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Home My WebLink About35 DP Creekside Terrace 01-017~~ DEVELOPMENT PERMIT PERMIT NO. 100017 DP-CREEKSIDE TERRACE CONDO'S COlllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 55 , BLK. 23 SOUTHWOOD VALLEY, SECTION 7-A DATE OF ISSUE: September 19 ,2001 OWNER: PARULIAN , OSCAR & RANDY WHITE 1701 SOUTHWEST PKWY. #208 COLLEGE STATION , TX 77845-5176 SITE ADDRESS: 1702 DEACON DR. DRAINAGE BASIN: BEE CREEK TRI B. A VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter. NOTE: No Certificant of Occupancy will be issued until proof of a valid utility easement for the 6 "public water line (fire line) is submitted to the City . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its orig inal condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilit ies . I hereby grant this perm it for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date Owner/Agent/Contractor Date Item No . I 3 2 4 5 6 7 8 9 10 11 12 Creekside Terrace Water System Engineer's Estimate August 27, 2001 Description Unit Quantity Water System Construction 6 " PVC Wa t er Line, Str. B ackfill L.F. 12 7 6 " PVC W ater Line, Non -Str. Backfill L.F. 188 6 " DIP, w/1 2" cas in g, bo r e, r es t. j o in t s L.F . 65 F ire Hydra n t Assembly Each 1 8 "x 6" T a p pi n g S leeve a nd V a lve Each 1 6 "x 13" Anchor Couplin g Each 2 6"x 45 d egree be nd Ea c h 2 6"x 22 .5 degree bend Each 3 6"x 11.25 d egree bend E a c h 2 R emove & Re place s id ewa lk & pa vem e nt S .F. 60 2" Water Ser. (length = 6.5 ft .) Each 1 l" Water Ser. (length = 6.5 ft .) Each 1 Estimated Tot a l Unit Pri ce 18.00 2 ,286 .0 0 14 .50 2,726.0 0 150.0 0 9,7 50 .00 2 0 00 .00 2,00 0.0 0 19 0 0 .00 1,900.0 0 100.00 200.00 12 5 .0 0 25 0.00 125 .00 375.0 0 125.0 0 25 0 .00 15 .00 9 00 .0 0 450 .00 4 5 0.00 350 .00 350 .00 Total Cost $ 21,437.00 Item No . I 3 2 4 5 6 7 8 9 JO 11 12 Creekside Terrace Water System Engineer's Estimate August 27, 2001 Description Unit Quantity Water System Construction 6" PVC Water Line, Str. Backfi ll L.f. 127 6" PVC Wate r Line, Non-Str. Backfill L.F . 18 8 6" DIP, w/12" ca s in g , bore, rest. joints L.F . 65 Fire Hydrant A ss embly Each I 8"x 6" T appin g S leeve and Valve Each I 6"x 13" Anchor Coup lin g Each 2 6"x 45 d egree bend Each 2 6"x 22.5 degree bend Each 3 6"x 11.25 d egree bend Each 2 Remove & Replace s id ewalk & pavem en t S.F. 60 2" Water Ser. (length = 6.5 ft .) Each 1 l" Water Ser. (length = 6 .5 ft .) Each 1 Es timated Tota l Unit Price 18 .00 2 ,286.00 14 .50 2,726.00 150 .00 9,750.00 200 0 .00 2,000.00 1900 .00 I ,900 .00 100 .00 20 0 .00 125.00 250.00 125 .00 375 .00 125.00 250 .00 15 .00 90 0.00 450.00 450 .00 350.00 350 .00 Total Cost $ 21 437.00 It em No. I 3 2 4 5 6 7 8 9 10 1 I 12 Creekside Terrace Water System Enuineer's Estimate b August 27, 2001 D escription Unit Q uan lily \V a t cr· Sys t e m Co n s t m e t io n 6" PVC W a ter Line, Str. Backfill L.F. 127 6" PVC \Vater Line, N on-Str. Backfi ll L.F. 188 6 " DIP, w/1 2 " cas in g, b ore, r est. joints L.17 . 65 fire Hydrant Assembly Each I S "x 6 " T apping S lee ve and Valve Each l --' 6"x 13 " Anchor Coup I in g Each 2 6 "x 45 d egr ee bend Eiich 2 6"x 22.5 degree bend Each .., .) 6 "x I I .25 d egree b end Each 2 Remove & Replace s id ewalk & pavement S.F. 60 2" W ater Ser. (len g th = 6.5 ft .) I Each I I I" Water S er. (length = 6.5 ft.) Ea ch I Est im ated Total Unit Price 18.00 2,286.0 0 14 .50 2,726.00 150.00 9,750 .0 0 2000.00 2,000.00 1900 .00 1,900.00 100.00 200.00 125.00 250 .00 125 .00 375.00 125.00 250.00 15.00 900.00 4 50 .00 450.00 350 .00 350.00 Total Cost ! s; 21 ,437.00 It em No. l 3 2 4 5 6 7 8 9 10 l l 12 Creekside Terrace Water System Engineer's .. Estimate August 27, 2001 Description Unit Qua ntit y \V a t c r System Co ns trn c ti on 6" PVC Wat er Line, Str. Backfill LT. I 127 6" P VC Wat e r L in e, Non-Str. Backfill L.F. 188 6" DIP, w!I 2 " cas in g, bore, r est. joints LT. 65 fire Hydra nt Assembly Eacl1 l S"x 6" T apping S leeve and Valve Each l _, 6"x 13" An chor Coup li ng Each 2 6"x 45 degree bend Eiich 2 6"x 22.5 d egree bend Each 3 6"x l l .25 d egree bend Each 2 Re move & Replace s id ewa lk & pave ment S.F. 60 2" W a te r Ser. (length = 6.5 ft.) Each I I l" Water Ser. (l e n gt h = 6.5 ft.) Eac h l Est im a ted Tot a l Un it Pri ce 18.00 2,286.00 14.50 2,726.00 150 .00 9,750.00 2000.00 2,000.00 1900.00 1,900.00 100.0 0 200.00 125 .00 250.00 125.00 375.00 12 5.00 250.00 15 .00 900.00 450.00 450.00 350.00 350.00 Total Cost/ s; 21.437.00 Drajnage Re port FOR REVIEWED FO CREEKSIDE TERRA <\~Of\AP\. IANC SEP 1 4 Z001 VICINITY MAP NTS February 2001 Prepared By: McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 ( 409) 693-3838 C OLLEGE STATIO ENGlNEE~lNG /(VV Drainage Re port FOR CREEKSIDE TERRACE VICINITY MAP NTS February 2001 Prepared 8 y. McClure Engineering. Inc. 1008 Woodcreek Drive, Suite 103 College Station. Texas 77845 ( 409) 693-3838 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas , certify that this report for the drainage design of the CREEKSIDE TERRACE Project was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT CREEKSIDE TERRACE Michael R McClure, P.E. # 32740 _,,,,,,,, --~€. OF -,.12 ,, ;'~~ ••••••••••• ~ t 11'0.•• * •·"'i'uifa , .. .. ,, l''k • •. * 'A '-*.. ~.~ ~···································~ l MICHAEL R. McCLURE ii!! !-···································~ l_"°O. 32740 • Q::~ l~\!Y. o /t1J I •,~·.f.91srE~~··· ~' ,,.s>s1 •••••••• ~0J \\:ONAL ~-- B/z.1 /ol ,e~./t:S ~ ' ,Y 6-Z ~ INTRODUCTION TABLE OF CONTENTS CREEKSIDE TERRACE GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE FACILITY DESIGN DRAINAGE DESIGN CRITERIA CONCLUSION EXIDBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS DRAINAGE AREA MAP -DRAINAGE CHANNEL CAPACITY RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/DISCHARGE CURVES DRAINAGE REPORT CREEKSIDE TERRACE 1 1 2 2 2 4 "A" "B-1" "B-2" "B-3" "C-1" "D-1" "D-2" "D-3" ii DRAINAGE REPORT CREEKSIDE TERRACE INTRODUCTION: The purpose of this report is to study the effects of the development of Creekside Terrace. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS .) GENERAL LOCATION AND DESCRIPTION: The site is located in southern College Station. Access to the site is from Deacon Drive, which borders the north side of the property. The east is bordered by Woodsman Condos. The south and west side of the property is bordered by Southwood Valley Subdivision residential lots. The entire site is 2.56 acres . The site is generally open with small clusters of trees along the western and northern property line. An existing drainage channel borders the eastern property line. Most of the site drains to the east into the existing drainage channel. A small portion of the site drains into Deacon Drive and is conveyed by curb and gutter to the existing drainage channel. FLOOD HAZARD INFORMATION: This property is not in a I 00-Year Flood Raz.a.rd Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C0182 C July 2, 1992, prepared by the Federal Emergency Management Agency for the City of College Station (Exhibit A"). DRAINAGE REPORT CREEKSIDE TERRACE The total drainage area that flows through the Deacon Drive culvert is shown in Exhibit B-3. The flow for this drainage area is shown in Exhibit C-1. The average cross-section for the existing drainage channel is a 5-foot deep channel with a 5-foot wide bottom with 2:1 side slopes. The average slope of the channel is 0.44%. The 100-year flow in the channel is 370 cfs . The normal depth elevation in the channel for the I 00-year storm is 3.99 feet. The existing drainage channel has the capacity to convey the 100-year storm. PRIMARY DRAINAGE BASIN DESCRIPTION: The primary drainage basin for the site is Bee Creek Tributary "A". The existing drainage channel along the eastern property line drains into Bee Creek Tributary "A". DRAINAGE FACILITY DESIGN: Storm water from the site will be captured in the curbs and gutters and conveyed to the detention facility . The detention facility will be located near the middle of the site. Storm water from the detention facility will be discharged into the existing channel that will convey the storm water to Bee Creek Tributary "A". The study point for the drainage calculations is the Deacon Drive culvert. Exhibit "C-1" shows the rational calculations for the various drainage areas corresponding to the Drainage Area Maps (Exhibits B -1 and B-2). Exhibits C and D use drainage areas "P 1 '', "B 1 ", and "B2" in calculations. Drainage Area "Pl" represents the drainage area that is conveyed to and routed through the detention facility. Drainage areas "Bl" and "B2" are drainage areas that bypass the detention pond. These areas are shown on Exhibit "B-2". DRAINAGE REPORT CREEKSIDE TERRACE 2 DRAINAGE DESIGN CRITERIA: All drainage is in accordance with the City DPDS. The design rainstorm is the 10-year event. Flow calculations for all drainage areas are based on the Rational Method. Manning's Roughness Coefficient "n" is 0.014 per the DPDS. The storage volume required for the detention pond is based on a triangular hydrograph routing of the flows (base = 3* Tc). The detention pond serves to detain all design storms. Exhibit "D-1" shows the routing and hydro graph plots for the 5, 10, 25, 50, and 100 year events at Study Point #1. The discharge for the proposed detention facility will be metered so runoff from the site does not exceed the existing runoff discharge from the site. The following summary table shows the Pre-development and Post-development flows at the study point. Design Event Q5= Q10= Q15= Q5o= Qioo= DRAINAGE REPORT CREEKSIDE TERRACE Study Point #1 (Deacon Drive Culvert) Pre-Development Post-Development Detention Facility Water Surface Elev. 10 cfs 10 cfs 273.8 11 cfs 11 cfs 273.9 12 cfs 12 cfs 274.1 14 cfs 14 cfs 274.3 16 cfs 15 cfs 274.4 3 The top of berm elevation for the detention facility is 275.00. The pond outfall device is a baffled 15" diameter RCP. The bafile will be installed to allow a 3.25"opening. CONCLUSION: The Post-development flow is equal to or less than the Pre-development flow for all storm events. The 100-year event is contained in the pond and released through the pond outlet device . The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT CREEKSIDE TERRACE 4 Flood I EXHIBIT A nsurance R t a e M Brazos Count op Ex cerpt a nd In y, T exos corporated A re as Mop Numbers: 4 8041C0182C Effective Dote: July 2. 1992 (• / / / / Study Point 1" = 100' Scale DHAINAG£ CONOITlON EXISTTNC AREA MAP EXHIBIT 8-1 DRAINAGE .M£A MAP PHaoOSED CONDITION EXHIBIT B-2 ---------------------- - -- ct ~ ~ w c 0 0 0:: w ..J ..J ..J ct ~ a. ct u. u. w 0 ~ I-c c (!} 0:: ..J z ct z z ct ct w z w (.) s :I: s ..J > w ::!!: ..J z ct w ct c w ct 0::: b 0::: ..J ~ en I-cw > I-Wz w ..J 0 z 0::: w ct 0 >w > ct c I-::::> ct 0::: a. I-0 ..J 0 u. NO. AC. 0.4 0.55 0.9 ft ft Ex 2.79 2.57 0.00 0.22 1.23 321.0 6.0 P1 0.64 0.12 0.00 0.52 0.52 77.0 0.7 81 0.72 0.29 0.00 0.43 0.50 178.0 1.3 82 1.43 0.91 0.00 0.52 0.83 220.0 1.0 Chan 93.35 0.00 93.35 0.00 51.34 412.0 7.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations CREEKSIDE TERRACE ~ ~ 0 0 ..J ..J u. u. ~ 0:: :I: 0::: w I-w u CJ CJ I= (!} I= j 0 I-I-0 ::::>z ..J w (!} ~ ::::> ct w iii rn N IO (!} u. > (.) ::::> £:! CJ ~ CJ ft ft ft/s min min In/Hr cf s In/Hr cfs 266.0 1.0 1.1 9.2 9.2 6.57 8.1 8.0 9.8 147.0 2.3 1.3 2.9 5.0 8.22 4.2 9.9 5.1 428.0 3.5 1.1 9.0 9.0 6.63 3.3 8.0 4.0 835.0 10.0 1.2 14.1 14.1 5.36 4.5 6.6 5.5 3238.0 44.0 2.0 30.8 30.8 3.40 174.8 4.3 218.5 0 IO 0 ..... IO N :!:::: CJ £:! CJ In/Hr cf s In/Hr cf s 8.9 11.0 10.2 12.5 11.0 5.7 12.5 6.5 9.0 4.5 10.3 5.2 7.4 6.2 8.5 7.1 4.9 249.3 5.6 286.7 0 ~ In/Hr 11.5 14.1 11.6 9.6 6.4 0 0 0 0 IO 0 ..... CJ :!:::: CJ cfs In/Hr cf s 14.1 12.9 15.9 7.3 15.8 8.1 5.8 13.1 6.6 8.0 10.8 9.0 326.3 7.2 370.0 2120/01 0106-dra.xls Exhibit C-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE DA# DA# Pond Routing EVENT= 6 :it c .t::. 0 a Q. w ~ E c c z 0 2 j ... 2 .. + .., .. c + ... -g_ + iii c + c > ... 0 (/) c 0 .!! :I: a.. 0 .E N N a a.. w 'UD 6.1 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.02 0.00 0.00 0.00 272.3 1.0 1.0 1.0 3.05 0.00 1.02 0.51 272.6 2.0 2.0 2.0 5.08 1.63 3.05 0.71 272.8 3.0 3.1 3.1 7.12 5.06 6.72 0.83 273.0 4.0 4.1 4.1 9.15 10.34 12.18 0.92 273.1 5.0 5.1 5.1 9.66 17.47 19.49 1.01 273.2 6.0 4.6 4.6 8.64 24.94 27.13 1.09 273.4 7.0 4.1 4.1 7.63 31.27 33.58 1.16 273.5 8.0 3.6 3.6 6.61 36.48 38.89 1.21 273.6 9.0 3.1 3.1 5.59 40.61 43.09 1.24 273.7 10.0 2.5 2.5 4.58 43.66 46.20 1.27 273.7 11.0 2.0 2.0 3.56 45.66 48.23 1.29 273.8 12.0 1.5 1.5 2.54 46.63 49.22 1.30 273.8 13.0 1.0 1.0 1.53 46.58 49.17 1.29 273.8 14.0 0.5 0.5 0.51 45.53 48.10 1.29 273.8 15.0 0.0 0.0 0.00 43.50 46.04 1.27 273.7 16.0 0.0 0.0 0.00 41.01 43.50 1.25 273.7 17.0 0.0 0.0 0.00 38.56 41.01 1.22 273.6 18.0 0.0 0.0 0.00 36.16 38.56 1.20 273.6 19.0 0.0 0.0 0.00 33.80 36.16 1.18 273.5 20.0 0.0 0.0 0.00 31.48 33.80 1.16 273.5 21.0 0.0 0.0 0.00 29.20 31.48 1.14 273.5 22.0 0.0 0.0 0.00 26.98 29.20 1.11 273.4 23.0 0.0 0.0 0.00 24.80 26.98 1.09 273.4 24.0 0.0 0.0 0.00 22.66 24.80 1.07 273.3 25.0 0.0 0.0 0.00 20.56 22.66 1.05 273.3 26.0 0.0 0.0 0.00 18.51 20.56 1.03 273.3 27.0 0.0 0.0 0.00 16.51 18.51 1.00 273.2 28.0 0.0 0.0 0.00 14.56 16.51 0.97 273.2 29.0 0.0 0.0 0.00 12.66 14.56 0.95 273.1 30.0 0.0 0.0 0.00 10.81 12.66 0.92 273.1 31.0 0.0 0.0 0.00 9.01 10.81 0.90 273.1 32.0 0.0 0.0 0.00 7.26 9.01 0.88 273.0 33.0 0.0 0.0 0.00 5.57 7.26 0.84 273.0 34.0 0.0 0.0 0.00 3.99 5.57 0.79 272.9 35.0 0.0 0.0 0.00 2.51 3.99 0.74 272.8 36.0 0.0 0.0 0.00 1.13 2.51 0.69 272.8 37.0 0.0 0.0 0.00 0.06 1.13 0.54 272.6 38.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 39.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 40.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 41.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 42.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 43.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 44.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 45.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 46.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 47.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 48.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 49.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 50.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 PEAK FLOWS I 6 6 1 273.8 0.00 indicates inital condition DA# DA# iii N m 4.0 6.6 9.0 14.1 cfs cfs 0.0 0.0 0.4 0.4 0.9 0.8 1.3 1.2 1.8 1.5 2.2 1.9 2.7 2.3 3.1 2.7 3.6 3.1 4.0 3.5 3.8 3.9 3.6 4.3 3.4 4.6 3.1 5.0 2.9 5.4 2.7 5.3 2.5 5.1 2.2 4.9 2.0 4.7 1.8 4.5 1.6 4.3 1.3 4.1 1.1 3.9 0.9 3.7 0.7 3.6 0.4 3.4 0.2 3.2 0.0 3.0 0.0 2.8 0.0 2.6 0.0 2.4 0.0 2.2 0.0 2.0 0.0 1.8 0.0 1.6 0.0 1.4 0.0 1.2 0.0 1.0 0.0 0.8 0.0 0.6 0.0 0.5 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 6 0 w (/) ... 0 ~~ 0 II'.: I-a.. cfs 0.00 1.34 2.38 3.34 4.27 5.20 6.11 7.01 7.90 8.77 8.96 9.14 9.31 9.47 9.62 9.26 8.82 8.38 7.94 7.50 7.06 6.62 6.17 5.73 5.29 4.85 4.41 3.97 3.75 3.53 3.32 3.10 2.88 2.66 2.41 2.16 1.92 1.57 0.84 0.65 0.46 0.26 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 DA# >< w 9.8 9.2 cfs 0.0 1.1 2.1 3.2 4.3 5.3 6.4 7.4 8.5 9.6 9.3 8.8 8.3 7.7 7.2 6.7 6.2 5.6 5.1 4.6 4.0 3.5 3.0 2.4 1.9 1.4 0.8 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0106-dra.Jds Exhibit[)..1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE DA# DA# Pond Routing EVENT= 10 :it c .&: c i CL E w c c z :!:! 0 e j + 2 ;; ... ,, ., c + + "'g, + ~ c c > ... 0 en c 0 .!! :r 0.. 0 c N N a 0.. w I.ID 6.7 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.13 0.00 0.00 0.00 272.3 1.0 1.1 1.1 3.40 0.06 1.13 0.54 272.6 2.0 2.3 2.3 5.67 2.01 3.46 0.72 272.8 3.0 3.4 3.4 7.93 5.96 7.68 0.86 273.0 4.0 4.5 4.5 10.20 12.02 13.90 0.94 273.1 5.0 5.7 5.7 10.77 20.13 22.22 1.04 273.3 6.0 5.1 5.1 9.63 28.63 30.90 1.13 273.4 7.0 4.5 4.5 6.50 35.67 36.27 1.20 273.6 8.0 4.0 4.0 7.37 41.86 44.37 1.25 273.7 9.0 3.4 3.4 6.23 46.64 49.23 1.30 273.8 10.0 2.6 2.8 5.10 50.22 52.67 1.32 273.8 11.0 2.3 2.3 3.97 52.64 55.32 1.34 273.9 12.0 1.7 1.7 2.63 53.90 56.60 1.35 273.9 13.0 1.1 1.1 1.70 54.02 56.73 1.35 273.9 14.0 0.6 0.6 0.57 53.03 55.72 1.35 273.9 15.0 0.0 0.0 0.00 50.94 53.60 1.33 273.8 16.0 0.0 0.0 0.00 46.32 50.94 1.31 273.8 17.0 0.0 0.0 0.00 45.75 48.32 1.29 273.6 18.0 0.0 0.0 0.00 43.22 45.75 1.27 273.7 19.0 0.0 0.0 0.00 40.73 43.22 1.24 273.7 20.0 0.0 0.0 0.00 38.29 40.73 1.22 273.6 21.0 0.0 0.0 0.00 35.69 38.29 1.20 273.6 22.0 0.0 0.0 0.00 33.53 35.89 1.16 273.5 23.0 0.0 0.0 0.00 31.21 33.53 1.16 273.5 24.0 0.0 0.0 0.00 28.95 31.21 1.13 273.4 25.0 0.0 0.0 0.00 26.72 28.95 1.11 273.4 26.0 0.0 0.0 0.00 24.55 26.72 1.09 273.4 27.0 0.0 0.0 0.00 22.41 24.55 1.07 273.3 26.0 0.0 0.0 0.00 20.33 22.41 1.04 273.3 29.0 0.0 0.0 0.00 16.26 20.33 1.02 273.3 30.0 0.0 0.0 0.00 16.26 16.26 1.00 273.2 31.0 0.0 0.0 0.00 14.34 16.26 0.97 273.2 32.0 0.0 0.0 0.00 12.45 14.34 0.95 273.1 33.0 0.0 0.0 0.00 10.60 12.45 0.92 273.1 34.0 0.0 0.0 0.00 6.61 10.60 0.90 273.1 35.0 0.0 0.0 0.00 7.06 6.61 0.67 273.0 36.0 0.0 0.0 0.00 5.36 7.06 0.64 273.0 37.0 0.0 0.0 0.00 3.62 5.36 0.78 272.9 36.0 0.0 0.0 0.00 2.35 3.62 0.73 272.6 39.0 0.0 0.0 0.00 0.96 2.35 0.69 272.6 40.0 0.0 0.0 0.00 0.00 0.96 0.50 272.6 41.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 42.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 43.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 44.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 45.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 46.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 47.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 46.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 49.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 50.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 PEAKFLOllVS I 6 6 1 273.9 0.00 indicates inital condition D.A. # D.A. # m N m 4.6 6.2 9.0 14.1 cfs cfs 0.0 0.0 0.5 0.4 1.0 0.9 1.5 1.3 2.0 1.7 2.5 2.2 3.0 2.6 3.5 3.1 4.0 3.5 4.5 3.9 4.3 4.4 4.0 4.6 3.8 5.2 3.5 5.7 3.3 6.1 3.0 6.0 2.8 5.8 2.5 5.5 2.3 5.3 2.0 5.1 1.8 4.9 1.5 4.7 1.3 4.4 1.0 4.2 0.8 4.0 0.5 3.8 0.2 3.6 0.0 3.4 0.0 3.1 0.0 2.9 0.0 2.7 0.0 2.5 0.0 2.3 0.0 2.0 0.0 1.6 0.0 1.6 0.0 1.4 0.0 1.2 0.0 1.0 0.0 0.7 0.0 0.5 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 6 c w en ...J 0 < 0.. I-0 0 a: t:' 0.. cfs 0.00 1.48 2.60 3.68 4.70 5.74 6.77 7.76 6.78 9.75 9.97 10.17 10.37 10.55 10.73 10.32 9.83 9.34 6.64 8.35 7.66 7.37 6.66 6.36 5.89 5.40 4.91 4.42 4.16 3.94 3.69 3.45 3.21 2.96 2.72 2.46 2.23 1.95 1.66 1.42 1.01 0.30 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 DA# )( w 11.0 9.2 cfs 0.0 1.2 2.4 3.6 4.8 6.0 7.2 8.3 9.5 10.7 10.5 9.9 9.3 8.7 8.1 7.5 6.9 6.3 5.7 5.1 4.5 3.9 3.3 2.7 2.1 1.5 0.9 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 0106-<lra.xls Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A. # D.A. # Pond Routina EVENT= 26 'II: c "" 0 i ... w f! c c z 0 ~ j ... i "' + ... c + ... "D .. -g. c + c > ii: 8 + iii ~ c 0 .! ::i: -= N 0 D.. w UD 6.6 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.29 0.00 0.00 0.00 272.3 1.0 1.3 1.3 3.87 0.13 1.29 0.58 272.7 2.0 2.6 2.6 6.45 2.53 4.01 0.74 272.8 3.0 3.9 3.9 9.03 7.23 8.98 0.88 273.0 4.0 5.2 5.2 11.62 14.32 16.26 0.97 273.2 5.0 6.5 6.5 12.26 23.77 25.93 1.08 273.4 6.0 5.8 5.8 10.97 33.67 36.04 1.18 273.5 7.0 5.2 5.2 9.68 42.13 44.65 1.26 273.7 8.0 4.5 4.5 8.39 49.18 51.81 1.32 273.8 9.0 3.9 3.9 7.10 54.85 57.57 1.36 273.9 1a.o 3.2 3.2 5.81 59.16 61.95 1.39 274.0 11.0 2.6 2.6 4.52 62.14 64.97 1.42 274.a 12.a 1.9 1.9 3.23 63.8a 66.65 1.43 274.1 13.a 1.3 1.3 1.94 64.16 67.02 1.43 274.1 14.0 0.6 a.6 a.65 63.25 66.1a 1.42 274.1 15.a a.a a.a a.ao 61.a8 63.9a 1.41 274.a 16.a a.o o.a a.aa 58.30 61.a8 1.39 274.a 17.a o.a a.o 0.00 55.57 58.30 1.37 273.9 18.0 a.o 0.0 0.00 52.88 55.57 1.34 273.9 19.0 o.a 0.0 0.00 50.23 52.88 1.32 273.8 20.0 0.0 0.0 0.00 47.63 50.23 1.30 273.8 21.0 0.0 0.0 0.00 45.06 47.63 1.28 273.7 22.0 a.a a.a a.oa 42.55 45.a6 1.26 273.7 23.0 a.a a.a a.ao 40.a7 42.55 1.24 273.7 24.a a.a a.a a.aa 37.64 40.07 1.22 273.6 25.0 0.0 0.0 o.ao 35.25 37.64 1.19 273.6 26.0 0.0 0.0 0.00 32.9a 35.25 1.17 273.5 27.0 o.a 0.0 o.ao 30.60 32.90 1.15 273.5 28.a 0.0 0.0 a.oo 28.35 30.60 1.13 273.4 29.0 0.0 0.0 0.00 26.14 28.35 1.10 273.4 30.0 0.0 0.0 0.00 23.97 26.14 1.08 273.4 31.0 0.0 0.0 0.00 21.85 23.97 1.06 273.3 32.0 0.0 0.0 0.00 19.77 21.85 1.04 273.3 33.0 a.a a.a 0.00 17.74 19.77 1.02 273.2 34.0 0.0 0.0 o.ao 15.76 17.74 0.99 273.2 35.0 0.0 0.0 a.oa 13.83 15.76 0.96 273.2 36.0 0.0 0.0 0.00 11.95 13.83 0.94 273.1 37.0 0.0 0.0 0.00 1a.12 11.95 0.92 273.1 38.0 0.0 0.0 0.00 8.34 10.12 0.89 273.0 39.0 0.0 0.0 0.00 6.6a 8.34 0.87 273.0 40.0 0.0 o.a a.aa 4.95 6.60 0.82 273.0 41.0 0.0 0.0 0.00 3.41 4.95 0.77 272.9 42.0 0.0 0.0 0.00 1.97 3.41 0.72 272.8 43.0 0.0 0.0 0.00 a.63 1.97 0.67 272.8 44.0 0.0 0.0 0.00 0.00 0.63 0.41 272.5 45.a 0.0 0.0 a.oo a.oa 0.00 0.00 272.3 46.0 0.0 0.0 a.oo 0.00 0.00 0.00 272.3 47.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 48.0 0.0 a.a 0.00 a.oo 0.00 0.00 272.3 49.0 0.0 0.0 o.oa 0.00 a.oo 0.00 272.3 50.0 0.0 0.0 0.00 0.00 a.oo 0.00 272.3 PEAK FLOWS 6 6 1 274.1 0. 00 indicates in ital condition D.A. # D.A. # iii N CD 6.2 7.1 9.0 14.1 cfs cfs 0.0 0.0 0.6 0.5 1.2 1.0 1.7 1.5 2.3 2.0 2.9 2.5 3.5 3.0 4.0 3.5 4.6 4.0 5.2 4.5 4.9 5.a 4.6 5.5 4.3 6.0 4.a 6.5 3.7 7.a 3.4 6.8 3.2 6.6 2.9 6.3 2.6 6.1 2.3 5.8 2.0 5.6 1.7 5.3 1.4 5.1 1.1 4.8 0.9 4.6 0.6 4.3 0.3 4.1 0.0 3.8 0.0 3.6 0.0 3.3 0.0 3.1 0.0 2.8 0.0 2.6 0.0 2.3 o.a 2.1 0.0 1.8 0.0 1.6 0.0 1.3 0.0 1.1 0.0 0.8 a.a 0.6 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 a.o 0.0 0.0 0.0 0.0 o.a a.a 0.0 6 7 0 w fl) _.o < D.. ..... 0 ef cfs 0.00 1.65 2.89 4.10 5.27 6.45 7.63 8.78 9.91 11.03 11.27 11.51 11.73 11.94 12.15 11.69 11.13 10.57 10.01 9.45 8.89 8.34 7.78 7.22 6.66 6.10 5.54 4.99 4.71 4.44 4.17 3.90 3.62 3.35 3.08 2.80 2.53 2.25 1.98 1.71 1.41 1.11 0.81 0.67 0.41 0.00 0.00 o.oa 0.00 0.00 a.ao 12 D.A. # >< w 12.6 9.2 cfs 0.0 1.4 2.7 4.1 5.4 6.8 8.2 9.5 10.9 12.3 12.a 11.3 1a.6 9.9 9.2 8.6 7.9 7.2 6.5 5.8 5.2 4.5 3.8 3.1 2.4 1.7 1.1 0.4 o.a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 O 106-dra.xls Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE O.A. # O.A. # Pond Routing EVENT" 60 :it c .s::; 0 ~ 0. w E c c z 0 ~ j .... 2 ;:: + .... ,, .. c + + 'g. + ~ c c > .... 8 Ill c 0 .!! :c IL c N N a IL W an 7.3 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.45 0.00 0.00 0.00 272.3 1.0 1.5 1.5 4.36 0.22 1.45 0.62 272.7 2.0 2.9 2.9 7.27 3.06 4.56 0.76 272.9 3.0 4.4 4.4 10.16 6.55 10.34 0.69 273.1 4.0 5.6 5.8 13.09 16.73 16.73 1.00 273.2 5.0 7.3 7.3 13.62 27.56 29.82 1.12 273.4 6.0 6.5 6.5 12.37 38.95 41.40 1.23 273.6 7.0 5.6 5.8 10.91 48.69 51.31 1.31 273.8 8.0 5.1 5.1 9.46 56.85 59.60 1.38 273.9 9.0 4.4 4.4 8.00 63.45 66.30 1.43 274.1 10.0 3.6 3.6 6.55 68.53 71.46 1.46 274.1 11.0 2.9 2.9 5.09 72.10 75.08 1.49 274.2 12.0 2.2 2.2 3.64 74.19 77.20 1.50 274.2 13.0 1.5 1.5 2.18 74.82 77.83 1.51 274.3 14.0 0.7 0.7 0.73 74.00 77.00 1.50 274.2 15.0 0.0 0.0 0.00 71.76 74.72 1.48 274.2 16.0 0.0 0.0 0.00 68.83 71.76 1.46 274.2 17.0 0.0 0.0 0.00 65.94 68.83 1.44 274.1 18.0 0.0 0.0 0.00 63.09 65.94 1.42 274.1 19.0 0.0 0.0 0.00 60.29 63.09 1.40 274.0 20.0 0.0 0.0 0.00 57.53 60.29 1.38 274.0 21.0 0.0 0.0 0.00 54.81 57.53 1.36 273.9 22.0 0.0 0.0 0.00 52.13 54.81 1.34 273.9 23.0 0.0 0.0 0.00 49.49 52.13 1.32 273.8 24.0 0.0 0.0 0.00 46.90 49.49 1.30 273.8 25.0 0.0 0.0 0.00 44.35 46.90 1.28 273.7 26.0 0.0 0.0 0.00 41.84 44.35 1.25 273.7 27.0 0.0 0.0 0.00 39.38 41.84 1.23 273.6 28.0 0.0 0.0 0.00 36.96 39.38 1.21 273.6 29.0 0.0 0.0 0.00 34.58 36.96 1.19 273.6 30.0 0.0 0.0 0.00 32.25 34.58 1.17 273.5 31.0 0.0 0.0 0.00 29.96 32.25 1.14 273.5 32.0 0.0 0.0 0.00 27.72 29.96 1.12 273.4 33.0 0.0 0.0 0.00 25.52 27.72 1.10 273.4 34.0 0.0 0.0 0.00 23.37 25.52 1.08 273.3 35.0 0.0 0.0 0.00 21.26 23.37 1.05 273.3 36.0 0.0 0.0 0.00 19.19 21.26 1.03 273.3 37.0 0.0 0.0 0.00 17.18 19.19 1.01 273.2 38.0 0.0 0.0 0.00 15.21 17.18 0.98 273.2 39.0 0.0 0.0 0.00 13.29 15.21 0.96 273.1 40.0 0.0 0.0 0.00 11.43 13.29 0.93 273.1 41.0 0.0 0.0 0.00 9.61 11.43 0.91 273.1 42.0 0.0 0.0 0.00 7.84 9.61 0.89 273.0 43.0 0.0 0.0 0.00 6.12 7.84 0.86 273.0 44.0 0.0 0.0 0.00 4.50 6.12 0.81 272.9 45.0 0.0 0.0 0.00 2.99 4.50 0.76 272.9 46.0 0.0 0.0 0.00 1.58 2.99 0.71 272.8 47.0 0.0 0.0 0.00 0.28 1.58 0.65 272.7 48.0 0.0 0.0 0.00 0.00 0.28 0.22 272.4 49.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 50.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 PEAK FLOYt'S I 7 7 2 274.3 0. 00 indicates in ital condition O.A.# O.A.# iii N m 6.8 8.0 9.0 14.1 cfs cfs 0.0 0.0 0.6 0.6 1.3 1.1 1.9 1.7 2.6 2.3 3.2 2.8 3.9 3.4 4.5 4.0 5.2 4.5 5.8 5.1 5.5 5.7 5.2 6.2 4.9 6.8 4.5 7.4 4.2 7.9 3.9 7.7 3.6 7.5 3.2 7.2 2.9 6.9 2.6 6.6 2.3 6.3 1.9 6.0 1.6 5.8 1.3 5.5 1.0 5.2 0.6 4.9 0.3 4.6 0.0 4.3 0.0 4.1 0.0 3.8 0.0 3.5 0.0 3.2 0.0 2.9 0.0 2.6 0.0 2.4 0.0 2.1 0.0 1.8 0.0 1.5 0.0 1.2 0.0 0.9 0.0 0.7 0.0 0.4 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 8 0 w Ill ..J 0 < IL I-0 ~ g: cfs 0.00 1.64 3.19 4.54 5.87 7.20 8.52 9.62 11.10 12.36 12.64 12.90 13.16 13.40 13.64 13.11 12.49 11.86 11.23 10.60 9.97 9.34 8.71 8.09 7.46 6.83 6.20 5.57 5.27 4.96 4.66 4.36 4.05 3.74 3.44 3.13 2.83 2.52 2.21 1.91 1.60 1.29 0.99 0.86 0.81 0.76 0.71 0.65 0.22 0.00 0.00 14 O.A. # ~ 14.1 9.2 cts 0.0 1.5 3.1 4.6 6.2 7.7 9.2 10.8 12.3 13.8 13.5 12.7 12.0 11.2 10.4 9.7 8.9 8.1 7.4 6.6 5.8 5.1 4.3 3.5 2.7 2.0 1.2 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 0106-dra.lds Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A. # DA# Pond Routing EVENT., 100 'It c J: Iii ~ Q. I!! c c z 0 E i ~ 2 .. + + ~ ,, .. c ~ -g, + c + c > a: 8 II) c 0 .! :r E N N 0 IL W UD 8.1 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.63 0.00 0.00 0.00 272.3 1.0 1.6 1.6 4.89 0.30 1.63 0.66 272.8 2.0 3.3 3.3 8.14 3.64 5.19 0.78 272.9 3.0 4.9 4.9 11.40 9.95 11.78 0.91 273.1 4.0 6.5 6.5 14.66 19.28 21.35 1.03 273.3 5.0 8.1 8.1 15.47 31.62 33.94 1.16 273.5 6.0 7.3 7.3 13.84 44.53 47.09 1.28 273.7 7.0 6.5 6.5 12.21 55.64 58.38 1.37 273.9 8.0 5.7 5.7 10.59 64.98 67.86 1.44 274.1 9.0 4.9 4.9 8.96 72.59 75.57 1.49 274.2 10.0 4.1 4.1 7.33 78.49 81.55 1.53 274.3 11.0 3.3 3.3 5.70 82.70 85.81 1.56 274.4 12.0 2.4 2.4 4.07 85.25 88.40 1.57 274.4 13.0 1.6 1.6 2.44 86.16 89.32 1.58 274.4 14.0 0.8 0.8 0.81 85.46 88.61 1.58 274.4 15.0 0.0 0.0 0.00 83.15 86.27 1.56 274.4 16.0 0.0 0.0 0.00 80.07 83.15 1.54 274.3 17.0 0.0 0.0 0.00 77.03 80.07 1.52 274.3 18.0 0.0 0.0 0.00 74.03 77.03 1.50 274.2 19.0 0.0 0.0 0.00 71.07 74.03 1.48 274.2 20.0 0.0 0.0 0.00 68.15 71.07 1.46 274.1 21.0 0.0 0.0 0.00 65.27 68.15 1.44 274.1 22.0 0.0 0.0 0.00 62.44 65.27 1.42 274.0 23.0 0.0 0.0 0.00 59.64 62.44 1.40 274.0 24.0 0.0 0.0 0.00 56.89 59.64 1.38 273.9 25.0 0.0 0.0 0.00 54.18 56.89 1.35 273.9 26.0 0.0 0.0 0.00 51.51 54.18 1.33 273.9 27.0 0.0 0.0 0.00 48.88 51.51 1.31 273.8 28.0 0.0 0.0 0.00 46.30 48.88 1.29 273.8 29.0 0.0 0.0 0.00 43.76 46.30 1.27 273.7 30.0 0.0 0.0 0.00 41.26 43.76 1.25 273.7 31.0 0.0 0.0 0.00 38.81 41.26 1.23 273.6 32.0 0.0 0.0 0.00 36.40 38.81 1.20 273.6 33.0 0.0 0.0 0.00 34.03 36.40 1.18 273.5 34.0 0.0 0.0 0.00 31.71 34.03 1.16 273.5 35.0 0.0 0.0 0.00 29.43 31.71 1.14 273.5 36.0 0.0 0.0 0.00 27.20 29.43 1.12 273.4 37.0 0.0 0.0 0.00 25.01 27.20 1.09 273.4 38.0 0.0 0.0 0.00 22.87 25.01 1.07 273.3 39.0 0.0 0.0 0.00 20.77 22.87 1.05 273.3 40.0 0.0 0.0 0.00 18.72 20.77 1.03 273.3 41.0 0.0 0.0 0.00 16.71 18.72 1.00 273.2 42.0 0.0 0.0 0.00 14.76 16.71 0.98 273.2 43.0 0.0 0.0 0.00 12.85 14.76 0.95 273.1 44.0 0.0 0.0 0.00 11.00 12.85 0.93 273.1 45.0 0.0 0.0 0.00 9.19 11.00 0.90 273.1 46.0 0.0 0.0 0.00 7.43 9.19 0.88 273.0 47.0 0.0 0.0 0.00 5.73 7.43 0.85 273.0 48.0 0.0 0.0 0.00 4.14 5.73 0.80 272.9 49.0 0.0 0.0 0.00 2.66 4.14 0.74 272.9 50.0 0.0 0.0 0.00 1.26 2.66 0.70 272.8 PEAK FLOWS 8 8 2 274.4 0.00 indicates inital condition O.A.# DA# Iii N m 6.6 9.0 9.0 14.1 cfs cfs 0.0 0.0 0.7 0.6 1.5 1.3 2.2 1.9 2.9 2.5 3.6 3.2 4.4 3.8 5.1 4.5 5.8 5.1 6.6 5.7 6.2 6.4 5.8 7.0 5.5 7.6 5.1 8.3 4.7 8.9 4.4 8.7 4.0 8.4 3.6 8.1 3.3 7.8 2.9 7.4 2.5 7.1 2.2 6.8 1.8 6.5 1.5 6.2 1.1 5.8 0.7 5.5 0.4 5.2 0.0 4.9 0.0 4.6 0.0 4.3 0.0 3.9 0.0 3.6 0.0 3.3 0.0 3.0 0.0 2.7 0.0 2.3 0.0 2.0 0.0 1.7 0.0 1.4 0.0 1.1 0.0 0.8 0.0 0.4 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 9 Q w II) .... 0 ~~ 0 a: I-0.. cfs 0.00 2.03 3.51 5.01 6.50 8.00 9.48 10.93 12.37 13.79 14.10 14.40 14.69 14.96 15.23 14.65 13.94 13.24 12.54 11.83 11.13 10.42 9.72 9.02 8.31 7.61 6.90 6.20 5.87 5.52 5.18 4.84 4.50 4.16 3.82 3.48 3.14 2.80 2.46 2.12 1.78 1.43 1.09 0.95 0.93 0.90 0.88 0.85 0.80 0.74 0.70 16 DA# ~ 16.9 9.2 cfs 0.0 1.7 3.5 5.2 6.9 8.6 10.4 12.1 13.8 15.5 15.2 14.3 13.4 12.6 11.7 10.9 10.0 9.1 8.3 7.4 6.5 5.7 4.8 3.9 3.1 2.2 1.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 01 OEH:lra.xls Exhibit D-1 - CREEKSIDE TERRACE 5 Year Event Hydrograph 12 .00 -.-------------------------------------..... 10.00 '\ '\ 8 .00 '\ '\ '\ '\ '\ ', '\ .l!! ~ 6 .00 '\ '\ a '\ '\ '\ \. 4 .00 ', '\ 2 .00 '\ '\ '\ '\ '\ '\ '\ '\ '\ 0 .00 ~----+----+-----"+------+------+--""--......_--------f----~ 0 .00 5.00 10.00 15 .00 20 .00 Time(min.) 25 .00 30 .00 35 .00 40 .00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 ~ a CREEKSIDE TERRACE 10 Year Event Hydrograph 12 .00 .....-------------------------------------. 10.00 - \ \ ' \ '\ 8 .00 ' ' \ '\ ' ' \ 6 .00 ' \ '\ \ \ 4 .00 \ \ '\ ' \ \ \ 2 .00 \ '\ ' 0 .00~----------+-----"1'~~~--+-~~~--t~--------~~~--;--~-~ 0.00 5.00 10.00 15 .00 20 .00 Time (min.) 25 .00 30 .00 35 .00 40.00 --P1 --Qn+1 --B1 --B2 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 Ui -~ a CREEKSIDE TERRACE 25 Year Event Hydrograph 14.00 -------------------------------------. 12 .00 \ \ 10.00 \ 8 .00 6 .00 4 .00 2 .00 \ \ \ \ \ \ \ \ \ \ \ :'\. \ \ \ \ \ \ \ \ \ \ \ \ o.oo~-----+----+------o+-----+-------i,__-"'-~--+-----1------' 0 .00 5.00 10.00 15 .00 20 .00 Time(min.) 25 .00 30.00 35 .00 40 .00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 CREEKSIDE TERRACE 50 Year Event Hydrograph 16.00 -.---------------------------------------, 14 .00 ...... I '. I \ I I ' 12 .00 I ' I ' I ' ' ' 10.00 \ ' ' ' ~ \ ~ 8 .00 \ a ' \ 6 .00 \ \ ' ' \ 4 .00 \ \ \ \ ' 2 .00 ' ' \. 0 .00 0.00 5.00 10.00 15 .00 20 .00 25 .00 30 .00 35.00 40 .00 Time(mln.) P1 Qn+1 --81 82 TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 ~ ~ a CREEKSIDE TERRACE 100 Year Event Hydrograph 18.00 -..--------------------------------------. 16 .00 14 .00 -\. \. 12.00 10.00 8 .00 6 .00 4 .00 2 .00 - \. \. \. \. \. \. \. \. \. \. \. \ \. \. \. \. \. \. \. \. \. \. \. \. \. o .oo~----+-----+-----.a.+------+------+--"'"--"""-~-+-~~---1~~--~ 0 .00 5 .00 10.00 15.00 20 .00 Time(mln.) 25 .00 30 .00 35.00 40.00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 0.040 0 .035 0.030 ~ 0.025 ! t u; 0.020 0 .015 0.010 0.005 CREEKSIDE TERRACE Stage-Storage Curve 0 .000!-~---4~--1.._~~~_.--==========~~~~~-1-~~~~~~~~~+--~~~~~~~~-+~~~~~~~~---1 272 272 .5 273 273 .5 274 274 .5 Elevation (msl) Exhib it 0-3 CREEKSIDE TERRACE Stage-Discharge Curve 25 .000 .,...-----------------------------------------------. - 0.000 L _ _.--.-.--=:::::::==~~'.:::===~====::====:-===:====:===::_ _______ J 272 .0 272 .5 273 .0 273.5 274 .0 274 .5 Elevation (msl) Exhibit D-3 Drajnage Re port FOR CREEKSIDE TERRA ctiJ:.VIEWED F .· co~.t1PI ll\f\JC VICINITY MAP NTS February 2001 Prepared By: McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 ( 409) 693-3838 SEP 142001 COLLEGE STATIO ENGINEERING 1V Drajnage Re port FOR CREEKSIDE TERRACE VICINITY MAP NTS February 2001 Prepared By. McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 ( 409) 693-3838 CERTIFICATION I, Michael R . McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of the CREEKSIDE TERRACE Project was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT CREEKSIDE TERRACE ~~~ zL.,,J.1 Michael R. McClure, P .E . # 32740 _,,,,,,,, -~~€. OF -,./:'" ,, ,,(,,.~ •••••••••• ;.--.r-"l •• ;<o •••• * ·· .. ui •• '* ~ .. * 'i ~*: ~*~ ~···································~ l MI CHAEL A. McCLURE l ~···································I ~,t·. ~ 327 40 <) .:1&~ t,"-j-°;,f.CJtSTE\l-.«;.·;~; ~ v,s '••••••' ~v Cfl \,\a./ONAL s __ _ ''" • 0 -I /Y_ 8/z1/01 /?e.vtsed e)(h1b,. IJ-f ~ INTRODUCTION TABLE OF CONTENTS CREEKSIDE TERRACE GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE FACILITY DESIGN DRAINAGE DESIGN CRITERIA CONCLUSION EXIIlBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS DRAINAGE AREA MAP -DRAINAGE CHANNEL CAPACITY RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/DISCHARGE CURVES DRAINAGE REPORT CREEKSIDE TERRACE 1 1 1 2 2 2 4 "A" "B-1" "B -2" "B -3" "C-1" "D-1" "D-2" "D-3" II DRAINAGE REPORT CREEKSIDE TERRACE INTRODUCTION: The purpose of this report is to study the effects of the development of Creekside Terrace. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The site is located in southern College Station. Access to the site is from Deacon Drive, which borders the north side of the property. The east is bordered by Woodsman Condos. The south and west side of the property is bordered by Southwood Valley Subdivision residential lots. The entire site is 2.56 acres. The site is generally open with small clusters of trees along the western and northern property line. An existing drainage channel borders the eastern property line . Most of the site drains to the east into the existing drainage channel. A small portion of the site drains into Deacon Drive and is conveyed by curb and gutter to the existing drainage channel. FLOOD HAZARD INFORMATION: This property is not in a 100-Year Flood Haz.ard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C0182 C July 2, 1992, prepared by the Federal Emergency Management Agency for the City of College Station (Exlnbit A"). DRAINAGE REPORT CREEKSIDE TERRACE The total drainage area that flows through the Deacon Drive culvert is shown in Exhibit B-3. The flow for this drainage area is shown in Exhibit C-1. The average cross-section for the existing drainage channel is a 5-foot deep channel with a 5-foot wide bottom with 2:1 side slopes. The average slope of the channel is 0.44%. The 100-year flow in the channel is 370 cfs. The normal depth elevation in the channel for the 100-year storm is 3.99 feet. The existing drainage channel has the capacity to convey the 100-year storm. PRIMARY DRAINAGE BASIN DESCRIPTION: The primary drainage basin for the site is Bee Creek Tributary "A". The existing drainage channel along the eastern property line drains into Bee Creek Tributary "A". DRAINAGE FACILITY DESIGN: Storm water from the site will be captured in the curbs and gutters and conveyed to the detention facility. The detention facility will be located near the middle of the site. Storm water from the detention facility will be discharged into the existing channel that will convey the storm water to Bee Creek Tributary "A". The study point for the drainage calculations is the Deacon Drive culvert. Exhibit "C-1" shows the rational calculations for the various drainage areas corresponding to the Drainage Area Maps (Exhibits B-1 and B-2). Exhibits C and D use drainage areas "P 1 '', "B 1 ", and "B2" in calculations. Drainage Area "Pl " represents the drainage area that is conveyed to and routed through the detention facility . Drainage areas "B 1" and "B2" are drainage areas that bypass the detention pond. These areas are shown on Exhibit "B-2". DRAINAGE REPORT CREEKSIDE TERRACE 2 DRAINAGE DESIGN CRITERIA: All drainage is in accordance with the City DPDS. The design rainstorm is the 10-year event. Flow calculations for all drainage areas are based on the Rational Method. Manning's Roughness Coefficient "n" is 0.014 per the DPDS. The storage volume required for the detention pond is based on a triangular hydrograph routing of the flows (base = 3* Tc). The detention pond serves to detain all design storms. Exhibit "D-1" shows the routing and hydrograph plots for the 5,10, 25, 50, and 100 year events at Study Point #1. The discharge for the proposed detention facility will be metered so runoff from the site does not exceed the existing runoff discharge from the site. The following summary table shows the Pre-development and Post-development flows at the study point. Design Event Q5= Qio= Q15 = Q5o= Q100= DRAINAGE REPORT CREEKSIDE TERRACE Study Point #1 (Deacon Drive Culvert) Pre-Development Post-Development 10 cfs 10 cfs 11 cfs 11 cfs 12 cfs 12 cfs 14 cfs 14 cfs 16 cfs 15 cfs Detention Facility Water Surface Elev. 273.8 273.9 274.1 274.3 274.4 3 The top of berm elevation for the detention facility is 275.00. The pond outfall device is a baffled 15" diameter RCP. The baffle will be installed to allow a 3.25"opening. CONCLUSION: The Post-development flow is equal to or less than the Pre-development flow for all storm events. The I 00-year event is contained in the pond and released through the pond outlet device. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAJNAGE REPORT CREEKSIDE TERRACE 4 ~ ·. ~~~ .. · ·~ . ·. EXHIBIT A Flood Insurance Rate Mop Ex cerpt Brazos County, Texas and Incorporated Areas Mop Numbers: 48041C0182C Effective Dote: July 2. 1992 / / / / Study Point 1" = 100' Scale AREA MAP twAIN~~ CONDITION £XIS EXHIBIT 8-1 ------------------ DRAINAGE M£A MAP PROPOSED CONDITION EXHIBIT 8-2 <{ 3: 3: w Cl 0 0 a:: w ...J ...J ...J <{ <{ a.. <{ LL LL w w 0 ;:: I-Cl Cl (!) a:: ...J z <{ z z <{ w z w u ~ ::c ~ <{ > w ...J :E ...J z ~ w <{ Cl w <{ a:: I-a:: ...J ~ u; w (!) Cl w ~ I->z w ...J 0 z a:: w 0 > <{ Cl I-:::> <{ a:: a.. I-o~ 0 LL NO. AC. 0.4 0.55 0.9 ft ft Ex 2.79 2.57 0.00 0.22 1.23 321.0 6.0 P1 0.64 0.12 0.00 0.52 0.52 77.0 0.7 81 0.72 0.29 0.00 0.43 0.50 178.0 1.3 82 1.43 0.91 0.00 0.52 0.83 220.0 1.0 Chan 93.35 0.00 93.35 0.00 51.34 412.0 7.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations CREEKSIDE TERRACE 3: 3: 0 0 ...J ...J LL LL >-a:: ::c a:: I-(3 u w I-w I-u ~ (!) ~ ::l 0 I-0 :::> z ...J w :::> <{ w c;; CJ) N It) (!) ~ (!) LL > u :::> £:! a ~ a ft ft ft/s min min In/Hr cf s In/Hr cfs 266.0 1.0 1.1 9.2 9.2 6.57 8.1 8.0 9.8 147.0 2.3 1.3 2.9 5.0 8.22 4.2 9.9 5.1 428.0 3.5 1.1 9.0 9.0 6.63 3.3 8.0 4.0 835.0 10.0 1.2 14.1 14.1 5.36 4.5 6.6 5.5 3238.0 44.0 2.0 30.8 30.8 3.40 174.8 4.3 218.5 0 It) 0 .... It) N :!: a £:! a In/Hr cf s In/Hr cfs 8.9 11.0 10.2 12.5 11.0 5.7 12.5 6.5 9.0 4.5 10.3 5.2 7.4 6.2 8.5 7.1 4.9 249.3 5.6 286.7 O· ~ In/Hr 11.5 14.1 11.6 9.6 6.4 0 0 0 0 It) 0 .... a :!: a cf s In/Hr cf s 14.1 12.9 15.9 7.3 15.8 8.1 5.8 13.1 6.6 8.0 10.8 9.0 326.3 7.2 370.0 2!20/01 0106-dra.xls Exhibit C-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A# D.A# Pond Routina EVENT= 6 :a: c .r:. Q ~ Q. w c E z c 0 Ol j .... ~ "' !! + c + ... ,, ., ~ + ~ c + c > .... 0 II) c 0 .!! J: a.. 0 c N N a a.. w On 6.1 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.02 0.00 0.00 0.00 272.3 1.0 1.0 1.0 3.05 0.00 1.02 0.51 272.6 2.0 2.0 2.0 5.08 1.63 3.05 0.71 272.8 3.0 3.1 3.1 7.12 5.06 6.72 0.83 273.0 4.0 4.1 4.1 9.15 10.34 12.18 0.92 273.1 5.0 5.1 5.1 9.66 17.47 19.49 1.01 273.2 6.0 4.6 4.6 8.64 24.94 27.13 1.09 273.4 7.0 4.1 4.1 7.63 31.27 33.58 1.16 273.5 8.0 3.6 3.6 6.61 36.48 38.89 1.21 273.6 9.0 3.1 3.1 5.59 40.61 43.09 1.24 273.7 10.0 2.5 2.5 4.58 43.66 46.20 1.27 273.7 11.0 2.0 2.0 3.56 45.66 48.23 1.29 273.8 12.0 1.5 1.5 2.54 . 46.63 49.22 1.30 273.8 13.0 1.0 1.0 1.53 46.58 49.17 1.29 273.8 14.0 0.5 0.5 0.51 45.53 48.10 1.29 273.8 15.0 0.0 0.0 0.00 43.50 46.04 1.27 273.7 16.0 0.0 0.0 0.00 41.01 43.50 1.25 273.7 17.0 0.0 0.0 0.00 38.56 41.01 1.22 273.6 18.0 0.0 0.0 0.00 36.16 38.56 1.20 273.6 19.0 0.0 0.0 0.00 33.80 36.16 1.18 273.5 20.0 0.0 0.0 0.00 31.48 33.80 1.16 273.5 21.0 0.0 0.0 0.00 29.20 31.48 1.14 273.5 22.0 0.0 0.0 0.00 26.98 29.20 1.11 273.4 23.0 0.0 0.0 0.00 24.80 26.98 1.09 273.4 24.0 0.0 0.0 0.00 22.66 24.80 1.07 273.3 25.0 0.0 0.0 0.00 20.56 22.66 1.05 273.3 26.0 0.0 0.0 0.00 18.51 20.56 1.03 273.3 27.0 0.0 0.0 0.00 16.51 18.51 1.00 273.2 28.0 0.0 0.0 0.00 14.56 16.51 0.97 273.2 29.0 0.0 0.0 0.00 12.66 14.56 0.95 273.1 30.0 0.0 0.0 0.00 10.81 12.66 0.92 273.1 31.0 0.0 0.0 0.00 9.01 10.81 0.90 273.1 32.0 0.0 0.0 0.00 7.26 9.01 0.88 273.0 33.0 0.0 0.0 0.00 5.57 7.26 0.84 273.0 34.0 0.0 0.0 0.00 3.99 5.57 0.79 272.9 35.0 0.0 0.0 0.00 2.51 3.99 0.74 272.8 36.0 0.0 0.0 0.00 1.13 2.51 0.69 272.8 37.0 0.0 0.0 0.00 0.06 1.13 0.54 272.6 38.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 39.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 40.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 41.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 42.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 43.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 44.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 45.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 46.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 47.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 48.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 49.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 50.0 0.0 0.0 0.00 0.06 0.06 0.00 272.3 PEAK FLOWS 6 6 1 273.8 0. 00 indicates in ital condition D.A# D.A# Iii N m 4.0 6.6 9.0 14.1 cfs cfs 0.0 0.0 0.4 0.4 0.9 0.8 1.3 1.2 1.8 1.5 2.2 1.9 2.7 2.3 3.1 2.7 3.6 3.1 4.0 3.5 3.8 3.9 3.6 4.3 3.4 4.6 3.1 5.0 2.9 5.4 2.7 5.3 2.5 5.1 2.2 4.9 2.0 4.7 1.8 4.5 1.6 4.3 1.3 4.1 1.1 3.9 0.9 3.7 0.7 3.6 0.4 3.4 0.2 3.2 0.0 3.0 0.0 2.8 0.0 2.6 0.0 2.4 0.0 2.2 0.0 2.0 0.0 1.8 0.0 1.6 0.0 1.4 0.0 1.2 0.0 1.0 0.0 0.8 0.0 0.6 0.0 0.5 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 6 Q w II) .... 0 <a.. I-0 0 a: ~a.. cfs 0.00 1.34 2.38 3.34 4.27 5.20 6.11 7.01 7.90 8.77 8.96 9.14 9.31 9.47 9.62 9.26 8.82 8.38 7.94 7.50 7.06 6.62 6.17 5.73 5.29 4.85 4.41 3.97 3.75 3.53 3.32 3.10 2.88 2.66 2.41 2.16 1.92 1.57 0.84 0.65 0.46 0.26 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 D.A# >< w 9.8 9.2 c:fs 0.0 1.1 2.1 3.2 4.3 5.3 6.4 7.4 8.5 9.6 9.3 8.8 8.3 7.7 7.2 6.7 6.2 5.6 5.1 4.6 4.0 3.5 3.0 2.4 1.9 1.4 0.8 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0106-{jra.xls Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A. # D.A. # Pond Routin11 EVENT= 10 it c J:: c g CL !! w c c z :!:! 0 E ~ ..... 2 ;::: + + ..... ,, .. c "g, + ~ c + c > ..... 0 II) c 0 .!! :I: IL 0 .= N N a IL W ao 6.7 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.13 0.00 0.00 0.00 272.3 1.0 1.1 1.1 3.40 0.06 1.13 0.54 272.6 2.0 2.3 2.3 5.67 2.01 3.46 0.72 272.8 3.0 3.4 3.4 7.93 5.96 7.68 0.86 273.0 4.0 4.5 4.5 10.20 12.02 13.90 0.94 273.1 5.0 5.7 5.7 10.77 20.13 22.22 1.04 273.3 6.0 5.1 5.1 9.63 28.63 30.90 1.13 273.4 7.0 4.5 4.5 8.50 35.87 38.27 1.20 273.6 8.0 4.0 4.0 7.37 41.86 44.37 1.25 273.7 9.0 3.4 3.4 6.23 46.64 49.23 1.30 273.8 10.0 2.8 2.8 5.10 50.22 52.87 1.32 273.8 11.0 2.3 2.3 3.97 52.64 55.32 1.34 273.9 12.0 1.7 1.7 2.83 53.90 56.60 1.35 273.9 13.0 1.1 1.1 1.70 54.02 56.73 1.35 273.9 14.0 0.6 0.6 0.57 53.03 55.72 1.35 273.9 15.0 0.0 0.0 0.00 50.94 53.60 1.33 273.8 16.0 0.0 0.0 0.00 48.32 50.94 1.31 273.8 17.0 0.0 0.0 0.00 45.75 48.32 1.29 273.8 18.0 0.0 0.0 0.00 43.22 45.75 1.27 273.7 19.0 0.0 0.0 0.00 40.73 43.22 1.24 273.7 20.0 0.0 0.0 0.00 38.29 40.73 1.22 273.6 21.0 0.0 0.0 0.00 35.89 38.29 1.20 273.6 22.0 0.0 0.0 0.00 33.53 35.89 1.18 273.5 23.0 0.0 0.0 0.00 31.21 33.53 1.16 273.5 24.0 0.0 0.0 0.00 28.95 31.21 1.13 273.4 25.0 0.0 0.0 0.00 26.72 28.95 1.11 273.4 26.0 0.0 0.0 0.00 24.55 26.72 1.09 273.4 27.0 0.0 0.0 0.00 22.41 24.55 1.07 273.3 28.0 0.0 0.0 0.00 20.33 22.41 1.04 273.3 29.0 0.0 0.0 0.00 18.28 20.33 1.02 273.3 30.0 0.0 0.0 0.00 16.28 18.28 1.00 273.2 31.0 0.0 0.0 0.00 14.34 16.28 0.97 273.2 32.0 0.0 0.0 0.00 12.45 14.34 0.95 273.1 33.0 0.0 0.0 0.00 10.60 12.45 0.92 273.1 34.0 0.0 0.0 0.00 8.81 10.60 0.90 273.1 35.0 0.0 0.0 0.00 7.06 8.81 0.87 273.0 36.0 0.0 0.0 0.00 5.38 7.06 0.84 273.0 37.0 0.0 0.0 0.00 3.82 5.38 0.78 272.9 38.0 0.0 0.0 0.00 2.35 3.82 0.73 272.8 39.0 0.0 0.0 0.00 0.98 2.35 0.69 272.8 40.0 0.0 0.0 0.00 0.00 0.98 0.50 272.6 41.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 42.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 43.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 44.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 45.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 46.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 47.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 48.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 49.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 50.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 PEAK FLOWS I 6 6 1 273.9 0. 00 indicates in ital oondition D.A. # D.A. # ;a N m 4.6 6.2 9.0 14.1 cfs cfs 0.0 0.0 0.5 0.4 1.0 0.9 1.5 1.3 2.0 1.7 2.5 2.2 3.0 2.6 3.5 3.1 4.0 3.5 4.5 3.9 4.3 4.4 4.0 4.8 3.8 5.2 3.5 5.7 3.3 6.1 3.0 6.0 2.8 5.8 2.5 5.5 2.3 5.3 2.0 5.1 1.8 4.9 1.5 4.7 1.3 4.4 1.0 4.2 0.8 4.0 0.5 3.8 0.2 3.6 0.0 3.4 0.0 3.1 0.0 2.9 0.0 2.7 0.0 2.5 0.0 2.3 0.0 2.0 0.0 1.8 0.0 1.6 0.0 1.4 0.0 1.2 0.0 1.0 0.0 0.7 0.0 0.5 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 6 c w II) ...J 0 c( IL I-0 e g: cfs 0.00 1.48 2.60 3.68 4.70 5.74 6.77 7.78 8.78 9.75 9.97 10.17 10.37 10.55 10.73 10.32 9.83 9.34 8.84 8.35 7.86 7.37 6.88 6.38 5.89 5.40 4.91 4.42 4.18 3.94 3.69 3.45 3.21 2.96 2.72 2.48 2.23 1.95 1.68 1.42 1.01 0.30 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 D.A. # ill 11.0 9.2 cfs 0.0 1.2 2.4 3.6 4.8 6.0 7.2 8.3 9.5 10.7 10.5 9.9 9.3 8.7 8.1 7.5 6.9 6.3 5.7 5.1 4.5 3.9 3.3 2.7 2.1 1.5 0.9 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 0106-<lra.xls Extlibit 0-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A# DA# Pond Routing EVENT= 26 :a: c &. 0 ~ CL w e z c c ei ... i 0 j + ... .. c + ... .,, .. -g. c + c > r g + iii II) 8 0 .! :c c N N IL W ;QD 6.6 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs chi chi ft 0.0 0.0 0.0 1.29 0.00 0.00 0.00 272.3 1.0 1.3 1.3 3.67 0.13 1.29 0.56 272.7 2.0 2.6 2.6 6.45 2.53 4.01 0.74 272.6 3.0 3.9 3.9 9.03 7.23 6.96 0.66 273.0 4.0 5.2 5.2 11.62 14.32 16.26 0.97 273.2 5.0 6.5 6.5 12.26 23.77 25.93 1.06 273.4 6.0 5.6 5.6 10.97 33.67 36.04 1.16 273.5 7.0 5.2 5.2 9.66 42.13 44.65 1.26 273.7 6.0 4.5 4.5 6.39 49.16 51.61 1.32 273.6 9.0 3.9 3.9 7.10 54.65 57.57 1.36 273.9 10.0 3.2 3.2 5.61 59.16 61.95 1.39 274.0 11.0 2.6 2.6 4.52 62.14 64.97 1.42 274.0 12.0 1.9 1.9 3.23 63.60 66.65 1.43 274.1 13.0 1.3 1.3 1.94 64.16 67.02 1.43 274.1 14.0 0.6 0.6 0.65 63.25 66.10 1.42 274.1 15.0 0.0 0.0 0.00 61.06 63.90 1.41 274.0 16.0 0.0 0.0 0.00 56.30 61.06 1.39 274.0 17.0 0.0 0.0 0.00 55.57 56.30 1.37 273.9 16.0 0.0 0.0 0.00 52.66 55.57 1.34 273.9 19.0 0.0 0.0 0.00 50.23 52.66 1.32 273.6 20.0 0.0 0.0 0.00 47.63 50.23 1.30 273.6 21.0 0.0 0.0 0.00 45.06 47.63 1.28 273.7 22.0 0.0 0.0 0.00 42.55 45.06 1.26 273.7 23.0 0.0 0.0 0.00 40.07 42.55 1.24 273.7 24.0 0.0 0.0 0.00 37.64 40.07 1.22 273.6 25.0 0.0 0.0 0.00 35.25 37.64 1.19 273.6 26.0 0.0 0.0 0.00 32.90 35.25 1.17 273.5 27.0 0.0 0.0 0.00 30.60 32.90 1.15 273.5 28.0 0.0 0.0 0.00 28.35 30.60 1.13 273.4 29.0 0.0 0.0 0.00 26.14 26.35 1.10 273.4 30.0 0.0 0.0 0.00 23.97 26.14 1.08 273.4 31.0 0.0 0.0 0.00 21.65 23.97 1.06 273.3 32.0 0.0 0.0 0.00 19.77 21.65 1.04 273.3 33.0 0.0 0.0 0.00 17.74 19.77 1.02 273.2 34.0 0.0 0.0 0.00 15.76 17.74 0.99 273.2 35.0 0.0 0.0 0.00 13.83 15.76 0.96 273.2 36.0 0.0 0.0 0.00 11.95 13.83 0.94 273.1 37.0 0.0 0.0 0.00 10.12 11.95 0.92 273.1 38.0 0.0 0.0 0.00 8.34 10.12 0.89 273.0 39.0 0.0 0.0 0.00 6.60 8.34 0.87 273.0 40.0 0.0 0.0 0.00 4.95 6.60 0.82 273.0 41.0 0.0 0.0 0.00 3.41 4.95 0.77 272.9 42.0 0.0 0.0 0.00 1.97 3.41 0.72 272.6 43.0 0.0 0.0 0.00 0.63 1.97 0.67 272.8 44.0 0.0 0.0 0.00 0.00 0.63 0.41 272.5 45.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 46.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 47.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 48.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 49.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 50.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 PEAK FLOWS I 6 6 1 274.1 0. 00 indicates in ital condition D.A# D.A# iii N m 6.2 7.1 9.0 14.1 chi chi 0.0 0.0 0.6 0.5 1.2 1.0 1.7 1.5 2.3 2.0 2.9 2.5 3.5 3.0 4.0 3.5 4.6 4.0 5.2 4.5 4.9 5.0 4.6 5.5 4.3 6.0 4.0 6.5 3.7 7.0 3.4 6.6 3.2 6.6 2.9 6.3 2.6 6.1 2.3 5.6 2.0 5.6 1.7 5.3 1.4 5.1 1.1 4.8 0.9 4.6 0.6 4.3 0.3 4.1 0.0 3.8 0.0 3.6 0.0 3.3 0.0 3.1 0.0 2.8 0.0 2.6 0.0 2.3 0.0 2.1 0.0 1.8 0.0 1.6 0.0 1.3 0.0 1.1 0.0 0.8 ·o.o 0.6 0.0 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 7 0 w II) ..JO < IL ,.... 0 0 a:: !"-IL chi 0.00 1.65 2.69 4.10 5.27 6.45 7.63 6.76 9.91 11.03 11.27 11.51 11.73 11.94 12.15 11.69 11.13 10.57 10.01 9.45 6.69 6.34 7.76 7.22 6.66 6.10 5.54 4.99 4.71 4.44 4.17 3.90 3.62 3.35 3.08 2.80 2.53 2.25 1.98 1.71 1.41 1.11 0.61 0.67 0.41 0.00 0.00 0.00 0.00 0.00 0.00 12 DA# ill 12.6 9.2 ds 0.0 1.4 2.7 4.1 5.4 6.6 6.2 9.5 10.9 12.3 12.0 11.3 10.6 9.9 9.2 6.6 7.9 7.2 6.5 5.6 5.2 4.5 3.6 3.1 2.4 1.7 1.1 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 0106-<lra.Jds Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE D.A. # D.A. # Pond Routina EVENTa 60 "" c .I:. D ~ 0.. w e c c z 0 ~ j .... 2 ;:; + .... .... .., .. c + -g, + :E c + c > ii: 8 ~ ~ c 0 .!! :c .= a IL W 'UD 7.3 Tc 6.0 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.45 0.00 0.00 0.00 272.3 1.0 1.5 1.5 4.36 0.22 1.45 0.62 272.7 2.0 2.9 2.9 7.27 3.06 4.58 0.76 272.9 3.0 4.4 4.4 10.18 8.55 10.34 0.89 273.1 4.0 5.8 5.8 13.09 16.73 18.73 1.00 273.2 5.0 7.3 7.3 13.82 27.58 29.82 1.12 273.4 6.0 6.5 6.5 12.37 38.95 41.40 1.23 273.6 7.0 5.8 5.8 10.91 48.69 51.31 1.31 273.8 8.0 5.1 5.1 9.46 56.85 59.60 1.38 273.9 9.0 4.4 4.4 8.00 63.45 66.30 1.43 274.1 10.0 3.6 3.6 6.55 68.53 71.46 1.46 274.1 11.0 2.9 2.9 5.09 72.10 75.08 1.49 274.2 12.0 2.2 2.2 3.64 74.19 77.20 1.50 274.2 13.0 1.5 1.5 2.18 74.82 77.83 1.51 274.3 14.0 0.7 0.7 0.73 74.00 77.00 1.50 274.2 15.0 0.0 0.0 0.00 71.76 74.72 1.48 274.2 16.0 0.0 0.0 0.00 68.83 71.76 1.46 274.2 17.0 0.0 0.0 0.00 65.94 68.83 1.44 274.1 18.0 0.0 0.0 0.00 63.09 65.94 1.42 274.1 19.0 0.0 0.0 0.00 60.29 63.09 1.40 274.0 20.0 0.0 0.0 0.00 57.53 60.29 1.38 274.0 21.0 0.0 0.0 0.00 54.81 57.53 1.36 273.9 22.0 0.0 0.0 0.00 52.13 54.81 1.34 273.9 23.0 0.0 0.0 0.00 49.49 52.13 1.32 273.8 24.0 0.0 0.0 0.00 46.90 49.49 1.30 273.8 25.0 0.0 0.0 0.00 44.35 46.90 1.28 273.7 26.0 0.0 0.0 0.00 41.84 44.35 1.25 273.7 27.0 0.0 0.0 0.00 39.38 41.84 1.23 273.6 28.0 0.0 0.0 0.00 36.96 39.38 1.21 273.6 29.0 0.0 0.0 0.00 34.58 36.96 1.19 273.6 30.0 0.0 0.0 0.00 32.25 34.58 1.17 273.5 31.0 0.0 0.0 0.00 29.96 32.25 1.14 273.5 32.0 0.0 0.0 0.00 27.72 29.96 1.12 273.4 33.0 0.0 0.0 0.00 25.52 27.72 1.10 273.4 34.0 0.0 0.0 0.00 23.37 25.52 1.08 273.3 35.0 0.0 0.0 0.00 21.26 23.37 1.05 273.3 36.0 0.0 0.0 0.00 19.19 21.26 1.03 273.3 37.0 0.0 0.0 0.00 17.18 19.19 1.01 273.2 38.0 0.0 0.0 0.00 15.21 17.18 0.98 273.2 39.0 0.0 0.0 0.00 13.29 15.21 0.96 273.1 40.0 0.0 0.0 0.00 11.43 13.29 0.93 273.1 41.0 0.0 0.0 0.00 9.61 11.43 0.91 273.1 42.0 0.0 0.0 0.00 7.84 9.61 0.89 273.0 43.0 0.0 0.0 0.00 6.12 7.84 0.86 273.0 44.0 0.0 0.0 0.00 4.50 6.12 0.81 272.9 45.0 0.0 0.0 0.00 2.99 4.50 0.76 272.9 46.0 0.0 0.0 0.00 1.58 2.99 0.71 272.8 47.0 0.0 0.0 0.00 0.28 1.58 0.65 272.7 48.0 0.0 0.0 0.00 0.00 0.28 0.22 272.4 49.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 50.0 0.0 0.0 0.00 0.00 0.00 0.00 272.3 PEAK FLOWS I 7 7 2 274.3 0.00 indicates inital condition D.A.# D.A. # iii N al 6.8 8.0 9.0 14.1 cfs cfs 0.0 0.0 0.6 0.6 1.3 1.1 1.9 1.7 2.6 2.3 3.2 2.8 3.9 3.4 4.5 4.0 5.2 4.5 5.8 5.1 5.5 5.7 5.2 6.2 4.9 6.8 4.5 7.4 4.2 7.9 3.9 7.7 3.6 7.5 3.2 7.2 2.9 6.9 2.6 6.6 2.3 6.3 1.9 6.0 1.6 5.8 1.3 5.5 1.0 5.2 0.6 4.9 0.3 4.6 0.0 4.3 0.0 4.1 0.0 3.8 0.0 3.5 0.0 3.2 0.0 2.9 0.0 2.6 0.0 2.4 0.0 2.1 0.0 1.8 0.0 1.5 0.0 1.2 0.0 0.9 0.0 0.7 0.0 0.4 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 8 D w ti) ..... 0 < IL .... 0 ef cfs 0.00 1.84 3.19 4.54 5.87 7.20 8.52 9.82 11.10 12.36 12.64 12.90 13.16 13.40 13.64 13.11 12.49 11.86 11.23 10.60 9.97 9.34 8.71 8.09 7.46 6.83 6.20 5.57 5.27 4.96 4.66 4.36 4.05 3.74 3.44 3.13 2.83 2.52 2.21 1.91 1.60 1.29 0.99 0.86 0.81 0.76 0.71 0.65 0.22 0.00 0.00 14 D.A. # .:i 14.1 9.2 cts 0.0 1.5 3.1 4.6 6.2 7.7 9.2 10.8 12.3 13.8 13.5 12.7 12.0 11.2 10.4 9.7 8.9 8.1 7.4 6.6 5.8 5.1 4.3 3.5 2.7 2.0 1.2 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 o 1 C>Ek!ra.xls Exhibit D-1 DA# DA# 'II: .t: 0 Q. w E z ~ i 'g. a: 8 :I: YD 8.1 Tc 6.0 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 1.6 1.6 2.0 3.3 3.3 3.0 4.9 4.9 4.0 6.5 6.5 5.0 8.1 8.1 6.0 7.3 7.3 7.0 6.5 6.5 8.0 5.7 5.7 9.0 4.9 4.9 10.0 4.1 4.1 11.0 3.3 3.3 12.0 2.4 2.4 13.0 1.6 1.6 14.0 0.8 0.8 15.0 0.0 0.0 16.0 0.0 0.0 17.0 0.0 0.0 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 PEAK FLOWS 8 8 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING CREEKSIDE TERRACE Pond Routing EVENT= 100 c ~ c c 0 + 2 .... ;:: c + .... 'g .. + ~ c + c > "' c 0 • .E N N a a.. [ij cfs cfs cfs cfs ft 1.63 0.00 0.00 0.00 272.3 4.89 0.30 1.63 0.66 272.8 8.14 3.64 5.19 0.78 272.9 11.40 9.95 11.78 0.91 273.1 14.66 19.28 21.35 1.03 273.3 15.47 31.62 33.94 1.16 273.5 13.84 44.53 47.09 1.28 273.7 12.21 55.64 58.38 1.37 273.9 10.59 64.98 67.86 1.44 274.1 8.96 72.59 75.57 1.49 274.2 7.33 78.49 81.55 1.53 274.3 5.70 82.70 85.81 1.56 274.4 4.07 85.25 88.40 1.57 274.4 2.44 86.16 89.32 1.58 274.4 0.81 85.46 88.61 1.58 274.4 0.00 83.15 86.27 1.56 274.4 0.00 80.07 83.15 1.54 274.3 0.00 77.03 80.07 1.52 274.3 0.00 74.03 77.03 1.50 274.2 0.00 71.07 74.03 1.48 274.2 0.00 68.15 71.07 1.46 274.1 0.00 65.27 68.15 1.44 274.1 0.00 62.44 65.27 1.42 274.0 0.00 59.64 62.44 1.40 274.0 0.00 56.89 59.64 1.38 273.9 0.00 54.18 56.89 1.35 273.9 0.00 51.51 54.18 1.33 273.9 0.00 48.88 51.51 1.31 273.8 0.00 46.30 48.88 1.29 273.8 0.00 43.76 46.30 1.27 273.7 0.00 41.26 43.76 1.25 273.7 0.00 38.81 41.26 1.23 273.6 0.00 36.40 38.81 1.20 273.6 0.00 34.03 36.40 1.18 273.5 0.00 31.71 34.03 1.16 273.5 0.00 29.43 31.71 1.14 273.5 0.00 27.20 29.43 1.12 273.4 0.00 25.01 27.20 1.09 273.4 0.00 22.87 25.01 1.07 273.3 0.00 20.77 22.87 1.05 273.3 0.00 18.72 20.77 1.03 273.3 0.00 16.71 18.72 1.00 273.2 0.00 14.76 16.71 0.98 273.2 0.00 12.85 14.76 0.95 273.1 0.00 11.00 12.85 0.93 273.1 0.00 9.19 11.00 0.90 273.1 0.00 7.43 9.19 0.88 273.0 0.00 5.73 7.43 0.85 273.0 0.00 4.14 5.73 0.80 272.9 0.00 2.66 4.14 0.74 272.9 0.00 1.26 2.66 0.70 272.8 2 274.4 D.A. # DA# Iii N m 6.6 9.0 9.0 14.1 cfs cfs 0.0 0.0 0.7 0.6 1.5 1.3 2.2 1.9 2.9 2.5 3.6 3.2 4.4 3.8 5.1 4.5 5.8 5.1 6.6 5.7 6.2 6.4 5.8 7.0 5.5 7.6 5.1 8.3 4.7 8.9 4.4 8.7 4.0 8.4 3.6 8.1 3.3 7.8 2.9 7.4 2.5 7.1 2.2 6.8 1.8 6.5 1.5 6.2 1.1 5.8 0.7 5.5 0.4 5.2 0.0 4.9 0.0 4.6 0.0 4.3 0.0 3.9 0.0 3.6 0.0 3.3 0.0 3.0 0.0 2.7 0.0 2.3 0.0 2.0 0.0 1.7 0.0 1.4 0.0 1.1 0.0 0.8 0.0 0.4 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 9 0 w "' ...I 0 ~ t; 0 a: I-a.. cfs 0.00 2.03 3.51 5.01 6.50 8.00 9.48 10.93 12.37 13.79 14.10 14.40 14.69 14.96 15.23 14.65 13.94 13.24 12.54 11.83 11.13 10.42 9.72 9.02 8.31 7.61 6.90 6.20 5.87 5.52 5.18 4.84 4.50 4.16 3.82 3.48 3.14 2.80 2.46 2.12 1.78 1.43 1.09 0.95 0.93 0.90 0.88 0.85 0.80 0.74 0.70 16 DA# >< w 16.9 9.2 cfs 0.0 1.7 3.5 5.2 6.9 8.6 10.4 12.1 13.8 15.5 15.2 14.3 13.4 12.6 11.7 10.9 10.0 9.1 8.3 7.4 6.5 5.7 4.8 3.9 3.1 2.2 1.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 O 106-dra.xls E>Chibit 0-1 CREEKSIDE TERRACE 5 Year Event Hydrograph 12 .00 -.--------------------------------------. 10.00 8.00 ~ £ 6 .00 a 4 .00 2.00 0 .00 -------------------+-------+-......_....:..... ______ --l ____ ~ 0 .00 5 .00 10.00 15 .00 20 .00 Time (min.) 25 .00 30 .00 35.00 40 .00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 CREEKSIDE TERRACE 10 Year Event Hydrograph 12 .00 ---------------------------------------. 10.00 - \ \ 8.00 \ \. '\ '\ \ \. '\ '\ \ \. ~ ~ 6 .00 \ a 4 .00 2 .00 \. '\ \ \ \ \. '\ '\ \ \. \ \. '\ '\ 0 .00+-----;.-----+----_...-~~~-+-~~~--+~_,._......._~-+-~----1~---~ 0.00 5.00 10.00 15 .00 20 .00 Time(min .) 25.00 30 .00 35 .00 40.00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 CREEKSIDE TERRACE 25 Year Event Hydrograph 14.00 -....-------------------------------------. 12 .00 \ \ 10.00 \ \ 8.00 6 .00 4 .00 2 .00 \ \ \ \ \ \ \ \ \ \ ~ \ \ \ \ \ \ \ \ \ \ \ \ 0 .00 -f'-----+-----+----~-----+-------i--"'--"'---+-----t-----~ 0.00 5.00 10.00 15 .00 20 .00 Time(mln.) 25.00 30.00 35.00 40 .00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 CREEKSIDE TERRACE 50 Year Event Hydrograph 16.00 --------------------------------------. 14 .00 ,..., I '\ I ' I I \. 12 .00 I \. I \. I \. \. \ 10.00 \ \. \. \. ~ \. ~ 8 .00 \. a \. \ 6 .00 \. \. \. \. \. 4.00 \. \. \ \ \. 2 .00 \. \. \ 0 .00 0 .00 5.00 10.00 15 .00 20 .00 25 .00 30 .00 35 .00 40 .00 Time(min.) --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 ~ ~ a CREEKSIDE TERRACE 100 Year Event Hydrograph 18.00 --------------------------------------. 16 .00 14 .00 '\ '\ '\ 12 .00 - 10.00 8.00 6 .00 4.00 2.00 '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ o .oo~----+----+-----"+------+------+--""--"'"---+------.,~---~ 0.00 5.00 10.00 15.00 20 .00 Time(min .) 25 .00 30 .00 35 .00 40.00 --P1 --Qn+1 --81 --82 --TOTAL PROPOSED ---Ex 2/19/2001 Exhibit D-2 0 .040 0 .035 0 .030 2" 0 .025 ! t u; 0 .020 0 .015 0 .010 0 .005 272 272 .5 CREEKSIDE TERRACE Stage-Storage Curve 273 Elevatlon (msl) 273 .5 274 274.5 Exhibit D-3 CREEKSIDE TERRACE Stage-Discharge Curve 25 .000 ~--------------------------------------------~ 0.000 L-----..-======j:'.::===~====-:====:====:===:-:===: ________ J 272 .0 272 .5 273 .0 273.5 274 .0 274 .5 Elevation (msl) Exhibit D-3 Item No. I 3 2 4 5 6 7 8 9 JO I I 12 Creekside Terrace Water System Engineer's Estimate August 27, 2001 D escription Unit Qu a n lily ·water System Constrnction 6" PVC Water Line, Str. Backfill L.f. 127 6" PVC Water Line, Non-StT. Backfill L.F. 188 6" DIP, w/12" c as in g , bore, rest. joint s L.F . 65 fire Hydrant A ssembly Each 1 8 "x 6" Taooing Sleeve and Valve Each I 6 "x 13" Anchor Couplin g Each 2 6"x 45 degree bend Ea ch 2 6"x 22.5 deg ree bend Each 3 6"x I 1.25 degree bend Each 2 Remove & Replace s id ewa lk & pavement S.F. 60 2" Water Ser. (length = 6.5 ft.) I Each 1 l" Water Ser. (length= 6.5 ft.) Each I Est im ated Tota l Unit Price 18 .00 2,286 .0 0 14 .50 2,726.00 150.00 9,750.0 0 2000.00 2,000 .00 1900.00 I ,900.00 100 .00 200.00 125.00 250.00 125.00 375.00 125.00 250.00 15.00 900.00 450.00 450 .00 350.00 350.00 Tota l Cost ! .s; 21 437.00 Item No. 1 3 2 4 5 6 7 8 9 IO 11 12 Creekside Terrace Water System Engineer's Estimate August 27, 2001 Description Unit Quantity Water System Construction 6" PVC Water Line, Str. Backfill L.F. 127 6" PVC Water Line, Non-Str. Backfill L.F. 188 6" DIP, w/12" casing, bore, rest. joints L.F. 65 Fire Hydrant Assembly Each I 8"x 6" Tanning Sleeve and Valve Each 1 6"x 13" Anchor Coupling Each 2 6"x 45 degree bend Each 2 6"x 22.5 degree bend Each 3 6"x 11.25 degree bend Each 2 Remove & Replace sidewalk & pavement S.F. 60 2" Water Ser. (length= 6.5 ft.) Each 1 l" Water Ser. (len!rth = 6.5 ft.) Each 1 Estimated Total Unit Price 18 .00 2,286.00 14.50 2,726 .00 150.00 9,750.00 2000 .00 2,000.00 1900 .00 1,900.00 100 .00 200.00 125.00 250.00 125 .00 375.00 125.00 250.00 15.00 900.00 450 .00 450.00 350.00 350.00 Total Cost $ 21.437.00 ' To~p.L ----------~-·--·---------·-----------·-·---··-----------------:1±-Flvi-ue.G -------·----··------- ----· --------------~---·-----------.::J)_~~..0&.-~P-=C~-Ol':,2 _________________ QL!_.~~1-~ ··----. --····--- ----·------------·------------·---·· -·-··------· ---------···-·-·--------·------------·-. ----- --··-----··--·---2 ---------·-··. ~·~:~J~_y~_/$-~~k>)~---------------~-----·· ----·------~ ---------------2 ----·-·-_______ .luA~~ _c !os._n --· _________________ 3 __________ -·--____ ·----· ._ .J.p _. __ _ ___________________ z._ __ ~ _________ h_~_._ ---·----··-··---··----·-·--·-·---________________ .1 _____________ __ _ __ ___ _ __ z ---=------·--_/ ___ __C_.l_orh .~ _ _hl&._S \~.~------------_lp _______________ --·-·-___ ··-_1=e ... ------------·--·------j_ ___________ l.(_;Tcl2'_~~-s-~-~-!."Q~'$b,_Ul :_ ___ _b ______________ .... 2, _____________________ -·---·------·-----------------------·-------_ _2 _Q ____ E; n . __ u _!-! ~~/u,..., ';"r .;; 42-0 :I _______ !~~----------·---·-- ' :•J .. c ,, w ( " o o e-p. \ \ ow~ -Z,, ~ lS~=----L Z._j_'!;-__ L""0P 'Q; I __ J__r;_o _____ IQ _________ _ --------------q : .~ I ---------· ~---·-·------·----- ·I .·1 -. ··-··--·------·---·--·-t----------------------:---------------·-----· -·-··-·-··---.. --·-· ----- ;:I ., :J -· .. -·· .. -.. ..J----··--··-·-·------··-· .. ---·-· ·····--. FOR OFFICE USE ONLY CASE NO. ____ _ DATE SUBMirnD SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS _L" Site plan application completed in full . V $100 .00 Application Fee . ~ $100.00 Development Permit Application ·Fee. ~ $300.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public ,......--waterline, sewerline, sidewalk. street or drainage facilities is involved .) _v_ ·Ten (IO) folded copies of site plan . Z A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. APPLICATION DATA NAME OF PROJECT c ,,. "e.1<~1Ck.. Tic rd c..e-Cp#d1m1Al;itH12 ADDRESS LEGAL DESCRIPTION J..if 22, Eijt;cX 2 'b, 5,~%!/Qj ~,1;;;,; 2';/ APPLICANf (P~ary Conta~ f°!~Project): ~ . Name /)11Je6 tlint_(y ((l/Y~fL«c/tAd Street Address 51} Ce-c ~//4 Lvtjt? City _.(_<~2""""'---.------- State Ti= Zip Code 7? S' Lf5 E-Mail Address ~Jtfr"r/edfj jc. ,,/. '14r Phone Nwnber ~1/t-5.? 3 7 Fax Number -J 'f k' (2(17 2---· PROPERlY OWNER'S INFORMATION: Name 670tfL1 E!df~ Street Address ;J pf;.,jf41';e;7 Pk'wj ff 2 p s5 City _S:.,""--2~----- State N ZipCode 77(70 E-Mail Address __________ _ Phone Number & fl tf -o// 'I~ Fax Nwnber -~1£.-J-f.L-j/_--=--Cl+--7_:.7_.:J---_______ _ ARCHITECT OR ENGINEER'S INFORMATION: Robert B. Ruth 3131 Briarcrest Dr. # 112 Bryan, Tx. 77802 776-9692 Mike McClure 1008 Woodcreek Dr College Station 77845 693-3838 Rick Robertson 1008 Woodcreek Dr College Station 77845 693-3838 Harry Bostic 405 Mitchell, Bryan Bryan 7780 I 779-2398 Name -------------------------------~ Street Address ----------------City _________ _ State Zip Code _____ E-Mail Address ------------ Phone Number Fax Number---------------- SITE PLAN APPLICATION SITEAPP 04/13/99 ,., utt curulliNTzoNING--'-'/{~-~~------i.__ __ _ PRESENTUSEOFPROPER1Y~J//2~=Ct't~~~L ________________ _ V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED S 2J MUL Tl-FAMILY RESIDENTIAL Total Acreage :(,. =:; (/ Floodplain Acreage __ Housing Units ;}\ / ---.-.+·--- # of 1 Bedroom Units '4J_ # of 2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq. ft. -2./-# Bedrooms< 132 sq. ft . #OF PARKING SPACES PROVIDED 5..3 COMMERCIAL Total Acreage Building Square Feet--""1~->11'-''- Floodplain Acreage ___ __, The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. dt&v~ Signature of Owner, Agent or Applicant SITE PLAN APPUCA TION SITEAPP 04/13/99 Date ~\ (9~0C01J SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION pplication is hereby made for the following development specific waterway alterations: Developnent of the Creekside Terrace Townhane complex in the drainage basin of Bee Creek Tributary "A". ACKNOWLEDGMENTS: I, ~r/e, Lf,Jeu , design engineer@." hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this pennit application, I agree to construct the improvements proposed in this application according to fl= z aru1 ~"'of Chapter 13 of the College Sta-ti-on_Ci_.ty_Cod __ e_. --------- Property Owner(s) Contractor CERTIFICATIONS: (for proposed alterations within designated flood hax.ard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any '\SCment, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the .test Federal Insurance Administration Flood Ha7.ard Study and maps, as amended. Engineer Date .. . _,,,,,,, C. I, Michael R. McClure, P .E. certify that the alterations or development cove~~D{.~ ~not diminish the flood~g capacity of the waterway adjoining or crossing this permitted site an ~c ~ ~ .!J .. development are consistent with requirements of the City of College Station City Code, Chapter * c;/nce encrdt~~nts of floodwa~and of fl way fringes [ ........... -......... ;.~;.!:'!~-! /> ~,1 / · . I !:()~l9J:l~F..~.tlM~9hV.~~l ~ } ____________!!_ ~ 3 js I° I 'f1lo\~ 327 40 ~//fj} En · Date fa~~f.g1srt:.~~··0~ .. , vs •••••••• ~ -\\IQ AL~ - D. L do certify that the proposed alterations do not raise the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Ha7.ard Study. Engineer Date Conditions or comments as part of approval:--------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris <-om construction, erosion, and sedimentation shall not be deposited in city streets. or existing drainage facilities. JCrCby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. Drainage Report for Castlegate Subdivision Section 1, Phase 2 College Station, Texas February 2001 Developer: Greens Prairie Investors, Ltd. By Greens Prairie Associates, LLC 5010 Augusta College Station, Texas 77845 (979) 693-7830 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVlt::VveO FOR \ CO~API IAf\ICE FEB 0 8 200 1 COLLEGE: t:> I/-\ I iON ENGINEERING CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No . 65889, State of Texas , certify that this report for the drainage design for the Castlegate Subdivision, Section 1, Phase 2 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. _,,,,,,,, --"\~ OF r-\ '"" ~ ••••••••••• ~-+: ,, ""0 ••• * ··."9ui •• II' .• • I '* t •. *PA ill*: .. *~ f•tttttttttttttttttHttttttttttttttt~ ~ .. AQ~.~f.tl .. ~~.~~.~.Y.UL .. J ,,t· .. ~ 65889 Q /41'1 t.~··f.G1srE~~··· ~ ..#' ., .s-s •••••••••• ~0 ,., \\,./ONAL <;;;._J" '"'~- ,.· -z ~z-o l TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 2 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OFT ABLES .................................................................................................................................................................. 3 INTRODUCTION .................................................................................................................................................................. .4 GENERAL LOCATION AND DESCRIPTION ...........................................................................................................•..... .4 FLOOD HAZARD INFORMATION ................................................................................................................................... .4 DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... .4 DRAINAGE DESIGN CRITERIA ........................................................................................................................................ 5 STORM WATER RUNOFF DETERMINATION ............................................................................................................... 5 DETENTION FACILITY DESIGN ...................................................................................................................................... 7 STORM SEWER DESIGN .................................................................................................................................................... 7 CONCLUSIONS ..................................................................................................................................................................... 8 APPENDIX A .......................................................................................................................................................................... 9 Storm Sewer Inlet Design Calculations APPENDIX B ........................................................................................................................................................................ 11 Storm Sewer Pipe Design Calculations APPENDIX C ........................................................................................................................................................................ 36 Storm Sewer Drainage Channel No. 2 Design Calculations EXHIBIT A ............................................................................................................................................................................ 38 Of/site Infrastructure Plan for Castlegate Subdivision EXHIBIT B ............................................................................................................................................................................ 40 Post-Development Drainage Area Map 2 LIST OF TABLES TABLE I -Rainfall Intensity Calculations ........................................................................................................ 5 TABLE 2 -Post-Development Runoff Information ........................................................................................... 6 3 DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 2 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 1, Phase 2 , and to verify that the proposed storm drainage system meets the requirements set forth by the City of College Station Drainage Policy and Design Standards . GENERAL LOCATION AND DESCRIPTION The project is located on a 162 acre tract located west of State Highway 6 along the north side of Greens Prairie Road in College Station, Texas. This report addresses Section 1, Phase 2 of this subdivision, which is made up of 26.01 acres. The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 312 to elevation 340. The general location of the project site is shown on the vicinity map in Exhibit B. FLOOD HAZARD INFORMATION The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. The site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated July 2 , 1992 , panel number 48041 C0205-C. Zone X Areas are determined to be outside of the 500-year floodplain. LJA Engineering & Surveying, Inc. submitted a Request for Conditional Letter of Map Revision (CLOMR) to FEMA to outline a proposed 100-year floodplain area. This CLOMR No. 00-06-844R was approved by FEMA on 9/8/2000. The proposed floodplain area does not affect Section 1. Section 1 will continue to be in a Zone X Area. DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff for this tract flows in two general directions. A majority of the acreage flows toward the east boundary of the tract and into existing drainage. The northern portion of the acreage flows to the north and into existing drainage channels . Ultimately, the runoff for the entire acreage of Section 1, Phase 2 flows north to the proposed regional detention facility . Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows: • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design. • Design Storm Frequency Storm Sewer system 10 and 100-year storm events • Runoff Coefficients Pre-development Post-development (single family residential) c = 0.30 c = 0 .55 • Rainfall Intensity values for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table, and the intensities are calculated with the higher values where required . • Time of Concentration, tc -Due to the small sizes of the drainage areas , the calculated times of concentration, tc, are less than 10 minutes . Therefore, a minimum tc of 10 minutes is used in most cases to determine the rainfall intensity values. Where a longer time of concentration was necessary, it is noted and used accordingly. STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5 , 10 , 25, 50, and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for post-development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. TABLE 1 -Rainfall Intensity Calculations Rainfall Intensity Values (in/hr) Stonn t.:= Event 10 min Is 7.693 110 8 .635 125 9 .861 150 11 .148 1100 11 .639 Brazos County: 5 y_ear storm 10 y_ear storm b = 76 b = 80 d = 8.5 d = 8 .5 e = 0 .785 e = 0.763 I = b I (tc+d)0 I = Rainfall Intensity (in/hr) tc = U(V*60) tc = Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 25 y_ear storm 50 y_ear storm 100 y_ear storm b = 89 b = 98 b = 96 d = 8 .5 d = 8.5 d = 8 .0 e = 0 .754 e = 0 .745 e = 0 .730 (Data taken from State Department of Hiqhway_s and Public Transportation Hy_draulic Manual, page 2-16) 5 TABLE 2 -Post-Development Runoff Information \ \ ~ -~ \ ~ ~ ~ ~ A c Area# (acres) 8 0 .91 0 .55 9 2 .20 0 .55 11 2 .28 0.47 12 0 .87 0 .55 13 1.27 0.55 14 0 .67 0 .55 15 1.63 • 0 .55 16 1.67 0 .55 17 1.29 0 .55 18 2 .00 0 .55 19 1.73 0 .55 20 0 .58 0 .55 21 0 .72 0 .55 22 0.41 0 .55 23 0.55 0 .55 24 0 .63 0 .55 25 0 .59 0 .55 26 0.45 0 .55 27 0.42 0 .55 28 0.48 0 .55 29 0 .99 0 .55 30 1.37 0 .55 31 0 .84 0 .55 34 0.46 0 .55 35 0 .88 0 .55 37 1.84 0 .55 38 2 .27 0.55 The Rational Method: Q =CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) tc Os 010 (min) (cfs) (cfs) 10 3 .85 4.32 10 9.31 10.45 10 8 .24 9 .25 10 3.68 4 .13 10 5 .37 6 .03 10 2.83 3.18 10 6 .90 7.74 10 7 .07 7.93 10 5.46 6 .13 10 8.46 9 .50 10 7.32 8 .22 10 2.45 2 .75 10 3 .05 3.42 10 1.73 1.95 10 2 .33 2.61 10 2 .67 2 .99 10 2 .50 2 .80 10 1.90 2 .14 10 1.78 1.99 10 2 .03 2 .28 10 4 .19 4.70 10 5 .80 6 .51 10 3 .55 3 .99 10 1.95 2.18 10 3.72 4.18 10 7 .79 8 .74 10 9 .60 10 .78 6 025 Oso 0100 (cfs) (cfs) (cfs) 4 .94 5.58 5 .83 11 .93 13.49 14 .08 10 .57 11 .95 12.47 4 .72 5 .33 5 .57 6 .89 7 .79 8 .13 3 .63 4 .11 4 .29 8.84 9 .99 10.43 9.06 10 .24 10 .69 7 .00 7 .91 8 .26 10.85 12 .26 12.80 9 .38 10 .61 11.07 3 .15 3.56 3 .71 3 .90 4.41 4 .61 2.22 2 .51 2 .62 2 .98 3.37 3 .52 3.42 3 .86 4.03 3 .20 3 .62 3 .78 2.44 2.76 2 .88 2.28 2.58 2 .69 2.60 2.94 3 .07 5 .37 6 .07 6 .34 7.43 8.40 8.77 4.56 5 .15 5 .38 2.49 2 .82 2 .94 4.77 5.40 5 .63 9.98 11 .28 11 .78 12.31 13 .92 14.53 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site will be a regional facility designed by LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. The runoff from this project flows into existing drainages and then into Spring Creek. The detention facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. Some of the runoff drains into the storm sewer system constructed for Section 1, Phase 1, and then flows under Greens Prairie Road and through adjacent properties prior to reaching the detention facility. The increased runoff in this area has been previously addressed in the Drainage Report for Section 1, Phase 1. STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe. The curb inlets and junction boxes will be cast-in-place concrete. Appendix A presents a summary of the storm sewer inlet design parameters and calculations . The inlets were designed based on a 10-year design storm. As per College Station guidelines , the capacities of inlets in sump were reduced by 10% to allow for clogging . Inlets were located to maintain a gutter flow depth of 5" or less, which will prevent the spread of water from reaching the crown of the road for the 10-year storm event. The runoff intercepted by the proposed storm sewer inlets was calculated using the following equations. The depth of flow in the gutter was determined by using the Straight Crown Flow equation. The flow intercepted by Inlets 108 thru 115 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 116 thru 119) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are summarized in Appendix A. Appendix B presents a summary of the storm sewer pipe design parameters and calculations . All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters, the cross- sectional area is reduced by 25%, as per College Station requirements . A summary of how this was achieved is shown in Appendix B as well. The pipes for the storm sewer system were designed based on the 10-year storm event; however, all will also pass the 100-year storm event without any headwater. Based on the depth of flow in the street determined for the 100-year storm event, this runoff will be contained within the street right-of-way until it enters the storm sewer system. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows , even during low flow conditions, the velocity in the pipes will exceed 2 .5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 125. The maximum velocity for the pipe system in Section 1, Phase 2 will be 13.4 feet per second and will occur in Pipe No. 116. Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events. 7 The storm sewer design also involves a drainage channel, Channel 2 . Channel 2 is a trapezoidal channel approximately 2.5 feet deep (includes 0.5 feet of freeboard) with 3: 1 side slopes. It has a bottom width of 4 feet, and receives water from Pipe 125. The channel will be seeded to establish grass cover, which allows a maximum velocity of 4.5 feet per second (College Station Drainage Policy & Design Standards, Table VII-2, page 60). The calculated velocity for this channel is well within this requirement. Refer to Appendix C for the channel calculations. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site . The proposed storm sewer system should adequately control the runoff and release it into existing drainages. Also , the regional detention facility and the proposed ponds in the park area should adequately reduce the peak post-development runoff to less than the pre-development runoff for the design storm event. This will prevent any impact on the properties downstream of this project. 8 APPENDIX A Storm Sewer Inlet Design Calculations 9 Castlegate Subdivision Section 1, Phase 2 Inlet Length Calculations Inlets In Sump 10 year storm 1)11•1# Length & Type Flow from A c a., a,..rryo••• QT•tr.I QTottol•111'11. Y10 .. ctu•I L111.fl:•q'4 L10 .. ctu•I Area# (acres) (els) (els) fromlnl•t• (els) (els) (ft) (In) (ft) (ft) 1 Section 1/Phase 1 ·for informational purposes only 101 15' Standard 1 1.75 0.55 8.31 8.31 9.14 0.342 4.11 10.95 15 67 1.05 0.55 4.99 4.99 5.49 0.283 3.39 401 10' Standard 66 0.49 0.55 2.33 ~ 2.56 0.212 ~ 6.53 10 ---70 1.16 0.55 5.60 5.60 6.16 0.295 3.54 102 5' Standard 2 0.71 0.55 3.37 3.37 3.71 0.244 2.93 4.11 ---------.___ ---5 66 0.34 0.55 1.61 1.61 1.78 0.185 2.22 • 106 10' Standard 10 1.51 0.55 7.17 0.64 103 8.01 8.81 0.337 ~ 10.00 10 12 0.67 0.55 4.13 4.13 4.55 0.263 3.16 I; 9 2.2 0.55 10.45 ' -10.45 11.49 0.373 4.47 ~ 107 15' Standard .___ 14.25 15 13 1.27 0.55 6.03 0.02" 104,108,109 6.85 7.54 0.318 3.82 121 ~ 0.64 0.55 3.99 3.99 4.39 0.260 ~ 10' Standard 7.43 10 36 1.06 0.55 5.03 5.03 5.54 0.264 3.40 i,. 34 0.46 0.55 2.16 0.00 123 2.18 2.40 0.207 2.49 I 122 10' Standard 7.05 10 35 0.68 0.55 4.18 2.20 120 6.36 7.01 0.310 3.72 124 5' Standard 32 0.37 0.55 1.76 1.76 1.93 0.191 2.29 3.99 5 33 0.65 0.55 3.09 3.09 3.40 0.236 2.63 ,,,. Section 1/Phase 2 I;-v ... v{o· Standard 25 / 0.59 0.55 2.80. 3.69 114, 6.49"' 7.14 0.312 3.74 1o./' , 116 8.61/ 22v 0.41 0.55 1.95"' 2.02 115,; 3.96;' 4.36 0.259 3.11 ,v111 ,,(.standard 24 ,., 0.63 0.55 2.99" -2.99 .... 3.29 • 0.233 2.60 4.021-v 5 ,;' 23 v 0.55 0.55 2.61 " -2.61; 2.87 -0.222 2.66 17 ~Standard 29 i0.99 0.55 4.70 • / 4.70 .. 5.17 • 0.276 3.32 10 ./ , 118 5.63"' 26 ., 0.45 0.55 2.14 • -2.14" v 2.35 0.206 2.47 , 119 V 5'Standard 28 .... 0.48 0.55 2.26 • v_ 2.28 • 2.51 ... ...... 0.211 2.53 3.52 .. l--5 27 ... 0.42 0.55 1.991/ 1.99 [/ 2.19 A.200 2.40 usingy_.•7"•0.583' Inlets On Grade 10 year storm Inlet# Length & Type Flow from I y,, Qperfool Oup11clty Qbyput OuptUr.d Ocarryovor QbypQllll O.,.p1.et111 010-Tallll Area# I (ft) (In) (ft) (els) (els) (els) (els) fromJnlett (els) (els) (els) ./ Section 1/Phase 1 ·for Informational purposes onty l/103 5' Recessed 7 0.257 3.09 0.55 2.77 0.64 2.77 0.64 2.77 3.61 V'f04 1 O' Recessed B 0.275 3.31 0.57 5.71 -1.39 4.32 0.00 4.32 4.32 .. 120 1CY Recessed 37 0.361 4.34 0.65 6.54 2.20 6.54 2.20 6.54 8.74 I 123 1 O' Recessed 30 0.359 4.30 0.65 6.52 -0.01 6.51 0.00 6.51 6.51 v' Sectjon 1/Pha .. 2 1~110 1 o· Recessed 15 .... 0.363 4.36 0.66 6.56 r 1.ta..-6.56 ... c ua.... 6.56 7.74 v 111 1 O' Recessed 16.,. 0.366 4.40 0.66 6.59 1.34-6.59 .. c 1.34 ...... 6.59 7.93 "' 108 1 a· Recessed 14 ,, 0.327 3.92 0.59 5.86 -2.67 3.18 .... 1.1av 110--0.00" 4.36 4.36 ~ 109 1CY Recessed 17V' 0.406 4.87 0.66 6.64 -0.52 6.1.,.,. 1.34., 111v 0.82 6.95 7.77 • 112 1 a· Recessed 18 0.359 4.30 0.65 6.52 C2.9a...I 6.52 .... 2-9Jl,.!. 6.52 9.50 ""113 1 O' Recessed 19 0.340 4.08 0.63 6.33 {. 89':> 6.33 ,,, .BY".J 6.33 8.22 ~~ ' 114 5' Recessed 21 0.309 3.71 0.54 2.71 2.71V ~ 1~ {. 3.69" 2.71 6.40 I i.o"""" 115 5' Recessed 2.621' 2:02/ 20 0.274 3.29 0.52 2.62 B 113 ' 2.62 4.64 Transverse (Crown) slope (fVft) = 0.038 Straight Crown Flow (Solved to find actual depth of flow yl: Inlets in sumps, Weir Flow: o = o.56 • (zln) • s'" • y"'"' y = {Q 1 [0.56 • (zln) • s'"n~• L = Q I (3 • y312) «> y = (Q I 3L)213 n = Roughness Coefficient = z = Reciprocal of crown slope = S = StreeUGutter Slope (fVft) y = Depth of flow at inlet (ft) Capacity of Inlets on grade: Oe = 0.7' [1/(H1 -H2)] • [H,~2-H/2] Oe =Flow capacity of inlet (cfs) H1 =a+ y 0.018 26 H, =a = gutter depression (2" Standard; 4" Recessed) y = Depth of flow in approach gutter (ft) L = Length of inlet opening (ft) Q =Flow at inlet (cfs) y = total depth of flow on inlet (ft) max y for inlet in sump = 7" = 0.583' 100 year storm a,,. QUff)'HOr QT obi QTot.1•11111. y,,. (els) (els) frornlnl9tt (els) (els) (ft) (In) 11.20 11.20 12.32 0.577 6.92 6.72 6.72 7.39 3.14 3.14 3.45 0.536 6.43 7.55 7.55 8.31 4.55 4.55 5.00 0.624 7.49 2.18 2.18 2.39 9.67 1.95 103 11.62 12.78 0.735 8.82 5.57 5.57 6.13 14.08 14.06 15.49 0.788 9.45 8.13 6.38 104,108,109 14.51 15.96 5.38 5.38 5.91 0.564 7.00 6.79 6.79 7.46 2.94 1.63 123 4.77 5.25 0.678 8.13 5.63 4.81 120 10.44 11.48 2.37 2.37 2.61 0.612 7.34 4.16 4.16 4.58 3.78 7.62 114 11.40 12.54 0.795 9.54 2.62 5.31 115 7.94 6.73 4.03 4.03 4.44 0.674 8.09 3.52 3.52 3.87 6.34 6.34 6.97 0.485 5.82 2.88 2.68 3.17 -3.07 3.07 3.38 0.563 6.76 2.69 2.69 2.96 100 year storm Y100 Qperloot Oup.c.ity QbypaH Q.,.pl.ur•d Ounyover Qbyp-.Ollll Qc:opl..U.t•I Q1GO·Tollll s lactu•I (ft) (In) (ft) (els) (els) (els) (els) from lnl•tl (els) (els) (els) (ftlft) (ft) 0.268 3.46 0.58 2.92 1.95 2.92 1.95 2.92 4.87 0.0270 5 0.306 3.70 0.60 6.02 -0.20 5.83 0.00 5.63 5.63 0.0270 r---w-0.404 4.85 0.70 6.97 4.61 6.97 4.61 6.97 11.76 0.0260 r---w-.___ 0.401 4.81 0.69 6.94 1.63 6.94 1.63 6.94 8.77 0.0150 10 0.406 4.87 0.70 6.99 3.44 6.99 3.44 6.99 10.43 0.0199 10 .___ 0.410 4.92 0.70 7.03 3.66 7.03 3.66 7.03 10.69 0.0199 10 0.399 4.78 0.62 6.19 -1.90 4.29 3.44 110 1.55 5.64 7.39 0.0110 r---w-,_ ---.___ 0.477 5.72 0.71 7.09 1.17 7.09 3.66 111 4.83 7.09 11.92 0.0110 10 0.401 4.81 0.69 6.94 5.66 6.94 5.66 6.94 12.80 0.0319 10 0.360 4.56 0.67 6.73 4.35 6.73 4.35 6.73 I~ 0.0319 r---w-,_ ---.___ 0.372 4.46 0.57 2.85 1.76 2.85 5.68 112 7.62 2.85 10.47 0.0319 5 ,_ ---.___ 0.337 4.05 0.55 2.75 0.97 2.75 4.35 113 5.31 2.75 8.06 0.0319 5 APPENDIXB Storm Sewer Pipe Design Calculations 11 Castlegate Subdivision Pipe Calculations -Section 1, Phase 2 Inlet Outlet 10 year storm 100 year storm Pi pe# Size Length Slope Invert Invert Elev Elev *Actual Flow Design Fl ow V10 Travel Ti me, tn o *Actual Flow Des ign Flow V 100 Travel Time , tr1oa %Full %Full (in) (ft) (%) /(ft) (ft) , (cfs) (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) (sec) (min) ~14 18 ... 26 .8 1 .75 '.)!19 .64 319 .17 ~ 6 .59 10 .64 8 .16 69 .2 3 0 .05 7 .03 11 .35 8 .24 72.8 3 0 .05 )({13 24-' 145.e..... 1 .50 318.6-V 316.49 I 13 .15 2 1 .24 9 .15 69 .3 16 0 .27 14.02 22.64 9 .24 72.8 16 0 .26 .IQ 12 24"' 147.8--1 .50" 316.39 v ,_ 314.17 ... 13 .15 21 .24 9 .15 69 .3 16 0 .27 14 .02 22.64 9 .24 72 .8 16 0 .27 Vi'.'10 27'11 42 .3/ 0 .85V 313.94/ 313.58..-24 .46 7 .57 75 .8 6 0 .09 26 .95 7 .60 83.5 6 0 .09 £.\1 09 27i.-129.41.-0 .85 "' 3 13.48"" 312.38 .... 24 .46 7.57 75 .8 17 0 .28 26 .95 7 .60 83.5 17 0 .28 1 ~108 2'V 112.9 . 0 .88 " 3 12 .28 .v 31 1 .29"" 24 .46 7 .69 74 .6 15 0 .24 26 .95 7 .73 8 1 .9 15 0 .24 v ·111 18 ... 27 .1V 2 .00 .I 315.23 ' 314.69 " 6 .95 1 1 .22 8 .70 68 .5 3 0 .05 7 .09 11.45 8 .73 69 .5 3 0 .05 v I v'i 20 18-' 24.0 1.35 " 316.32 ) 316.00 I 5 .60 9 .04 7 .12 67 .5 3 0 .06 7 .55 12.19 7 .10 93.5 3 0 .06 )('115 1 8 ~ 26 .9v" 1 .10 " 323.95 323.65 v 6 .33 10 .22 "" 6.60 81 .9 4 0 .07 6 .73 10 .87 6 .52 89.4 4 0 .07 ~6 18 1-;117.6 4 .50 ,t 323.5fV 318 .27v' / 12 .85 20 .75 13 .35 82.2 9 0 .15 13 .67 22 .08 13.15 90 .3 9 0 .15 IX 1fi 24 ~ 93.0v' u oJ V 3 17 .n 316 .75 "' v 12.85 20 .75 7 .98 77.2 12 0 .19 13 .67 22 .08 7 .99 82.2 12 0 .19 /11)1 271,1 / 27 .1 0 .401 316.5oJ 316 .39(/ 15 .56 5.14 71 .2 5 0 .09 16.52 5 .18 74 .7 5 0 .09 ..(19 2 7" /23.IV' 0.40 . I / 3 16 .29 // 316.19 ... _/ 18 .18 5.21 8 1 .9 5 0 .08 19.27 5 .16 88 .8 5 0 .08 Vl }'9A 27 • 3 31.0" 0.40" lfi'16 .1CV 315.97 "' 18 .18 5 .2 1 81 .9 6 0 .11 19.27 5 .16 88 .8 6 0 .11 ""121 4 2"' 120.1 >' 0.40 " ,3 14.721" 3 14.24 t.-=-34.23 6 .37 54.6 19 0 .31 46 .16 6 .79 66 .5 18 0 .29 .vf 22 4 2" 90 .8 11 • 0.40 ... v )1 4 .14" 313 _78 v 34.23 6 .37 54.6 14 0 .24 46 .16 6 .79 66 .5 13 0 .22 /1 29 4 2.. /,}44 7 ,I 0.4(},.. 9.13 .68 313.10 v 34.23 6 .37 54.6 23 0 .38 46 .16 6 .79 66 .5 2 1 0 .36 ,}24 ,A~ 2,,4 oJ 0.40 V ~_O QJ, 3129d/ 41 .07 6 .63 61.4 4 0 .06 55.38 6 .98 76 .8 3 0 .06 125 " 4 2! /1 2o v 0 .4 0 .. V 312.8o' 312.3Y 45 .34 6 .77 65.7 18 0 .30 61 .14 6 .98 85.5 17 0 .29 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mannings Equation from page 48 of the College Station Drainage Policy & Design Standards Manual : Q = 1.49/n *A* R213 * S112 Q = Flow Capacity (cfs) 18" Pipe: Pipe size (inches)= 18 Wetted Perimeter WP, (ft)= 4.71 Cross-Sectional Area A, (ft2 ) = 1 . 766 Reduced Area AR , (ft2 ) = 1 .325 Hydraulic Radius R = A/WP · (ft) = 0 .375 Reduced Hydr Radius RR= AR/W p, (ft)= 0 .281 Roughness Coefficient n = 0.014 Friction Slope of Conduit Sr . (ft/ft) = 0.01 Example Calculation : Slope Flow Capacity Reduced Flow Capacity % Difference s Q O reduce d O reduced /Q 0.005 6.91 4.28 0.619 0.006 7 .57 4 .69 0.619 0.007 8 .18 5 .06 0.619 24" Pipe: Pipe size (inches) = 24 Wetted Perimeter W P, (ft)= 6 .28 Cross-Sectional Area A, (ft2 } = 3 .14 Reduced Area AR , (W) = 2 .355 Hydraulic Radius R =A/WP, (ft)= 0 .5 Reduced Hydr Radius RR = AR/WP • (ft) = 0 .375 Roughness Coefficient n = 0 .014 Friction Slope of Conduit Sr. (ft/ft) = 0 .01 Example Calculation : Slope Flow Capac ity Reduced Flow Capacity % Difference s Q O reduced O reduced /Q 0.005 14.89 9.22 0.619 0 .006 16.31 10.1 0.619 0 .007 17.6 1 10.9 0.619 Conclusion: Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the cross-sectional area called for on page 47 , paragraph 5 of the College Station Drainage Policy & Design Standards manual. Castlegate Subdivision Section 1, Phase 2 -Pipe Flow Diagram 010 (cfs) I Inlet 113 1 6 .33 Inlet 111 I 6 .59 V J, J, Pipe 1151 6 .33 ~ Pipe 1141 6.59 ...) J, v lnlet112 I 6.52 J, Inlet 110 1 6 .56 I J, J, Pipe116I 12 .85 ·v Pipe113I 13 .15 J, June Box 104 / J, I June Box 103 \ J, I Pipe 1171 12 .85 J, Pipe 1121 13 .15 Inlet 109 6.95 J, J Inlet 114 1 2 .71 J, I Inlet 108 1 4 .36 " J, ~ Pipe 111 6.95 J, j Pipe 1181 15 .56 J, v Pipe 11 OI 24.46 \1 J, Inlet 115 1 2 .62 j J, I June Box 102 V J, 1 Pipe119I 18 .18 J, ll' Pipe 1091 24.46 V J, ~ June Box 104A J, v June Box 101 " J, r Pipe 119A I 18 .18 J, I/ Pipe 1 OB I 24.46 \) Inlet 117 5 .60 J, / J, J, Inlet 116 1 10.45 "' ~ Pipe 120 5 .60 into Sect 1, Ph 1 / J, Pipe 121 1 34 .23!1 J, / June Box 105 V J, Pipe 1221 34.23 t. J, , June Box 106 V J, v Pipe 1231 34 .23 l J, II' Inlet 118 1 6.84 v J, v Pipe 1241 41.07 V J, Inlet 119 1 4.27 v J, Pipe 1251 45.34 I /I Pipe 125 flows into Channel No. 2 L then into an existing drainage channel. Inlet 113 1 6 .73 J, Pipe 1151 6 .73 J, Inlet 112 1 6 .94 J, Pipe 1161 13 .67 J, June Box 104 J, Pipe 1171 13 .67 J, Inlet 114 1 2 .85 J, P ipe 1181 16 .52 J, Inlet 115 1 2 .75 J, Pipe 1191 19.27 J, June Box 104A J, Pipe 119A I 19 .27 J, Inlet 116 1 19 .34 J, Pipe 121 1 46 .1 6 J, June Bo x 105 J, Pipe 1221 46 .16 J, June Box 10 6 J, Pipe 12 31 46 .1 6 J, Inlet 118 1 9 .22 J, Pipe 1241 55 .38 J, Inlet 119 1 5.76 J, llPipe 1251 61 .14 117' Castlegate Subdivision Section 1, Phase 2 -Pipe Flow Diagram Q 100 {cfs) Inlet 117 1 7 .55 J, Pipe 1201 7 .55 Pipe 125 flows into Channel No. 2 and then into an existing drainage channel. Inlet 111 I 7 .03 J, Pipe 1141 7.03 J, Inlet 110 1 6 .99 J, Pipe 1131 14.02 J, June Box 103 J, Pipe 1121 14.02 J, Inlet 108 1 5 .84 J, Pipe 11 ol 26 .95 J, June Box 102 J, Pipe 1091 26 .95 J, June Box 101 J, Pipe 1081 26 .95 J, into Sect 1, Ph 1 Inlet 109 1 7 .09 J, Pipe 111 I 7.09 Pipe 108 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circul ar Depth of Flow 27. 0000 in / 24.4600 cfs 0.0088 ft /ft / 0. 0140 20 .1511 in 3.9761 ft2 3.1827 ft2 56.3209 in 84.8230 in 7.6854 fps 8 .1373 in 74 .6338 % ,/ 26.9775 cfs 6.7850 fps Pipe 108 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 27.0000 in 26.9500 cfs 0.0088 ft/ft 0.0140 22.1049 in 3.9761 ft2 3.4843 ft2 61.0717 in 84.8230 in 7.7346 fps 8.2157 in 81.8700 % 26.9775 cfs 6 .7850 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 109 -10 Year Storm Manning Pipe Cal culator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in / 24.4600 cfs 0. 0085 ft/ft v 0. 0140 20 .4559 in 3.9761 ft2 3 .2320 ft2 57.0265 in 84.8230 in 7.5681 fps 8.1613 in / 75.7624 % 26.5137 cfs 6.6683 fps Pipe 109 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape ................ .' ......... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wet ted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 26.9500 cfs 0.0085 ft/ft 0. 0140 22 .5538 in 3 .97 61 ft2 3 .5480 ft2 62.2589 in 84.8230 in 7.5958 fps 8.2062 in 83.5326 % 26.5137 cfs 6.6683 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 110 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . F lowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of .Flo ~ 27.0000 in v 24.4600 cfs 0. 0085 ft/ft ./ 0. 0140 20.4559 in 3.9761 ft2 3.2320 ft2 57.0265 in 84.8230 in 7.5681 fps 8 .1613 in / 75 .7624 % 26 .5137 cfs 6 .6683 fps Pipe 110 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wette d Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 26.9500 cfs 0.0085 ft/ft 0. 0140 22.5538 in 3.9761 ft2 3.5480 ft2 62.2589 in 84.8230 in 7 .5958 fps 8 .2 062 in 83 .5326 % 26.5137 cfs 6.6683 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 111 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of.Flo~ 18.0000 in 11.2200 cfs 0. 0200 ft/ft / 0. 0140 12.3284 in 1 .7671 ft2 1.2899 ft2 35.0931 in 56.5487 in 8.6981 fps 5.2931 in 68.4912 % 13.7943 cfs 7.8060 fps Pipe 111 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloc ity ............. . Circular Depth of Flow 18.0000 in 11.4500 cfs 0.0200 ft/ft 0. 0140 12.5176 in 1.7671 ft2 1.3118 ft2 35.5022 in 56.5487 in 8.7284 fps 5.3208 in 69.5422 % 13.7943 cfs 7.8060 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 112 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24. 0000 in v 2 1 .2400 cfs 0. 0150 ft/ft / 0 .0140 16.6219 in 3.1416 ft2 2.3216 ft2 47.1883 in 75.3982 in 9.1488 fps 7.0847 in 69.2581 % 25.7276 cfs 8 .1894 fps Pipe 112 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24 .0000 in 22 .6400 cfs 0.0150 ft/ft 0. 0140 17.4723 in 3.1416 ft2 2.4502 ft2 49 .0637 in 75.3982 in 9.2402 fps 7.1911 in 72.8012 % 25.7276 cfs 8.1894 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 11 3 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . S o l v ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circ u l a r Depth o f . Flow/ 24 . 0000 in v 21.2 400 cfs / 0 .0150 ft /ft 0 .0140 16 .6 2 19 in 3 .1416 ft2 2 .3216 ft2 47.1883 in 75.3982 in 9.1488 fps 7.0847 in / 69.2581 % 25.7276 cfs 8.1894 fps Pipe 113 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24 .0000 in 22 .6 4 00 cfs 0.0150 ft/ft 0 .0140 17 .4723 in 3.1416 ft2 2 .4502 ft2 49.0637 in 75.398 2 in 9 .2402 fps 7.1911 in 72.801 2 % 25.7276 cfs 8.1894 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 114 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of .Fl o ~ 18. 0000 in V 10.6400 cfs 0.0175 ft/ft / 0 .0140 12.4553 in 1.7671 ft2 1.3046 ft2 35.3670 in 56.5487 in 8.1556 fps 5.3119 in / 69.1961 % 12.9034 cfs 7.3018 fps Pipe 114 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full fl ow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 11.3500 cfs 0.0175 ft/ft 0. 0140 13. 0997 in 1.7671 ft2 1.3777 ft2 36.7876 in 56.5487 in 8.2383 fps 5.3929 in 72.7761 % 12.9034 cfs 7.3018 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 115 -10 Year Storm Mann ing P i pe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area .......................... · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Circular Depth of .Flo/ 18.0000 in 10.2200 cfs 0. OllO ft/ft / 0. 0140 14.7371 in 1.7671 ft2 1.5486 ft2 40 .7 158 in 56 .5487 in 6 .5993 fps 5.4771 in 81.8728 % 10.2301 cfs 5.7891 fps / Pipe 115 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 10.8700 cfs O.OllO ft/ft 0.0140 16 .0865 in 1 .7671 ft2 1. 6665 ft2 44.5925 in 56.5487 in 6 .5225 fps 5 .3817 in 89.3695 % 10.2301 cfs 5.7891 fps Castlegate Subdivi sion, Section 1, Phase 2 Col lege Station, Texas Pipe 116 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wette d Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18 . 0000 in / 20.7500 cfs 0. 0450 ft/ft ./ 0.0140 14.8002 in 1.7671 ft2 1.5547 ft2 40.8802 in 56 .5487 in 13. 3467 fps 1t' 5.4764 in 82. 2234 % v 20.6914 cfs 11.7089 fps Pipe 116 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 22.0800 cfs 0.0450 ft/ft 0. 0140 16.2503 i n 1.7671 ft2 1.6789 ft2 45.1345 in 56.5487 in 13.1512 fps 5.3566 i n 90.2797 % 20.6914 cfs 11. 7089 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 117 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percen t Full ................... . Full flow Flowra te ............. . Full flow velocity ............. . Circular Depth of . Flo7w 24.0000 in 20 .7500 cfs ~ 0.0110 ft/ft 0. 0140 18 .5240 in 3 .1416 ft2 2.6019 ft2 5 1 .4943 in 75.3982 in 7.9750 fps 7.2760 in ; 77.1833 % 22.0318 cfs 7 .0129 fps Pipe 117 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrat e ............. . Full flow v elocity ............. . Circular Depth of Flow 24.0000 in 22 .0800 cfs 0 .0110 ft/ft 0 . 0140 19 .7193 in 3 .1416 ft2 2 .7621 ft2 54 .4696 in 7 5 .3982 in 7 .9940 fps 7 .3020 in 82.1638 % 22.0318 cfs 7 .0129 fps Ca st legate Sub division , Sec t ion 1, Phase 2 Co l lege Station , Texas Pipe 118 -10 Yea r Storm Manning Pipe Calculator Giv e n Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circul ar Depth of . Flow/ 27. 0000 in / 15.5 6 00 cfs 0.0040 ft /ft / 0. 0140 19.2184 in 3.9761 ft2 3.0273 ft2 54.2213 in 84.8230 in 5.1400 fps 8.0397 in / 71.1793 % 18 .1882 cfs 4.5744 fps Pipe 118 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 16.5200 cfs 0.0040 ft /ft 0. 0140 20.1814 in 3.9761 ft2 3.1876 ft2 56.3906 in 84.8230 in 5.1826 fps 8 .1399 in 74.7 461 % 18 .188 2 cfs 4 .5 7 44 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Tex as Pipe 1 19 -10 Year Storm Manning Pip e Cal c ulator Give n I nput Data: Shap e .......................... . S o l v ing f o r .................... . Di ameter ....................... . Flowrate ....................... . Sl o pe .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth o f F l o w/ 2 7. 0 0 0 0 in ,," 18.18 00 cfs / 0.0040 ft /ft 0. 0140 22. 1188 in 3.97 6 1 ft2 3.4863 ft2 61.1079 in 84 .82 3 0 in 5 .2146 fps 8 .2155 in 81.9216 % / 18 .1882 cfs 4 .5744 fps Pipe 119 -100 Year Storm Manning Pipe Calculator Giv en Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27 .0000 in 19 .2700 cfs 0 .0040 ft /ft 0.0140 23.984 6 in 3.9 76 1 ft2 3 .73 28 ft2 66.4230 in 84 .8230 in 5.162 4 fps 8.09 2 4 in 88.83 20 % 18 .188 2 cfs 4 .57 44 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 119A -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area .......................... · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow/ 27 .0000 in V 18.1800 cfs 0.0040 ft/ft v 0.0140 22.1188 in 3.9761 ft2 3.4863 ft2 61.1079 in 84.8230 in 5.2146 fps / 8.2155 in 81 .9216 % 18.188 2 cfs 4.5744 fps Pipe 119A -100 Year Storm Manning Pipe Calculator Giv en Input Data : Shape .......................... . Solving for .................... . Diame te r ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perime t er ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Circular Depth of Flow 27.0000 in 19.2700 cfs 0.0040 ft/ft 0 .0140 23.9846 in 3.9761 ft2 3.7328 ft2 66 .4230 in 84.8230 in 5.1624 fps 8.0924 in 88.8320 % 18 .188 2 cfs 4.5744 fps Castlegate Subdivi sion, Secti o n 1, Phase 2 College Station, Tex as Pipe 120 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of.Floo/ 18. 0000 in ../ 9. 0400 cfs / 0. 0135 ft/ft 0.0140 12.1525 in 1.7671 ft2 1.2694 ft2 34.7159 in 56.5487 in 7 .1214 fps 5 .2655 in / 67.5138 % 11.3332 cfs 6.4133 fps Pipe 120 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 12.1900 cfs 0. 0135 ft/ft 0.0140 16.8226 in 1 .7671 ft2 1.7180 ft2 47.2382 in 56 .5487 in 7 .0956 fps 5.2370 in 93.4592 % 11.3332 cfs 6.4133 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 121 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of . Flo7 42.0000 in 34.2300 cfs / 0.0040 ft/ft 0. 0140 22 .9444 in 9 .6211 ft2 5 .3769 ft2 69.8679 in 131.9469 in 6.3661 fps 11 .0819 in / 54 .6296 % 59.0861 cfs 6.1413 fps Pipe 121 -100 Year Storm Manning Pipe Calculator Given Inp u t Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42 .0000 in 46 .1600 cfs 0.0040 ft/ft 0.0140 27 .9320 in 9. 6211 ft2 6.7951 ft2 80.1024 in 131.9469 in 6.7932 fps 12.2155 in 66 .5047 % 59 .0861 cfs 6 .1413 fps Castlegate Subdivision, Sec t ion 1, Phase 2 College Station, Texas Pipe 1 22 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of.Flo/ 42.0000 in 34. 2300 cfs / 0.0040 ft/ft 0. 0140 22 .9444 in 9. 6211 ft2 5.3769 ft2 69.8679 in 131.9469 in 6.3661 fps 11.0819 in / 54.6296 % 59.0861 cfs 6.1413 fps Pipe 12 2 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 46.1600 cfs 0.0040 ft/ft 0. 0140 27.9320 in 9.6211 ft2 6.7951 ft2 80.1024 in 131.9469 in 6.7932 fps 12.2155 in 66.5047 % 59.0861 cfs 6 .1413 fps Castlegate Subdivi sion, Section 1, Phase 2 College Station, Texas Pipe 123 -10 Year Storm Manning Pipe Ca l cu l ator Given I nput Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42 . 0000 in ., 34.2300 cfs ,/ 0.0040 ft/ft / 0.0140 22 .9444 in 9. 6211 ft2 5.3769 ft2 69.8679 in 131.9469 in 6.3661 fps / 11.0819 in 54.6296 % 59.0861 cfs 6 .1413 fps Pipe 123 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 42 .0000 in 46 .1600 cfs 0.0040 ft/ft 0. 0140 27.9320 in 9. 6211 ft2 6.7951 ft2 80.1024 in 131.9469 in 6.7932 fps 12 .21 55 in 66 .5047 % 59.0861 cfs 6 .1413 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Tex as P i pe 12 4 -10 Yea r Storm Manning P i pe Cal c u l ator Giv en Input Data: Shape .......................... . Solv ing fo r .................... . Diameter ....................... . Flowrate ....................... . S l ope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ..................... · · · · · · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Ci r cu l ar Dep t h o f . Flow/ 4 2 . 0 000 in ./ 41.0 7 00 cfs 0. 00 4 0 ft/ft .......--- 0. 0140 25 . 7 713 in 9. 6211 ft2 6.1901 ft2 75.6000 in 131.9469 in 6.6348 fps 11.7907 in / 61 .3601 % 59.0861 cfs 6.1413 fps Pipe 124 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Mann i ng ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowr ate ............. . Full flow v elocity ............. . Circular Depth of Flow 42.0000 i n 55.3 800 cfs 0.0040 ft/ft 0.0140 32.2 740 in 9. 6211 ft2 7 .9332 ft2 89.7753 i n 131.9469 in 6 .9808 fps 12.7249 in 76.843 0 % 59.086 1 cfs 6 .1413 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Tex as Pipe 1 2 5 -10 Ye a r Storm Mann ing P i pe Calculator Giv en Input Data: Shape .......................... . Solv ing fo r .................... . Diamete r ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Dept h o f Flow 4 2 . 0 0 00 in v" 45 .3 4 0 0 cfs 0 . 0040 ft /ft _,/ 0 .0 140 27.5775 in 9. 6 2 11 ft2 6.697 2 ft2 79.3537 in 131.9469 in 6 .7700 fps 12.1 531 in / 65 .6608 % !;59.0861 cfs 6 .1413 fps Pipe 125 -100 Year Storm Manning Pipe Calculator Giv en Input Data : Shape .......................... . Solv ing fo r .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Pe r imeter ...................... . Velocity ....................... . Hy d r aulic Radius ............... . Percent Full ................... . F ull flow Flowrate ............. . Fu ll flow v elocity ............. . Circular Depth of Flow 42 .0000 in 61 .1400 cfs 0.0040 ft /ft 0. 0140 35 .90 4 7 in 9. 6211 ft2 8.7585 ft2 99.1172 in 131.94 6 9 in 6 .980 6 fps 12 .7246 i n 85.4873 % 59.0861 cfs 6 .1 4 13 fps Castlegate Subdiv ision, Sect ion 1, Phase 2 College Station, Tex as APPENDIXC Storm Sewer Drainage Channel No. 2 Design Calculations 36 v Drainage Channel No . 2 -10 Year Storm Channel Calculat o r Giv en Input Data: Shape .......................... . Solv ing for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 45. 3400 cfs t,/' 0. 0040 ft/ft / 0.0300 24.0000 in 48 . 0000 in v 0.3300 ft/ft (V/H)~ 0.3300 ft/ft (V/H )V 19 .4255 in ~ 3.1451 fps r"' 71.1918 cfs / 14 .4160 ft2 171.9752 in 12.0710 in 165.7304 in 20.1212 ft2 201.1699 in 80.9396 % Drainage Channel No. 2 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Pe r imeter ...................... . Pe r cent full ................... . Trapezoidal Depth of Flow 61.1400 cfs 0.0040 ft/ft 0.0300 24.0000 in 48.0000 in 0.3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 22.3620 in 3.4010 fps 71.1918 cfs 17.9772 ft2 190.7163 in 13. 5 7 36 in 183.5 27 5 in 20.1 2 12 ft2 201 .1 699 in 93 .1751 % Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 38