~0 ·0 s~~as ;J da J A 11J~J[~ ;!~1 -~J ~5 0JG ~1 E J ~~;A0~ ~5 ~tPi~~G ~;J~~ ~~ SliG ~ BG~ i 5j~, 0;~ j O ~~~)E Q E : ~~l 1E~s~\ u~ SE~ SJ 3}s i; t ~~~s ~o ;;Aa~ ~i1~a~J i;~ ---------.. ---.... -.. -----. -. -. . . . --... -. ------.. --. -. -. -. ----.. -.. ------------........ --.. -.. -.. -. -...... --... -------------.. ---------... --' . ------------- .. I 1f ,. • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas 77802 (409) 846-8868 Mr. Louis C. Herrin, Ill, P. E. Wastewater Permits Section TNRCC P. 0. Box 13087 Austin, TX 78711-3087 January 20, 1997 Subject: Sanitary Sewer Design 20. 766-acre tract Technology Business Park College Station, TX Dear Mr. Herrin: Please find enclosed, for your review and approval, our report on the referenced subject. Also enclosed is a copy of the complete set of construction drawings that have been submitted to the City of College Station, Texas. Sincerely, GALINDO ENGINEERS AND PLANNERS Christian A. Galindo, P.E., R.P.L.S. President cc: Mr. Kent Laza , P.E. City Engineer City of College Station 1. INTRODUCTION TECHNOLOGY BUSINESS PARK SANITARY SEWER DESIGN Technology Park Subdivision is located at the southeast corner of the intersection of S.H . 6, East By-Pass, and Sebesta Road. Phase I encompasses a total of 21 .81 acres including the access road from the S.H. 6 Service Road into the Subdivision. For the purpose of these studies the adjoining areas between this subdivision and S.H. 6 , an additional 41 .00 acres have been included . In addition the property owned by W.D . Letbetter, which contains 41 .6 acres, bringing the total area to 104.41 acres The sewer line being designed will connect to an existing 15" City of College Station line. 2 . DESIGN STANDARDS The City of College Station construction standards, specifications and requirements were followed in the design process. This is reflected in the attached construction documents. 3. CAPACITY CALCULATIONS Exhib it 1 summar izes the criteria followed to calculate the capacity of the sewer, including the possibility of future development of surround ing properties .. The resulting flow capacity coupled with the sewer line slope was used to calculate the characteristics of the p ipe also shown on Exhibit 1 . 4. SPECIFIC REFERENCE TO CHAPTER 317 317.1 .c . 317.1 .c .1.A 317.1.c.1.C See end of report. See Exhibit 1 City of College Station indicates that the collection and treatment facilities are capable of handling the additional flow from this project. -1 - 317.1.c .1.D 317.1.c.1 .E 317.1.c.1 .F 317.1 .c .1.G 317.1.c.1.H 317.1.d .1 317 .1.d.2 317.1.d .3 317 .1.d .4 317 .2.a.1 317.2 .a.2 317.2.a.3 317.2.a.4 317.2.a.2 317.2 .a.5.A 317.2 .a.5.B 317.2 .a.6 317.2 .a.7 317.2.a.8 317 .2.b .3 317.2.c .1 317.2.c .2 317.2.c .3 317 .2 .c.4 317.2 .c.5 317.2.c.5.A 317 .2.c .5.B Type of pipe to be used will be D.l.P., Class 50 . Maximum loading of new pipe will be 92 .31%. See Exhibit 1. See attached construct ion drawings. Connection of additional areas has been taken into account. See Exhibit 1. l&I T.V. scanning of the interior of the pipes will be performed as the lines are installed to determ ine anticipated infiltration and inflow. See constructions drawings. Capacity Calculations have been performed with an l&I factor of 2,000 GPD per inch per mile . No unfavorable soil conditions are expected. This assessment is based on experience with previous similar construction on adjacent sites. See attached construction drawings . See attached construction drawings. See attached construction drawings. See attached construction drawings. See Section 3 above . Pipe shall be D.1.P. Class 50 under existing roadway, about 2504 feet. See attached construction drawings. See 317.1 .c .1.G See attached construction drawings. See attached construction drawings. See 317 .2.a.2 Sewer line is crossed by a water line . See construction drawings. No combined sanitary and storm sewers will be installed. No active geologic faults are known to exist on the project site . See Section 3 above and II Line shall be 8" in diameter. Full flow velocity is calculated at 2 . 73 feet per second (h igher than minimum allowed 2.0 fps). Flow velocity at highest capacity (2 .73 fps) is lower than maximum allowed 10.0 fps. All pipes are in straight alignment and uniform grade between manholes. See attached construction drawings. See attached construct ion drawings. No brick manholes will be installed. Longest spacing between manholes is 471 feet. -2 - 317.2.c.5 .D 317.2.c.5. E 317.2.c.5.F 317.2 .c.5 .G 317.2 .c.6 See attached construction drawings. No drop manholes are specified . All proposed manhole covers in this project are located outside the 100- year flood plain. Access to all manholes will be by portable ladder. No inverted siphons are planned . a~~ --------~--------------::. _________________________________ _ CHRISTIAN A. GALINDO, P.E. # 53425, R.P.LS. # 4473 January 20, 1997 -3 - Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: SANITARY SEWER Comment: CONDITIONS AT MAXIMUM FLOW Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 0.67 ft 0.0050 ft/ft 0.013 0.93 cfs 0.62 ft 2.73 fps 0.34 sf 0.46 ft 0.0088 ft/ft 92.31 % 0.87 cfs 0.93 cfs 0.49 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 EXHIBIT 1 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: SANITARY SEWER Comment: ACTUAL DISCHARGE Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 0.67 ft 0.0050 ft/ft 0.013 0.48 cfs 0.36 ft 2.52 fps 0.19 sf 0.32 ft 0.0069 ft/ft 53.18 % 0.87 cfs 0.93 cfs 0.83 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 3-'lf:, ;z..-1.3-9~ c~ 1/)1/)1/) I I I "'"'"' I-I-1-w w w WWW ::c::c::c "'"'"' .... w ::E 0 0 I '-t,;_ I (.,,;C-I L C.. .· ' // I , .1.-/ TEC.H.A/01...0G '( 13tiS I N&SS fV O VE/1/18€-< 18; 1996 PARK SA /II /TAR V 5E Y..leR CAL (?ILAll<2 N5 LIS£ A FAc!.T()J< o F 3, 0 6AL.LoNS ?ER ;Vt l .Vl./n: PEI? Ac~c. TOTAL t,./.A-rER C0Nst.1MPTION :=: 121.® t /'10 == 264.8 Gi?/t1 = o . .5 90 C!-FS /. STA o+oo -"""'-- ct.IS/ MH /O J? 2.bB. B'? r/.. Z" 6 • Q~ I S TA 0+1.? MH -1 TC>? z~1,00 1 Fl 256 . Z'l 1 L.:= 15. 0 1 SLOPE -:. CJ, oo.5 Ir::Z: =zoOO <,;.,pD ?ER /N CH ?t!:N M!L£ (l.)1 P CL. 50) ;:. o. 003 091b7 CFS ,PE~ !NCH PE!< MILE ::: 5 , 8(, I Ix I 0 -l C..F.S P E J: //v'C./-1 SEWER = 8oYo oF v.J A-TEK' C.O N5/..IM.P T/CJN vJ Ar£R C.otVSUMPT!o A.I ::: 26 4, B 6P/.1 :: e,59 6 CFS SeWGR n.00 = 6 . so(a .s <Jo) t 5.8 011 xlo-7 (8)(15.0) -tJ • 1l2 f {JI 0 0 0 2 () -= cJ, 1122 C..Fs ) --<JJ.=: & 11 2. STA {)t-45 ~--.STA 1t65 MH -1 Ta? 26 "/, 00 1 FL 28(p. Zi I L;;:. 12 0,0' Q · -=cJ.171() CF-5 3. STA 1tta S .... S[A G +55 11/H-2 _To? 272 .oo' Ft. 2 58 .37' FROM ) Mtt-2 rol' z12.oo' PL 258,37 1 > t':: & ii MH-3 Ta.P 2 74, ()0 1 Ft.. 259. 3~1 L = I 9tJ, 0 I uLo?E; 0 .005 Q = o. 47 2.9 t-F5 ) </J=8" -· r :-- ·-·--r I . T" .. - '·--... -· ---' ' I . --, L I i i -· r --,. ·• 1·.' - , .. I --. -t -· I I t · ·,--I - I -·--I ... r ·· , ~ ... ·r . ; -· I I ... r ·y ---. !. ~ -, T --j .,.- ...... .,. I t -: •.• ' I I I i -·-:. -: ··---r-r ----! .. - • ! • -I -1 -I I I --:-·r , I I ' . ·--.--.----~. -· ! -I ' ,.. ;· -· --! -~-:- 1 j ! ; , . i ·--·'t - -~-..I __,..l.._ __ I , I Vl Vl Vl WWW a: a: a: <<< :::>:::>:::> ~g~ 1/)1/)1/) I I I Vl Vl Vl I-I-1-w w w WWW :r :r :r Vl Vl Vl L£7J3 E!TG R AN l> TCCH /ll<Jt..()G, y BUSI NGSS ?r/;fK /VO VEM.BEic 18,, /99&:. 4. ,5-ol 6 t=S.'5 .___ SZA l/t-<2.? MH-3 / -ro? z71,oo FL Z6CJ,3 0 1 L:: f/J (),0 1 lltH-4 It>? 271,00 I FL 24;,/. 68 1 0 -= <!J.~111 e,,Fs j ---. ¢ ::. e 11 5. STA II f 05 ~ ,5TA 15 -t 7.5 MH-1 F i(01Vl TOP z 77, ()O I . FL ZIP /. ~3 1 L;;: 17(),~' Q::. CJ, 1742 ~ .. rr;4 16t 75.-.-5721 20 f-46 279 ,00 1 263 · 6(, I FROM L .= '/ 7/, 0 I CFS Q =-0.1112 CFs ) MH-5 It) p 2 79. ()()I PL 2~3. 86'1 TOP FL ¢==8" . ___...... ¢ = B'' ) I I -.. -r -i. . . I ,-·r,... I I .... ' --·--,-. --i .L ---r I I -·~ ··-· • -· 1 I ! : i ' I ··--j ·--! ,- 1 ·-r-·"1 - -] -. r . --l --.. :-· I ·--,--~ I ,.---;-I .. -... ,. r~-- ' -· i -t ' ' --1 --, I 'f"• ----: -·1 - .. -1 ;·--·---;-·---· I ·--1 +-. i . I : 1 I ---'-· -L .. __ - % 2 / PRELIMINARY PLAT NOT FOR RECORD TECHNOLOGY BUSINESS PARK I SUBDIVISION PHASE OWNER/DEVELOPER: TEXAS OIOITAL SYSTEMS, INC. 512 WEST FM 2B1 B COillCE STATION, TX 77S4.5 '409-693-9371! llT: ROBERT BOWER LEGEND IR -IRON ROD IP -IRON PIPE Cl.I -CONCRETE w.RKER MOC = M>RK ON CONCRETE S/F -SET OR FOl.tlO FP -FENCE POST FC -FENCE CORNER ROW -RIGHT Of WAY BB -8l,CK TO BACK Of" CURB BL -BU ILDING LINE P~ -PUBLIC UTIU1Y E:ASMT. EE -El..ECTRICAL EASEMENT or -OlttjN.ACE £ASEM£NT K. ->CC£SS EASEMEN T PAE -PARKINC/>CC£SS EASMT. EM -ELECTRIC METER ET -EL£CTRIC TRllNSFOOl.ER E/P /L -El.ECTRICX../POLE/UCHT MH -MANHOLE CO -CLEAN OUT V04 -WATtR METER W/V -~TER,IVAL\£ SS -s.tHTNIY SEWER FH -ARE IMlRllNT GM -Qt.S METER T /B -lELEPHONE PEDESTAL C/TV -CABLE TV >I:. = lllR CONDffiONER OH -O\l'ERWNG ( M ) = MEASURED ( R ) -RECORDED 21 .4176-ACRE TRACT PART OF SO-CALLED 112.66 ACRES MORGAN RECTOR LEAGUE, A-46 VOL. -4-28, PG . 297 DEED RECORDS COLLEGE STATION, BRAZOS COUN1Y, TEXAS DATE: MARCH 1.3, 1996 APPROVED BY: CG REVISIONS: - NOTES : 1. >LL LINEAR DIMENSIONS ARE IN FEET UNLESS OTHERWISE NOTED. 2.ALL CAI.LS ARE MEASURED COLLS . 3. TOTAL AA£A -21 .4176 ACRES 4 . NORTti ORIENTATION IS ~ ON TRUE NORTH AS DETERMINED BY SOLAR OBSERVATION TAKEN ALONG THE NORTHWEST LINE Of THE LETBETTER TRACT BY <W!RETT ENGINEERING, JULY t 994. PROJECT 3-96 SHEET 1 0, 1 5. TOPOGRN'HY BY Wl.J..JO.MS-STllCl<HOUSE OBTAtlED FROl.I aTY OFCQ..L£0E STATION . B. BUILDtNG SETaACK LINES ESTABLISHED BY CITY ~ COLLEGE STATION ZONING OROltWl<:E WILL APPLY. .\ ' .. Director: Coordinator: EDUCATOR Austin, Tiffany Ezimako, Casmir Gentry, Maudia Lee, Bob Matthias, Mandy Neely, Debbie Olivarez, Olga Reyes, Angie Skog, Jennifer Trinh, Lan Yearwood, Sharlene Zimmerman, Mary Kay 1 2 3 4 HEALTH EDUCATION DIVISION Jean Dols, Ph.D, RNC, CNAA Michelle M. Galindo SPECIALTY COMMUNITY Sexual Health/ MLK lllV/AIDS Men's Health Strawberry Women's Issues/ BTGH Health Fair Coordinator Kashmere Kash mere Teen Health/ Settegast/HRC Alcohol & Drug Awareness Physical Fitness Baytown Cardiovascular Ripley Health Childbirth/Lamaze Mobile Children's Issues Acres Cancer Awareness Northwest Peer Education People's/Dental Health BTGH Information Line/ Health Fair .Coordinator Mental Health LBJ/Squatty/HRC Childbirth/Lamaze Mobile Geriatrics Casa Health & Safety Aldine OFFICE QMCH QMCH BTGH Kashmere Settegast Baytown/QM CH Ripley LBJ QMCH QMCH People's Holly Hall LBJ BTGH Casa Aldine N I s SCALE ,. = 100' 1 : 1,200 :: / , , 20 19 / / PRELIMINARY PLAT NOT FOR RECORD , , / N I s 'llCNrTY MAP -NOT TO SC>.!.£ TECHNOLOGY BUSINESS PARK ~4f, .... t ~ALINDO llNGINllERS AND P.Ll.NNKRS msl IOUT'M To:.. AVL. sum~ .VMI, TDM T7WDiZ 409 •t• - ~ 1DM ... ...m.. llQ, ttl '8'T,...,. acu..c-.u .,,_. ----,..__,._. SUBDIVISION PHASE I 21.4179-<ICltE 1l¥CT _, ~ SO-c.tU£l) 112.M .ICR£$ WORQfrH MCTOft L.DaLE. A-A6 YOL "28, PC. 297 DID A£XXJRDS COWl:E STAroN, ~OS COIJNN, ltX"5 l'llOJ[CT 3-96 '9HtCT 1 - 1 Director: Coordinator: EDUCATOR Austin, Tiffany Ezimako, Casmir Gentry, Maudia Lee, Bob Matthias, Mandy Neely, Debbie Olivarez, Olga Reyes, Angie Skog, Jennifer Trinh, Lan Yearwood, Sharlene Zimmerman, Mary Kay 1 2 3 4 HEALTH EDUCATION DIVISION Jean Dols, Ph.D, RNC, CNAA Michelle M. Galindo SPECIALTY COMMUNITY Sexual Health/ MLK HIV/AIDS Men's Health Strawberry Women's Issues/ BTGH Health Fair -. Coordinator Kashmere Kash mere Teen Health/ Settegast/HRC Alcohol & Drug Awareness Physical Fitness Baytown Cardiovascular Ripley Health Childbirth/Lamaze Mobile Children's Issues Acres Cancer Awareness Northwest Peer Education People's/Dental Health BTGH Information Line/ Health Fair .Coordinator Mental Health LBJ/Squatty/HRC Childbirth/Lamaze Mobile Geriatrics Casa Health & Safety Aldine OFFICE QMCH QMCH BTGH Kashmere Settegast Baytown/QM CH Ripley LBJ QMCH QMCH People's Holly Hall LBJ BTGH Casa Aldine PART OF 11 2 .86 ACR . 428/297 (UN PLATTED ) ET • fl.ECTRIC l'R.>N SFORM ER E/P /L = El..£CTRIC>.l/POlf/UGHT MH • WNHOLE CO = C~ OUT WM • WATER MrnR W/V = WATER/VALVE SS • Sl.N ITAR'r' SEWER F'H = Fl RE HYDRANT GM -~ MrnR T/8 = m.El'HONE PEDESTAL C/TV • QABLE lV >I; = >IR OON)ITIONER OH • OVERHANC ( M ) = MEASiJRm ( R ) -RECORDED 7 ' ' --· ·--. I 1" = -~'1.B'O 1 : .+,2ocr t,4t£J P HASE © "' () + c, / / / 20 18 / PRELIMI NA I NOT FOR TECHNOLOGY E SUBDIVISIOr Director: Coordinator: EDUCATOR Austin, Tiffany Ezimako, Casmir Gentry, Mandia Lee, Bob Matthias, Mandy Neely, Debbie Olivarez, Olga Reyes, Angie Skog, Jennifer Trinh, Lan Yearwood, Sharlene Zimmerman, Mary Kay 1 2 3 4 HEALTH EDUCATION DMSION Jean Dols , Ph.D, RNC, CNAA Michelle M. Galindo SPECIALTY COMMUNITY Sexual Health/ MLK IIlV/AIDS Men's Health Strawberry Women's Issues/ BTGH Health Fair Coordinator Kash mere Kash mere Teen Health/ Settegast!HRC Alcohol & Drug Awareness Physical Fitness Baytown Cardiovascular Ripley Health Childbirth/Lamaze Mobile Children's Issues Acres Cancer Awareness Northwest Peer Education People's/Dental Health BTGH Information Line/ Health Fair -Coordinator Mental Health LBJ/Squatty/HRC Childbirth/Lamaze Mobile Geriatrics Casa Health & Safety Aldine OFFICE QMCH QMCH BTGH Kashmere Settegast Baytown/QM CH Ripley LBJ QMCH QMCH People's Holly Hall LBJ BTGH Casa Aldine o}I\ _, \\-\ ' ~' :x<~",, ' ' / ' / ' PHAS~Ul / /x ET -a..ECTRIC ~SFORMER E/P /L = El.ECTRICAl/POl..E/UGHT MH -M.tNHOl.£ CO = C~ OUT WM • WATER METER W/V = WATER/VAi.Vi: SS -s-.HITAR'I' SEWER FH = FlRE HYDRANT OM • ll,l,S MITER T/B = TELEPHONE PEDESTAL C/TV -c.;.aLE 1V >/:; = ,llR COl()ITOOER OH -OVERHANG ( M ) = MEASURED ( R ) • RECORDED 1;;--·~--~2A!'f 1 1 ,200 -:iv 44) / / 18 ' 17 "" 20 19 / PRELIMINAI NOT FOR TECHNOLOGY E SUBDIVISIOr Director: Coordinator: EDUCATOR Austin, Tiffany Ezimako, Casmir Gentry, Mandia Lee, Bob Matthias, Mandy Neely, Debbie Olivarez, Olga Reyes, Angie Skog, Jennifer Trinh, Lan Yearwood, Sharlene Zimmerman, Mary Kay 1 2 3 4 ' HEAL TH EDUCATION DIVISION Jean Dols, Ph.D, RNC, CNAA Michelle M. Galindo SPECIALTY COMMUNITY Sexual Health/ MLK HIV/AIDS Men's Health Strawberry Women's Issues/ BTGH Health Fair Coordinator Kash mere Kash mere Teen Health/ Settegast/HRC Alcohol & Drug Awareness Physical Fitness Baytown Cardiovascular Ripley Health Childbirth/Lamaze Mobile Children's Issues Acres Cancer Awareness Northwest Peer Education People's/Dental Health BTGH Information Line/ Health Fair Coordinator Mental Health . ~ .. LBJ/Squatty/HRC Childbirth/Lamaze Mobile Geriatrics Casa Health & Safety Aldine OFFICE QMCH QMCH BTGH Kash mere Settegast Baytown/QM CH Ripley LBJ QMCH QMCH People's Holly Hall LBJ BTGH Casa Aldine TEXAS DIGITAL SYSTEMS College Station , Texas UTILITIES IMPACT REPORT TECHNOLOGY BUSINESS PARK College Station, Texas May 15, 1996 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas 77802 (409) 846-8868 Mr. Kent Laza, P.E. City Engineer City of College Station College Station, TX May 15, 1996 Subject: Impact Studies Approximately 75 . 7 acres Technology Park Subdivision and Adjoining Areas College Station , TX Dear Mr. Laza : Please find enclosed for your review and approval the referenced report in duplicate with the necessary exhibits to illustrate our findings . Additionally a separate sheet , 24"x36" in size, titled Master Preliminary Plat , Technology Business Park , Phase I, is attached . Sincerely, GALINDO ENGINEERS AND PLANNERS Christian A. Galindo, P.E., R.P.L.S. President cc: Texas Digital Systems W. C . Scarmardo , Architect 1. TRACT DESCRIPTION TECHNOLOGY BUSINESS PARK IMPACT STUDIES Technology Park Subdivision is located at the southeast corner of the intersection of S.H. 6 , East By-Pass, and Sebesta Road . Phases I and II encompass a total of 34.381 acres including the access road from the S.H . 6 Service Road into the Subdivision. For the purpose of these studies the adjoining areas between this subdivision and S.H. 6 , an additional 41 .28 acres have been included, bringing the total area to 75.66 acres. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041C 0205-C, July 2 , 1992). This has been confirmed by the City of College Station Engineering Department. 2. STORMWATER RUNOFF Phase I is traversed by Foxfire Tributary A. Most of the runoff from the 75 .66 acres flows east through this creek. The 75.66 acres have been divided into 1 O sections as shown on the attached drawing. Sections 1, set aside as a green buffer belt will not be developed. Sections 2, 3 and 5 , within Phase I, and Section 8 within Phase II, will be developed as part of the new R&D Zoning District. Section 4 will be access and internal roads . Sections 6 and 7 are presumed to be developed as low density residential. Sections 9 and 1 O currently drain towards Sebesta Road and it is presumed that this pattern will be maintained after development. Exhibit A shows the runoff calculations for the total area for several rainfall periods. All ponding computations have been made using a 100-year return period . In this Exhibit Point 1 is defined as the location where a culvert will be placed under Technology Parkway to allow upstream runoff to drain into the creek. Point 2 is the location of the proposed pond for stormwater detention. Point 3 is the location towards which runoff from Sections 9 and 1 O enter Sebesta Road. Using the post development runoff estimate for Sections 3 , 4, 7 and 8 the size of the culvert required to cross Technology Parkway has been estimated as a double barrel 42" RCP pipe. This culvert will allow conveyance of the 100-yr flow without ponding. See Exhibit B. -1 - Lowest finished road grade above culvert is estimated to be 272.0'. On-site detention will be provided for all runoff converging at Point 2 by building an earthen dam, 7.5' high, located on the drawing , approximately 80' west of the eastern boundary of Phase I. The weir will consist of a 95'-long 48" CMP at 0.40% slope with inlet and outlet control. Summary routing computations are given in EXHIBIT C for five different storms. Routing computation for the 100-yr storm additionally show the inflow/outflow hydrograph. Maximum elevation attained for the 100-yr storm is 269.42'. 3. POTABLE WATER Water service will be from an existing 12" water line on the south side of Sebesta Road . Water demand has been calculated for Phases I and II of Technology Business Park , excluding the area reserved or green belt buffer , and the adjoining areas owned by the East By-Pass Development Corp. The total estimated area is 64.46 acres. The estimated demand includes the required fire flow for a proposed R&D Zoning district. EXHIBIT D gives the estimated demands for Phase I and II used for sizing the proposed water lines. Water demand estimated for adjoining areas was calculated for the purpose of computing sanitary sewer flows exclusively. Sizing of the water lines for the Technology Business Park is given in the blueprint drawing . Line 1 will be 1 O" in diameter. Lines 2 and 3 will be 8" in diameter each . An analysis of each of these lines is given in EXHIBIT E. A line pressure of 90 psi at the existing 12" water line along Sebesta Road was assumed for this analysis . Water pressure at the end of either 8" line is estimated to be 41 .43 psi. 4. SANITARY SEWER Sanitary Sewer will be connected to an existing 15" line on the eastern boundary of Foxfire Phase One . The total sewer demand for the subdivision and the adjoining tracts was calculated at 80% of the water consumption estimated in EXHIBIT D. This demand was further increased in all cases to account for infiltration and inflow as shown in EXHIBIT F. All sewer lines were sized at 8". A hydraulic analysis of the sanitary sewer line is given in EXHIBIT G . Maximum flow for this line is calculated at 1.00 cfs which is greater than the -2 - estimated sewer flow of 0.26 cfs . 5. ELECTRICITY Electricity requirements for both phases of the subdivision have been estimated based on the installed capacity for Texas Digital Systems at its existing locat ion. Currently Texas Digital Systems only requires single-phase electric ity but there exists a strong possibility that three-phase will be needed in the near future. It is also possible that other businesses in the subdivision might require three-phase current. The estimate given in EXHIBIT H is for single-phase, 208-Volt , 60-cycle supply. The total amps required is estimated around 9 ,000 . 6. TRAFFIC All streets within the subdivision are to be private but built to City of College Station standards . With the exception of two boulevard-type sections (traffic divided by an island) along Technology Parkway , with a right of way width of 70 ', all streets will have a right of way of 60 '. The back of curb to back of curb section will be 39.0'. No through traffic is envisioned for these streets and their use will be limited to employees , business clients and support vehicles. CHRISTIAN A. GALINDO, P.E. # 53425, R.P.LS. # 4473 May 15 , 1996 ~''''"'"'~ ,.,,. F ..:-..., '\ t 0 r ~ I .: "'-~ ········· ......... ,,_..& '4 : i-;' .. •· ··.:'o-~ ;*/ \1c \ :I *1 \ * ~ ~·••••••••,..•••••••~••o•••••••••••••••••~ ~C H RISTIAN A. GALINDO~ ~············ ..... -........... ...., ....... ·····:Y ~ • 3425 . "" ~·'3\ 5 /Q:-/;/ ~ 1b · .. ,P.... ~<:::> •• '<.'<; "' ~ •• :.<'~·.:.~.G ISTf.. ~ .•.. ··"~I : '"t~ ,.Ss ............. ,<::,.' .tr:' 0 IONAL t """ ..::-• .... -i\\"~''":.>; ...., -3 - 9~: 3-9 :~~~: 1EC~N o;:e: 05/13 cr:v ?llS lllESS DdP,~ 6 p._;~0 p !: T ! I f'~1~ CALCULAT!CNS lL ~~rue~ y: Sraz0~\ ~ '1 ii I i rnir.. ------------------------------------------------------------------Secti~e S ii l C Veio ~~~oth T co~c. 1n " Q 0 0 C 0 T pe !cres ' s ·rt Ca1c. '.! ed Sy·s 10 yr~ 25 :~s :Dy·s 1QOy·s :::::::::::::: ::::::::::::::::::::::::::: ::::::::::::::::::::::::: :::::::::::::::::::::::::::::::::::::::::::::::~ Before !mprovements 1 Creehide 2 Nat. or as 5 Nat. gras 6 Nat. gr as Subtotal 3 c~e~~s de &Mst.OGS ; ~at. ii. as eNat.9ss Total ~ 0o;r.t rota l ~ 0oi·,~ 9. S70 7. 100 1. d 50 24.540 £ 2. 760 1. 0 0 ?.3 0 13.8 0 in Q n .. ... :.J 28.QA 70.SOC ~ ~st 0•3~ 2 250 10 N3t. ~r~! 2 SOO Tota i ~ 0oint A. 8f Afte· 'ro·ovements 1 c~ =~~ : .~~~ 28~ire .100 5 Bu ~l'\e .~se ~L9 2~.5AO Subtotal Sus1ne~s 5tree: LDP. s~~1~:2s fot3j ~ O~irt 1 ol::l ~ ?'..'ir,: '• ~ LDR 1 Q t_DP. Tota 1 @ Point 2> 4? 760 '. OiO .300 .850 ! . 2 '0 28.04 70.800 2 2EQ 2 500 4 . 8 E 0.280 0. 3 5 0 0.250 0.400 0.220 0. 370 0.350 0. ?SO 0. 300 0.300 0. 8~ c. oe 0. 00 o. e~ 0. 00 0. 00 c. co 0. co 0.500 G.500 1. 800 2. 300 1. 000 1.200 .70C .OPO .OCQ .000 1. 000 1 oro 8QD .000 .80D r, r: r. ,',,!\:\, 1 8C :; 1.800 1. 800 500 350 1 '7 0 0 50 00 00 00 AOO !00 '. ~00 d~0 'iiH'i ~ ~ '.• 700 '50 OGO ' . 100 ; o~~ lOO !QQ 157 3.6 5.8 23.6 ~ ' L. ,.• 1U 1 ~.:: 16.i f 7 c 1 .,}. t 1 c 1 '~ H ,, 1 c ' l 3.i ~-7 15. i 10.0 10.0 23.5 10. 15. 18. 15. , n n ._ ' 10 0 : s. -10 ~ 0 '0 1 c; 7 ~ c 0 0. 0. '0 0 'O.~ '5. 36 15. 01 2. 19 59.31 18.d9 16.97 2.47 67.02 92.8i 104.95 42 . 14 ~ . ~ 1 2 . 8 s c; ~ 7 ~ ,J.J, . .,, 1.6 5.8 11 , .,:.J, I ?5.8 65' 37 21. 1i 19.0 2.83 76. 75 24.00 22.03 3. 21 87.01 25 O! 22.98 3.35 90. 7i 20.19 136.24 142.15 .84 .65 3 . 9 3 2 . 5 8 1s.c1 209 7 . 5 4 £3.00 33. SA 86. 1 s . 1 g . 27 d • 86 ' 00 J .•• 8?. on 151.€0 71 .31 i96.20 222.i• ~?2 0~ d 1 . £.71 8.81 , ~ 30. &: ! ! i d.€3 5.33 9.95 1 ~ • 4? 'j j c ~ c c~ -· ' ~ .J 33.77 5.30 6.10 11. iO S.0~ 6.91 ! 2.? 2 ~ . 17 : l 3 . 85 u "I 0 ,,;"t ... 9 .94 108. ~ ! ' 21 13 48 ... , c t\ <. • 45 ~ " 1 113. l 1?5 fS 1(3. 12 163.91 1B5.@r 193.85 1 1 ~ 7 ' t i1 ~ . ~ 3 I '1 . .) ' 5 . 0l : 86 16. ; ? 54. : 9 5U2 ~ 8. i 5. 1 6 7 111 ,, 1?5.6'. 143.85 163 o: 170.13 ~?1.SO 258.7? 307.76 Ji8.87 363.98 s g1 -? 5 'l.58 7 72 3 ~g ; 6. 5 9 8.84 10. 17 19.00 10 02 11 . ~· ~ 21 "' d 10.!5 12. ~: 22 ~7 5 'fr 6.0A2 7.693 7 .693 4.9~0 i. t: 9 6.04 5. H 5.0d 1 . 6 9 3 7.593 6. I 7. s 7 7 i ' i . ~ 9 3 i . 6 9 3 &:01 0 y ... ~ 2~ yrs 59yrs 1Q0yr~ ~.827 8.6:!5 8. 635 5.669 8. 3 s E . '.' 6 cl E. /i 8 635 8 625 c 0"' Q t ' . B 3 8 1 p E Q : 8 S3S 2 ~~5 i. 819 9.Hl 9.86i £.507 .861 .?1? .150 ~ l 0 • J • .854 1 . 14 8 l . 148 ,3g2 ~ ~ ~ 8 8. St 8. 5~ 8 5~ ?.2 8 1. 6 9 11 .6 9 1.7 6 1 . E .2 . 8 ? o.3E' 1: 1t8 11 .62? 9.861 i'.. 148 i~ 532 ; o 1 a 8fi B6' ot; 9 s· l c; . " 2' ~2 9 6, g ? ~ .! 1 i 1 ! ? ' .. !!~ i1c; : i 'lS i 1~8 1 .065 . 1t8 ~ ~ ~ c. ' 1 ~ ~:: I j ~ ~ ~ G tH. .. c: c ; 1 6 ~ c 1 , 1 c; Q 9 8~1 ;1 14? 1 ! .63? ?.8~1 '' 1~2 i' S3~ fTi )< I ~ w r~ -: ~, . ..:...·· Circular Channel Analysis & Des ign Solved with Hanning's Equation Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK Comment : 2 CULVERTS UNDER THECNOLOGY PARKWAY . EACH: Solve For Actual Discharge Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Depth ............ . Computed Results: Discharge ...•..... Velocity ........ .. Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity.··~· QHAX @.94D ....... . Froude Number .... . 3.50 ft 0.0070 ft/ft 0.013 3.50 ft 84.18 cfs 8.75 fps 9.62 sf 2.86 ft 0.0070 ft/ft 100.00' 84 .18 cfs 90.55 cfs FULL Open Channel Flow Hodule, Version 3.21 (c) 1990 Haestad Hethods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 EXHIBIT B POND-2 Version : 5. 17 S/N : Page 3 EXECUTED: 05-10-1996 14 :07 :46 STORM # 1 Return Fre q: 5 years ****************** SUHHARY OF ROUTING COMPUTATIONS ****************** Pond File: B:\3-96PND\3-96 .PND Inflow Hydrograph : B:\3-96PND\5D .HYO Outflow Hydrograph: B:\3-96PN0\5 OUT .HYO Starting Pond W.S. Elevation : 262 .40 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow Peak Elevation : 271.69cfs 70 .33 cfs 268 .23 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0 cu-ft 14 1,20 1 cu-ft 141 ,20 1 cu-ft Warning : Inflow hydrograph truncated on left side . POND-2 Version: 5. 17 S/N : EXECUTED: 05-10-1996 14:07:46 STORM # 2 Page 3 Return Freq : 10 years ****************** SUMMARY OF ROUTING COMPUTAT IONS ****************** Pond File: B:\3-96PND\3-96 .PND Inflow Hydrograph : B:\3-96PND\10D .HYO Outflow Hydrograph: B:\3-96PND\10 OUT .HYO Starting Pond W.S. Elevation = 262 .40 ft ***** Summary of Peak Outf low and Pea k Elevation ***** Peak Inf low Peak Outf low Peak Elevatio n : 305 .84 cfs 73 .36 cfs 268.56 ft ***** Summary of Approx imate Peak Storage ***** In it ial Storage Peak Storage From Storm O cu-ft 163,976 cu-ft Total Storage in Po nd : . 163,976 cu-ft Wa rni ng: Inf low hydrograp h truncate d on left side . POND-2 Version : 5. 17 S/N : EXECUTED : 05-10-1996 14 :07:46 STORM # 3 Page 3 Return Freq : 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: B:\3-96PND\3-96 .PND Inflow Hydrograph : B:\3-96PND\50D .HYO Outflow Hydrograph: B:\3-96PND\50 OUT .HYO Starting Pond W.S. Elevation : 262 .40 ft ***** Summary of Peak Outflow and Peak Elevation***** Peak Inflow Peak Outflow Peak Elevation : 395 .80 cfs 79.82 cfs 269 .30 ft ***** Summary of Approximate Peak Storage ***** Ini t ial Storage Peak Storage From Stor m : Tota 1 Storage in Pond 0 cu-ft 225 ,314 cu-ft 225 ,314 cu-ft Warning : Inf low hydrograph truncated on left side . POND-2 Version: 5.17 S/N: Page 1 Return Freq: 100 years EXECUTED: 05-10-1996 14:07:46 STORM # 4 ********************************************* * * * TECHNOLOGY BUSINESS PARK DETENTION POND * * ********************************************* Inflow Hydrograph: B:\3-96PND\100D .HYO Rating Table file: B:\3-96PND\3-96 .PND ----INITIAL CONDITIONS----Elevation : 262.40 ft Outflow : 0.00 cfs Storage : 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS -------------------------------------------------------:ELEVATION OUTFLOW : STORAGE : I 25/t I 2S/t + 0 I I I I I (ft) (cf s) I (cu-ft) : I (cf s) I (cf s) I I I I I I 1 __________________ 1 __________ 1 1 ____________ 1 _____________ 1 I I I I I I I 262.40 0, 0 I o: I 0.0 : 0.0 . I I I 262.90 1. 4 94: I 3' 1 : 4.5 I 263.40 5.5 150: I 25.0 : 30.5 I 263.90 11.6 2, 531: I 84.4 : 96.0 I 264.40 19. 1 6 I 051: I 201.7 : 220.8 I 264.90 I 27.5 12,021: I 400.8 I 428.3 I 265.40 : 35.9 21, m: I 703.6 . 739.5 265.90 : 44.0 33,959: 1131'8 117 5' 8 266.40 : 50.4 50,m: 1688.2 1738' 6 266.90 : 56.6 70,491: 2349.2 2405.8 267. 40 : 62.2 93,692: 3122.4 3184.6 267. 90 : 67.3 120,524: 4016' 7 4084.0 268.40 : 71.9 151J932: 5063.4 5135' 3 268.90 : 76.5 189, 773: 6324.5 6401.0 : 269.40 : 80.7 234,691l 7 8 21 '5 7902.2 : 269.90 : 84.7 287,295l 9574.6 9659.3 : 270.00 : 85.4 298,792: 9957 .8 10043.2 : --------------------------------------------------------Time increment (t) : 1.0 min. POND-2 Version: 5. 17 S/N: Page 2 EXECUTED: 05-10-1996 14 :07 :46 STORM ~ 4 Ret urn Freq : 100 years Pond Fi le: B:\3-96PND\3-96 .PND Inflow Hydr ograph : B:\3-96PND\100D .HYO Outflow Hydrograph : B:\3-96PND\100 OUT .HYO INFLOW HYDROGRAPH ROUTING COMP UTATION S ----------------------------------------------------------------------- I TIME I NFL OW : 11+ 12 I 2S/t -0 I 2S/t + 0 : OUTFLOW :ELEVATION : I I I (min) (cf s) I (cf s) I (cf s) (cf s) I ( cfs) I (ft) I I I I I 1 _________________ I _________ ! _______________________ 1 _________ 1 _________ 1 I I I I I I 0.7 23.69 : I 0.0 0' 0: 0.00 : 262.40 : I 1. 7 56 . 14 : 79.8 : 59 .6 79 .8: 10. 10 : 263.78 : 2.7 88.58 : 144.7: 168 . I 204.4 : 18. 11 : 264.33 : 3,7 I 121.03 : 209 .6 : 326 .8 377 . 7: 25.45 264 .78 : u I 153.48 : 274.5 : 537 .0 601.3 : 32 . 17 265 . 18 : I 5. 7 : 185 .93 1 339.4 799 .5 876 .4: 38. 44 265.56 : 6.7 : 218 .38 404 .3 1115 ' 2 1203.8: 44 ' 32 265.92 : 7. 7 : 250.83 469.2 1487 . 1 1584 .4: 48 .65 26 6.26 : 8' 7 : 283 .28 534 ' 1 1915 ' 2 202u : 53 .03 266 .61 : 9.7 3-15. 7 3 599 .0 2399 .4 I 2514 .2: 57. 38 266 .97 : 10.7 348 ' 17 663 .9 2940 . 7 : 3063.3: 61.33 267.32 : 11.7 380 .62 728 .8 I 3539 .6 : 3669 .5: 64 .95 267 .67: 12 . 7 413 .07 793.7 4196 .5 : 4333 .3: 68 .39 268.02 13' 7 389 .38 802.5 4856.3 : 4998 .9: 71 . 30 26 8.34 14.7 356 .93 746 . 3 5455 .4 5602 .6: 73,60 I 268 .58 15. 7 324.49 681 . 4 5985.8 6136.8: 75.54 : 268 .80 16. 7 292.04 616 .5 6448 .2 6602.3: 77.06 : 268.97 17.7 259.59 551. 6 6843.5 6999 .8: 78. 18 : 269 ' 10 18 . 7 227. 14 486 .7 : 7172 .0 .7330 .2: 79 . 10 : 269.21 19.7 194 .69 421.8 : 7434. 1 7593 .8: 79 .84 : 269.30 1 20 . 7 162.24 356 .9 : 7630 .3 7791 . 1: 80 . 39 : 269 .36 : 21 . 7 129 '7 9 292.0 : 7760.8 7922.3: 80.75 : 269 .41 : 22.7 97 .35 2 27. 1 : 7826 .2 7988.o : 80 .90 : 269.42 : 23.7 64 .90 , 162 ' 3 : 7826 .6 7988 .4: 80.90 : 269 .42 : 24. 7 32 .45: 97 .4 : 7762 .5 7924.o: 80 . 75 : 269 .41 : 25 .7 o.oo : 32.5 : 7634 ' 1 7794 .9: 80 .40 : 269.36 : ----------------------------------------------------------------------- POND-2 Version: 5. 17 S/N : EXECUTED : 05-10-1996 14:07:46 STORM ~ 4 Page 3 Return Freq : 100 ye ars ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fi le: B:\3-96PND\3-96 .PND Inf low Hydrograph : B:\3-96PND\100D .HYD Outflow Hydrograph: B:\3-96PND\100 OUT .HYD Starting Pond W.S. Elevation : 262 .40 ft ***** Summary of Peak Outflow and Pea k Elevat ion***** Peak Inf low Peak Outf low : Peak Elevation : 413.07 cf s 80.90 cfs 269.42 ft ***** Summary of Appro ximat e Peak Storage ***** Ini tial Storage Peak Storage From Storm Tota 1 St or age in Pond O cu-ft 237,272 cu-ft 217,272 cu-ft Warning : In flow hydrograph truncated on le ft side . PON0-2 Vers ion : 5. 17 S/N : STORM ~ 4 Pond File : 8:\3-96PN0\3-96 .PNO Inflow Hydrograph : 8:\3-96PN0\100D .HYO Outflow Hydrograph : 8:\3-96PN0 \100 OUT .HYO Peak Inf low Peak Outflow Peak Elevation : 413 .07 cfs 80.90 cfs 269 .42 ft Page 4 Return Freq : 100 years EXECUTED: 05-10-1 996 14:07:46 F 1 ow (cf s ) 45 90 135 180 225 270 315 360 405 450 495 ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _ I I I I I I I I I I I 4.8 - 5.8 - 6.8 - 7.9 - 8.9 - 9.9 - 10 .9 - I 11.9 -: I I 13 . 0 -: I I 14 .0 -: I I 15 . 0 _I 16.0 - 17 .0 - 18 . 1 - 19. 1 - 20 . 1 - I 21. 1 - 22. 1 - 23 .2 - TIME (min) x x x x x x * * * x * x * x x x x * x x * * * x x Fil e: 8:\3-96PN0\1000 .HYO Qmax: * File: 8:\3-96PN0\100 OUT .HYO Qma x : * * * * * 80 . 9 cfs 413 .l cfs * * * . .,... .,. """' !:- ' : u }-?C T~CHOlOGY PARr SUBDIYIS!ON PMftS~ ·~Sl'J:.:9~ ::::::::::::::::::::::::::::::::::::::::::::::::::::::~:::::::::::::::::::::::::: fSTIMAT'.0 F'R'. ·~ow •oR 0~~sf~ 1 ~ 1 • · ~OT & !_.'.) T com~. BtOG FiqE P01_1i!~ A~9 TOTA~ '01 Al BLOCr. 6,Di::t COEn. !Rf 6 ''.)'II !_IP i~OWN FI_ 0'11 FL ~w c1_ow acr. s ·l' f: 3 [ -;. ~Dfl' ~ ?rll' rf, -' 2-2 O.~O 0.90 s oon 1 ' ii€ ~so 80 ?.m i; 011 -2 0 55 0.30 3.500 ~ )8 ' oon gQ 1. 900 ! . 01' 20-1 0.90 10.oon i S?O l 150 iO ? .?75 ~ €?3 20-1 0.90 8.000 ' HS I 500 70 ? i; i; n • ~ _, .1 : 68? 20-1 6.60 0.90 B 000 1'44 0 500 80 ?.W ~ Q16 21-1 0.50 0 30 uoo 958 1 '000 80 1 '8 0 0 ~ 0 11 2-1 o. 50 Q 90 3.500 958 000 80 1 800 d '0 11 i -i ~ 67 0.90 J.000 I . Q?' ' 000 so , ?n~ i QI 1 ---------0 1? .... 1 .. ESTIMATED Flq: FLOW q:aU!Q~~E~T l~·x r:oor.i 7HL~ 1 · 1.'JC0 ?D~ -----------------------------------------------------·------------------------------------------------------------------------------------------------------------::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ESTIMATED 'll~TER CONSUM?T!ON FOR PHASES I & I 1 LOT & LOT WATER NUMBER VIAER PEAK TOTAL TOTAL IJSAGE BLOCK ARE? US~GE ~MPl_OY LISAGE ~JS 4GE !JS.AGE HS~GE PER AC. acr. ?Ode gpm t i rn~ s gol" cts ?Pm/ac 2-2 0.90 80 10 0. 5 6 3 0 1, E7 0.0037 1.8$ 1-2 0. 5 5 80 10 0.56 u 1 . 6 7 0.0037 1.01 20-1 6.60 80 40 2.22 1.0 6.67 0.0149 1. 01 21-1 0.50 80 10 0. 56 3.0 1 . 6 7 0.0037 3.33 2-1 0.50 80 10 0. 5 6 3.0 1 '6 7 0.0037 3.33 1-1 0' 6 7 80 10 0' 5 6 3.0 \ '6 7 0.0017 2.49 ------------------------------------9. 7 2 15.00 0.0334 1 54 USf ~ FACTOR OF 2.10 GALS PER MIN PfR ACQE FOP PH•S~ : I: 11. 07 ACR. y 2' 10 : 30.0S g pir. TOTAL FOR PHASES I AND I I 45.06 qcir· ------------------------------------------------------------------··--------------------------------------------------------------------·------------------------------------------------------------------------------------------------------------------------------------------------------------··----·-----------··--------------EST!~ATEO WATEP CO~SU~PTIQN c~p IQ.'0'u1~G 4DEAS: WATER NUMB ER WAT'.0 O£AK TOHL T~T 11_ '.'5.~GE ~R:A ~CRES USAGE E~PLOV. USA~'. 1_1SAG'. USAG~ L1SAG~ 0ER AC 9pm/3c g~m : , r.-1es 9r.I"· cfo 9pm/1C 24 :t ? ' 3 5S. H 1 '0 56.~~ o 1? s e 2. !O 13.86 2. 3 3 1 '8 8 1. 0 31. ea Q0710 2. 30 10 2.SO 2.' 5.98 1'0 5.98 v 013~ ? 30 ---------------------------------. --t 1 DC 94.30 Q ? 101 ? 30 ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: GALINDO ENGINEERS AND PLANNERS EXHIBI T E 3833 South Texas Ave., Suite 280 Worksheet Name : TECHNOLOGY PARK Comment: WATER DEMAN D -LINE 1 Solve For Pressure@ 2 Giv en Input Data: Elevation @ 1 .... . Pressure@ 1 ..... . Elevat ion @ 2 .... . Discharge ........ . Diameter ......... . Length .......... .. Hazen-Williams C .. Computed Resu lt s: Press ur e @ 2 ..... . Ve lo city ........ .. Head loss ......... . Ene rgy Grade @ 1 .. Energy Grade @ 2 .. Fr ictio n Slope .... 0.00 ft 90 .00 psi 0.00 ft 3050 .00 gpm 10 .00 in 1480 .00 ft 140 ' 00 62 .82 ps i 12.46 fps 62 .71ft 210 .04 ft 147 . 33 ft 42 .373 ft/1000 ft Pres su re Pipe Analysis & Des ign Circular Pipe Worksheet Name : TECHNOLOGY PARK Co mm ent: WATER DEMAND -LINE 3 Solve For Pressure@ 2 Giv en Input Data : Elevat ion@ 1 .... . Pressur e @ 1. ... .. Elevation@ 2 .... . Discharge ........ . 0 i amet er ......... . Length ........... . Hazen-Wi 11 iams C .. Computed Results: Pressur e @ 2 ..... . Velocity ......... . Head 1 oss ........ .. Energy Grad e @ 1 .. Energy Gra de @ 2 .. Friction Slop e .... 0.00 ft 62.82 psi 0.00 ft 3020 .00 gpm 8. 00 in 400.00 ft 140 .00 41 .43 psi 19.28 fps 49.34ft 150 .70 ft 101 .36 ft 123.347 ft/1000 ft Bryan , Texas n802 (409) 846-8868 Worksheet Name: TEC HNOL OGY PAR K Comment : WATER DEMAND -LI NE 2 Solve For Pressure@ 2 Given Input Data : Elevation @ 1 .... . Pressure@ 1 ..... . E 1 ev at ion @ 2 .... . Discharge ........ . Diameter ......... . Len gth ........... . Haz en-W i 11 iam s C .. Computed Results: Press ure @ 2 ..... . Veloci ty ......... . Head loss ......... . Energy Grade @ 1 .. Energy Grade @ 2 .. Fr iction Slope .... 0.00 ft 62 .82 ps i 0.00 ft 3020.00 gpm 8. 00 in 400 .00 ft 140 .00 41. ps i ~..}: 19.2 8 fp 7 t 150.70 ft 101.36 ft 123 .347 ft /100 0 ft Pressure Pipe Analys is & Des ign Circular Pipe Ope n Channel Flow Module , Version 3.2 1 (c) 1990 Ha estad Methods , In c. * 37 Brookside Rd* Waterbury, Ct 06708 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Mr. Kent Laza, P.E. City Engineer City of College Station College Station, TX Subject: Impact Studies Approximately 75.7 acres Bryan, Texas 77802 May 28, 1996 Technology Park Subdivision and Adjoining Areas College Station , TX Dear Mr . Laza: (409 ) 846-8868 As discussed at the review meeting held last week please find enclosed revised copies of Exhibits E, F and G to our Utilities Impact Report dated May 15, 1996. These exhibits should be reviewed along with the revised copies of the Master Preliminary Plat for this same project which is being submitted separately. The following changes have been made to the Impact Report: 3. POTABLE WATER Sizing of the lines have been changed to 1 O" in diameter throughout. A tested line pressure at the existing 12" water line on Sebesta Road of 95 .0 psi was used for the analysis . Water pressure at the either end of the line bifurcation in Phase I is not less than 60.07 psi. Maximum calculated velocity at all three sections of the line is slightly over 12 fps . Revised Exhibit E is attached . Since the proposed waterline layout exceeds the required maximum radial distance it may be necessary to apply for a variance . If so , the variance will be requested with the Final Plat. 4. SANITARY SEWER A revised layout for the sanitary sewer is given in the Master Preliminary Plat. A revision of the calculations is given in attached Exhibits F and G. The proposed lines are expected to amply carry the forecast demand. Sincerely, GALINDO ENGINEERS AND PLANNERS ~' Ctlrlatla . Galindo, P.E., R.P.L.S. President cc : Texas Digital Systems W. C. Scarmardo , Architect GALINDO ENGINEERS AND PLANNERS !:'.'../\-! J b I T 3833 South Texas Ave., Suite 280 Worksheet Name : TECHNOLOGY PARK Comment : WATER DEMAND -LINE 1 Solve For Pressure @ 2 Given Input Data : Elevation@ 1.. ... 276 .00 ft Pressure@ 1...... 95 .00 psi Elevation@ 2 ..... 272 .00 ft Discharge ......... 3050 .00 gpm Diameter.......... 10 .00 in Length ............ 1550 .00 ft Hazen-Williams C .. 140 .00 Computed Results: Pressure @ 2...... 68 .26 psi Y Velocity .......... 12.46 fps ~ Headless.......... 65 .68 ft Energy Grade@ 1.. 497.58 ft Energy Grade@ 2 .. 431.90 ft Friction Slope.... 42.373 ft/1000 ft Worksheet Name : TECHNOLOGY PARK Comment : WATER DEMAND -LINE 3 Solve For Pressure @ 2 G iven Input Data : Elevation@ 1.. ... 272 .00 ft Pressure @ 1...... 68 .26 psi Elevation@ 2 ..... 273.00 ft Discharge ......... 3020 .00 gpm Diameter.......... 10 .00 in Length ............ 430 .00 ft Hazen-Williams C .. 140 .00 Computed Results: Pressure @ 2...... 60.07 psi Velocity .......... 12 .34 fps Headless .......... 17 .89 ft Energy Grade@ 1.. 431.84 ft Energy Grade@ 2 .. 413 .95 ft Friction Slope .... 41.605 ft/1000 ft Bryan, Texas n802 (409) 846-8868 Worksheet Name : TECHNOLOGY PARK Co mment: WA T ER DEMA ND -LI NE 2 So lve For Pressure @ 2 Given Input Data : Elevation @ 1.. ... 272 .00 ft Pressure @ 1...... 68 .26 psi Elevation@ 2 ..... 273.00 ft Discharge ......... 3020 .00 gpm Diameter.......... 10 .00 in Length ............ 400 .00 ft Hazen-Will iams C .. 140 .00 Computed Results : ~ Pressure @ 2...... 60.6 1 psi Velocity .......... 12.34 fps ,/' Head loss .......... 16 .64 ft Energy Grade @ 1.. 431.84 ft Energy Grade @ 2 .. 415.20 ft Friction Slope .... 41.605 ft /10 00 ft P ressure Pipe Analysis & Design Circular Pipe Ope n C hannel Plow Module , Version 3.2 1 (c) 1990 Haestad Methods , Inc . • 37 Brookside Rd • Waterbury, Ct 06708 ~lr;;;,f L-,_~---------------.......-~.~ .--3-'76 TCCJ.-1/1/0LOG'Y 13U_.;?Ji,/ES6 PA R k i--MA y' /0 / /'996 " /, £XI.ST. M 1-1 ro :2b8, '8<7 Z$6 ., 0"1 L.=4b7,CJ Mii-A T O P z74,o FL ?.5'8.43 SLOPE :. t), IJ CJ5 I j. ..Z::-= :?, 000 GPO PE,r::: /NCH P'l:R: M I LE (t;;P CL .50) t:/.00 20 '1'467 CF5 PER. /NCI-! PER .11 /L.£ tf, 0000.5B6! I cFs PER. //I/cf/ G.EW ER = 80 ~ t/F NATER: C t:J/'./SL/Nf?T/OA/ .WATER CO/l/St.IMPT/0/1/ = /40 G P M .:::: tJ ,3 /2 CF5 6!;W£R. FLO W = c:J,Bo (c:J,...;/z ) + 5.Bb l(Xl o 7(a )410,o = CJ ,z4qe::, +-(),OO~Z . a .. tJ , 2 5 I 5 c . .FS '6 /) I' n 2. L ///,£; 8 MN-A i WP' 'Z.74,t'J FL. ~5~ •. 4.? ..3 . L IA/e;-11 c 1 ' MH-8 TCJP' 2 7b, D FL 1! 65, Z.:3 L = /, :j~C), r? TO L :::. /'f)O,tt> MH -1:? 7(.>P 2 76 . 0 FL 2b .ff,Z3 SLorE == t),{)t'J5 ) M!-1 -c T t!/P Z.75. {;? ;r=L 8 LOPE ) ---~......- c;6 .::. 8'1 9 A -g'IJ MAX, CAP,' .OF 8/J LINE AT t?, 47/t /e A/YX FLt>i'\l'_A.$?JV£. .SGE kXH/~I/ G , /, 00 C FS 1 G.REA TE R_ TllA/\/ 4 I L I /I/£ I/ .0 I/ MH-C TOP 2 75.0 FL.. 2,P~./~. L c '=· 28c:J.t> a= (/. 2so1 Mfl -.0 Tt?P 2 77, 0 F L 267'.53 GLOP£ = 47,005 ) ___ ,,... MAX cAP.:tJF 8 11 L./NE@ ~,.50 % IS /.t?/ CFS 1 GRc=--4 7i!:R:.. 7?'/A.N Al'\IY FL?JW A50 V E, .SEE E'}(/-1 1 8/T G . > ! " ~ z "' 0 n ;;; ... -< 2 • GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 280 Bryan, Texas n802 (409) 846-8868 Circular Channel Ana l ysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: TECHNOLOGY PARK Comment: SEWER LINES "A", "B", ''C" OR "D" Solve For Actual Discharge Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Depth ............ . Computed Results: Discharge ........ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 0.67 ft 0.0050 ft/ft 0.012 0.63 ft 1.01 cfs 2 .92 fps 0 .35 sf 0.48 ft 0.0079 ft/ft 94.52 % 0.94 cfs 1.01 cfs 0.48 (flow is Subcrit i cal) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 MAY .. i z: I ___;...;.._...;.._-;....___;,- j ! \ 1 ... M.Jl!. ... ~~-.. J . -i .. . i \ ... r ···+·-· -· •···· ··\ .... .... \ ···,f>:;:.$,'.'. .. L .. ..t ...... ! .. -.; ..... ·j··· Circular Channel Analys is & Design Solved with Manning's Equation Open Channe l -Uniform flow Worksheet Name: TECHNOLOGY PARK Comment: SEWER LINE "A", "B" OR "c" Solve For Actual Discharge Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Depth ............ . Computed Results : Discharge ........ . Velocity ........ .. Flow Area ........ . Critical Depth ... . Critical Slope .. .. Percent Fu 11 .... .. Full Capacity .... . QHAX @, 94D ...... .. Froude Number .... . 0.67 ft 0.0049 ft/ft 0.012 0.63 ft 1.00 cfs 2.90 fps 0.34 sf 0 .H ft 0.0079 ft/ft 94 .03 % 0.93 cfs 1. 0.0 cf s 0.49 (flow is Subcr it ical) Open Channel Flow Module , Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 EXHIBIT G HE TEC~OLOGY P~RJ SUBDIVISION PHISE i 05/08/9E ESTIMATED INSTALLED ELECTRIC CAPACITY FOR PHASES & : 1 C~rrently Texas Digital Systems h3s 3n inst3l led capacity of 950 Amps @ 208 Volts in three buildings coveri•g 1e 000 sa.ft. T~is cap3city represents 0.05 amps per car planning purp0ses a factor of 0.085 3m~s/so.ft. hgs been used~ ?08 Volts. 1------------------------------------··------------------BLOCK 1 LOT ELECTR. BLDG. TOTAL REQUIR. LOT AREA REQUIR. AREA EL EC TR. PER AC. acr amo/s.f. so. ft. :mo5 :irnp/acr ------------------------------------------------------2-2 0.90 i -2 0.55 20-1 6.60 21-1 0.50 2-1 0.50 1-I 0.6i ---------9. 72 USE A FACTOR OF 13.07 ACR. 0.085 5,000 425 472.22 0.085 3.000 255 463.64 0 085 26,000 2 210 334.85 0.085 3.500 293 595.00 0.085 3,500 298 595.00 0.085 4,000 340 507 '46 ---------3,825 393.52 400 AMPS PER ACRE FOR PHASE i ! : 400 : 5.228 amos TOTAL FOR PHASES I AND i I 9.053 amps 1:::· ::r.:· i· .. ! T f.! J ·r t··i