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HomeMy WebLinkAbout80 Development Permit 645 Holleman Village ApartmentsEngineering and Drainage Report For Holleman Village Apartments Submitted: April 1999 Prepared For: Fairfield Residential Companies Prepared by: The Wallace Group, Inc. 9101 Burnet Rd. Suite #110 Austin, TX 78758 Phone: (512) 833-6828 Fax: (512) 877-6811 CERTIFICATION Table of Contents Engineering and Drainage R eport--------------------3 Introduction 3 ---------------------------~ Site Location 3 Project Description 3 Ex isting Site Drainage Conditions 4 Proposed Site Drainage Conditions 4 Detention 5 l 00 Year Flood Plain 5 ~~~ 5 Appendix A -Site Location Appendix B-FEMA Map Number 48491C0330 C, Williamson County Appendix C -TR55 Hydrology Appendix D -Detention Pond Routing 2 I Engineering and Drainage Report A. Introduction The Wallace Group , Inc. is designing a multi-family apartment complex for Fairfield Residential Companies to be called Holleman Village Apartments . The apartment complex is to be utilized for student housing. This report will serve to provide information on the engineering and drainage issues as they relate to the project site. This project shall be developed , constructed , and maintained in conformance with the terms and conditions of the City of College Station 's Development Ordinances and Design Criteria Manuals. B. Site Location The 16.233-acre site is located at the intersection of Holleman Drive and Southwest Parkway in the city of College Station , Texas. This intersection is located approximately 846 feet north of F .M . 2818 on Holleman Drive. The site is bounded on the east by the proposed Jones-Butler right-of-way , north by The Doubletree Condominiums , south by undeveloped , unplatted property and west by Holleman Drive. The current zoning for the site is R-5 . The legal description for the site is as follows : Lot 2, Block A , Holleman Village Addition, being 16.233 acres situated in the Crawford Burnett League , Abstract No. 7, City of College Station , Brazos County , Texas. This site is located in the Bee Creek, Tributary B Drainage Basin. A site location map is included in Appendix A of this report. C. Project Description The project will consist of constructing a multi-family residential apartment complex to be utilized for student housing. A Preliminary Plat called " Holleman Village Addition" contained this site and was approved by the Planning and Zoning Commission on March 18 , 1999 , City of College Station Case No. 99-303. The preliminary plat called for a mixed-use project of multi-family , townhomes and vacant areas. The preliminary plat was passed concurrently with a zoning change request to make the entire proposed site have a R-5 zoning. The zoning change request was also approved by the Planning and Zoning Commission on March 18 , 1999. The project is to be developed under the terms and conditions of the City of College Station 's Development Ordinances and Design Criteria Manuals. The project proposes the construction of 240 housing units. The project will include the construction of buildings, parking lots and utilities necessary to provide full services to the project. 3 I I I I I I I I I I I I D. Existing Site Drainage Conditions The existing site conditions consist of a gently sloping , tract of undeveloped land with medium brush and trees. There is a small amount of off-site flows that enter the site from the existing Doubletree Condominiums, north of the proposed project site. All of the drainage areas tributary to the proposed development site drain easterly towards the Jones-Butler right-of-way. The future Jones-Butler street improvements have been started in the fact that there has been an elevated road grade established above the existing surrounding topography. At the eastern most property point of our site the runoff concentrates and then is conveyed southerly around the elevated Jones-Butler Road via a roadside ditch parallel to the right-of-way . The roadside ditch was created when the road grade was elevated . At the point the elevated portion of Jones-Butler ends the runoff goes around the elevated Jones-Butler road grade and turns back north towards an existing culvert crossing the existing Union Pacific Railroad right-of-way . After exiting the existing culvert crossing the Union Pacific Railroad right-of-way , the existing runoff continues down its current drainage path towards the Bee Creek, Tributary B. E. Proposed Site Drainage Conditions Offsite storm water runoff will be diverted around the proposed improvements via elevated on-site construction. Offsite storm water runoff will drain into the roadside ditch parallel to the Jones-Butler right-of-way and drain along its existing southerly drainage path. Onsite storm water runoff is designed to drain via overland flow and parking area grading to area and curb inlets around the site. These area and curb inlets will collect and convey the storm water runoff to a storm sewer conduit system . The storm sewer conduit system was designed to contain the 10-year storm event in a mostly non-pressure flow condition. The storm sewer conduit system was designed to contain and convey the 25- year storm event below ground in a pressure flow condition and the 100-year storm event will be conveyed utilizing both the storm sewer conduit system and overland flow. All onsite storm water runoff will be conveyed to the proposed detention pond located in the eastern comer of the site. The detention pond is designed to release undeveloped peak flows for the 5, 10, 25, 50 and 100-year event storms. For a more detailed description of the detention pond please see the following section of this report . After detention the released flows will be conveyed to the existing roadside ditch parallel to the Jones-Butler right-of-way and drain along its existing southerly drainage path. At the point the elevated portion of Jones-Butler ends the runoff goes around the elevated Jones-Butler road grade and turns back north towards the existing culvert crossing the existing Union Pacific Railroad right-of-way. After exiting the existing culvert crossing the Union Pacific Railroad right-of-way, the runoff continues down its current drainage path towards the Bee Creek, Tributary B. In the future , when Jones-Butler Road is developed to its asphalt and curb and gutter section a proposed culvert system is anticipated to cross the Jones-Butler right-of-way and drain north via an offsite drainage ditch towards the culvert crossing the existing Union Pacific Railroad right-of-way. The drainage easement required for the future 4 I I I I I I I I I improvements has been dedicated to the City of College Station during the development of this project. F. Detention Per the requirements of the City of College Station the 5, 10 , 25 , 50 and 100-year storm events are to be detained and released at the pre-development conditions flow rate. The pre-developed and developed conditions flow rates for the areas tributary to the detention pond were determined for the purpose of detention routing utilizing Soil Conservation Services (SCS) Methods -Urban Hydrology For Small Watersheds (Technical Release 55). The storm model utilized 24-hour rainfall depths distributed according to the SCS Type II distribution. Please see Appendix C of this report for the hydrology to determine pre-developed and developed conditions flow rates. Also see Appendix D of this report for the routing of these storm events through the detention pond and outlet structure. The results of these Appendices are summarized in the following Table 1. Tab le 1 Storm Appendix C Appendix D Event Hydrology Detention Pond Routing Results Q-Existing Q-Proposed Pond Outflow Water Sur. Elev. 5-Year 46 C.F.S. 109 C.F.S. 46.56 C .F.S . 312 .61 10-Year 60 C.F.S. 133 C.F.S. 56.19 C.F.S. 313.19 25-Year 77 C.F.S. 162 C.F.S. 74.16 C.F.S . 313.71 50-Year 80 C.F .S. 182 C.F.S. 86 .75 C.F .S. 314.08 100-Year 105 C .F.S . 205 C .F.S. 100.91 C.F.S . 314.48 G. 100-Year Floodplain No part the 100-year floodplain as described in the Federal Emergency Management Agency's Flood Insurance Rate Map (FIRM) Panel No. 48041C0182C , effective July 2, 1992 , for Brazos County crosses onto this project site. A copy of this map depicting the project site is in Appendix B of this report. H. Summary In conclusion, the proposed development will be in such a manner as to not create any adverse impact on the surrounding properties or waterways. The designed improvements will be in such a manner as to not create a safety or flood hazard to the occupants of the development. 5 I I I I I I I I I I I I I I Prepared by: 4/13/99 Revised 616199 ' •· 6 Appendix A Site Location Map GEORGE BUSH DRIVB MAP Appendix B FEMA Map Number 48041C0182C for Brazos County Effective Date: July 2, 1992 _:.:·=...:..:~··...:::-......::-::.....• --'-'"""'-'" ~.c...c· ~-""''-'-"·-..._;·"-...o' ·....:..·~·~··------''-'----'"-·~···~ ....... ··~· .. ~-..... "'~ ... ,._.,_ ... --... ~ ••• ------·---• . ·.. .· . . .· .. · . ... ·.' .. · .· ·.. . ~ _:. . .... ·.· .. :: ... · · .. · ... . ·.·:-.. : .. ·. · ... · ·.· ~. ~ .... _:: ~-.... . .; . . . .. . . . .. . :. : .· : : . : · .... ~ .. ~ f . : ~ ··.· :. .. .·. . . ·.· ... :-... · .. . : . : : ~ . . -~:!IONAL FLOOD INSURANCE PROGRAM FIRM ................. FLOOD INSURANCE RATE MAP BRAZOS COUNTY,· TEXAS AND INCO RPO RA TED AREAS PANEL 182 OF 250 !SEE MAP IN D EX FOR PANELS NOT PAIN T ED) I tnMMUHITY COUlGE S'T ATION. CITY OF NUM BER Pt.H[l .ill£.!! ~00£3 0162 c UNIN CORPOFU.TtO t.R!l.S ~11 9 5 01£2 c lio~tt lo Usu: The W.J.P lo'UMBER shown btlow should be wnd wliu plating map 0>ders; 1h1 COMMUNITY NUMBER shown abou shovld bt vsrd n insuranc1 appr.calions IOf tit su bj ect MAP NUMBER 48041C0182 C EFFECTIVE DATE: JULY 2, 1992 Federal Emergency Management Agency . . _.,, ... -.~=::.:::-:~~=ff:-: ... ~-:~~ ......... _~:~-~-:: .. ·: ... I I I . I .: I . / ,/. , . .·· ·-..... ..... ': .... ···.· . .. ·: · . .. .. ... .. . . ·. .. .• . . .. . : .... .' ..... . . :-. City of College Station 480083 ZONE X ZONE X I ~d 1 Appendix C TR 55 Hydrology Section A -Existing Conditions, 5-Year Storm Event Section B -Existing Conditions, JO-Year Storm Event Section C-Existing Conditions, 25-Year Storm Event Section D -Existing Conditions, 50-Year Storm Event Section £-Existing Conditions, JOO-Year Storm Event Section F-Proposed Conditions, 5-Year Storm Event Section G -Proposed Conditions, J 0-Year Storm Event Section H -Proposed Conditions, 25-Year Storm Event Section I -Proposed Conditions, 50-Year Storm Event Section J -Proposed Conditions, J 00-Year Storm Event Section A Existing Conditions, 5-Year Event . -.. ~--·-' -..... --· -· -.. ···-·-_:__._ __ . ____ . ____ _ Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:03:14 Watershed file: --> 969805X .WSD Hydrograph file: --> 969805X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea Description 16.233Ac EX 5 AREA (acres) 16.23 CN 75.0 Tc (hrs) 0.50 * Tt (hrs) 0.00 Precip. (in) 6.20 Runoff (in) 3.45 Ia/p input/used .11 .10 * Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi ~eak discharge = 46 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea Description 6.233Ac EX 5 Input Values Tc * Tt (hr) (hr) 0.50 0.00 Rounded Values Tc * Tt (hr) (hr) ** ** Ia/p Interpolated (Yes/No) No Ia/p Messages * Travel time from subarea outfall to composite watershed outfall point. * Tc & Tt are available in the hydrograph tables. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:03:14 Watershed file: --> 969805X .WSD Hydrograph file: --> 969805X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac EX 5 46 12.4 Composite Watershed 46 12.4 Quick TR-55 Version: 5.47 S/N: Subarea escription 6.233Ac EX 5 tal (cfs) TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:03:14 Watershed file: --> 969805X .WSD Hydrograph file: --> 969805X .HYD 11. 0 hr 1 1 FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11. 3 hr 2 2 11. 6 hr 3 3 11. 9 hr 5 5 12.0 hr 8 8 12.1 hr 15 15 12.2 hr 27 27 Page 3 12.3 hr 41 41 12.4 hr 46 46 Subarea 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 rescription hr hr hr hr hr hr hr hr hr . ----------------------------------------------------------------------------- . 233Ac EX 5 44 35 26 20 12 8 6 5 5 otal (cfs) Subarea escription 6.233Ac EX 5 otal (cfs) Subarea Description -6.233Ac EX 5 otal (cfs) 44 14.0 hr 4 . 4 18.0 hr 2 2 35 14.3 hr 4 4 19.0 hr 1 1 26 14.6 hr 3 3 20.0 hr 1 1 20 15.0 hr 3 3 22.0 hr 1 1 12 15.5 hr 3 3 26.0 hr 0 0 8 16.0 hr 2 2 6 16.5 hr 2 2 5 17.0 hr 2 2 5 17 .5 hr 2 2 i• E· .. 1: Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:03:14 Watershed file: --> 969805X .WSD Hydrograph file: --> 969805X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ----------------------------------11. 0 1 14.8 3 11.1 1 14.9 3 11. 2 2 15.0 3 11. 3 2 15.1 3 11.4 2 15.2 3 11. 5 3 15.3 3 11. 6 3 15.4 3 11. 7 4 15.5 3 11. 8 4 15.6 3 11. 9 5 15.7 3 12.0 8 15.8 2 12.1 15 15.9 2 12.2 27 16.0 2 12.3 41 16.1 2 12.4 46 16.2 2 12.5 44 16.3 2 12.6 35 16.4 2 12.7 26 16.5 2 12.8 20 16.6 2 12.9 16 16.7 2 13.0 12 16.8 2 13.1 10 16.9 2 13.2 8 17.0 2 13.3 7 17.1 2 13.4 6 17.2 2 13.5 6 17.3 2 13.6 5 17.4 2 13.7 5 17.5 2 13.8 5 17.6 2 13.9 4 17.7 2 14.0 4 17.8 2 14.1 4 17.9 2 14.2 4 18.0 2 14.3 4 18.1 2 14.4 4 18.2 2 14.5 3 18.3 2 14.6 3 18.4 2 Page 4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:03:14 Watershed file: --> 969805X .WSD Hydrograph file: --> 969805X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 1 22.4 1 18 .7 1 22.5 1 18.8 1 22.6 1 18.9 1 22.7 1 19.0 1 22.8 1 19.1 1 22.9 1 19.2 1 23.0 1 19.3 1 23.1 1 19 .4 1 23.2 1 19.5 1 23.3 1 19.6 1 23.4 1 19.7 1 23.5 1 19.8 1 23.6 1 19.9 1 23.7 1 20.0 1 23.8 1 20.1 1 23.9 1 20.2 1 24.0 0 20.3 1 24.1 0 20.4 1 24.2 0 20.5 1 24.3 0 20 .6 1 24.4 0 20.7 1 24.5 0 20.8 1 24.6 0 20.9 1 24.7 0 21. 0 1 24.8 0 21.1 1 24.9 0 21. 2 1 25.0 0 21. 3 1 25.1 0 21. 4 1 25.2 0 21. 5 1 25.3 0 21. 6 1 25.4 0 21. 7 1 25.5 0 21. 8 1 25.6 0 21. 9 1 25.7 0 22.0 1 25.8 0 22.1 1 25.9 0 22.2 1 22.3 1 Page 5 f • ~ Section 8 Existing Conditions, 10-Year Event Quick TR-55 Version: 5 .47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:06:36 Watershed file: --> 969810X .WSD Hydrograph file: --> 969810X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea Description 16.233Ac EX 10 AREA (acres) 16.23 CN 75.0 Tc (hrs) 0.50 * Tt (hrs) 0.00 Precip. (in) 7.40 Runoff (in) 4.50 Ia/p input/used . 09 .10 * Travel time from subarea outfall to composite watershed outfall point . Total area = 16.23 acres or 0.02536 sq.mi Peak discharge 60 cfs >>>> Computer Modifications of Input Parameters <<<<< Subarea Description 6.233Ac EX 10 Input Values Tc * Tt (hr) (hr) 0.50 0.00 Rounded Values Tc * Tt (hr) (hr) ** ** Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. * Tc & Tt are available in the hydrograph tables. I I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:06 :36 Watershed file: --> 969810X .WSD Hydrograph file : --> 969810X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac EX 10 60 12.4 Composite Watershed 60 12.4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:06:36 Watershed file: --> 969810X .WSD Hydrograph file: --> 969810X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 3 I Composite Hydrograph Summary (cf s) ------------------------------------------------------------------------------ Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 Description hr hr hr hr hr hr hr hr hr 6.233Ac EX 10 otal (cf s) Subarea Description 6.233Ac EX 10 otal (cfs) 2 2 12.5 hr 58 58 3 3 12.6 hr 46 46 4 4 12.7 hr 34 34 7 7 12.8 hr 26 26 11 11 13.0 hr 16 16 19 19 13.2 hr 11 11 35 35 13.4 hr 8 8 53 53 13.6 hr 7 7 60 60 13.8 hr 6 6 Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 Description hr hr hr hr hr hr hr hr hr l ------------------------------------------------------------------------------ 6. 233Ac EX 10 5 5 4 4 3 3 3 2 2 otal (cfs) Subarea Description 6.233Ac EX 10 otal (cfs) 5 18.0 hr 2 2 5 19.0 hr 2 2 4 20.0 hr 2 2 4 22.0 hr 1 1 3 26.0 hr 0 0 3 3 2 2 I I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:06:36 Watershed file: --> 969810X .WSD Hydrograph file: --> 969810X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cfs) ---------------------------------- 11. 0 2 14.8 4 11.1 2 14.9 4 11. 2 3 15.0 4 11. 3 3 15.1 4 11. 4 3 15.2 4 11. 5 4 15.3 3 11. 6 4 15.4 3 11. 7 5 15.5 3 11. 8 6 15.6 3 11. 9 7 15.7 3 12.0 11 15.8 3 12.1 19 15.9 3 12.2 35 16.0 3 12.3 53 16.1 3 12.4 60 16.2 3 12.5 58 16.3 3 12.6 46 16.4 3 12.7 34 16.5 3 12.8 26 16.6 3 12.9 21 16.7 3 13.0 16 16.8 2 13.1 14 16.9 2 13.2 11 17.0 2 13.3 9 17.1 2 13.4 8 17.2 2 13.5 8 17.3 2 13.6 7 17.4 2 13.7 6 17.5 2 13.8 6 17.6 2 13.9 6 17.7 2 14.0 5 17.8 2 14.l 5 17.9 2 14.2 5 18.0 2 14.3 5 18 .1 2 14.4 5 18 .2 2 14.5 4 18 .3 2 14.6 4 18.4 2 Page 4 I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:06:36 Watershed file: --> 969810X .WSD Hydrograph file: --> 969810X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ----------------------------------18.6 2 22.4 1 18.7 2 22.5 1 18.8 2 22.6 1 18.9 2 22.7 1 19.0 2 22.8 1 19.1 2 22.9 1 19.2 2 23.0 1 19.3 2 23.1 1 19.4 2 23.2 1 19.5 2 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.l 2 23.9 1 20.2 2 24.0 0 20.3 2 24.1 0 20.4 2 24.2 0 20.5 2 24.3 0 20.6 2 24.4 0 20.7 2 24.5 0 20.8 2 24.6 0 20.9 2 24.7 0 21. 0 2 24.8 0 21.1 1 24.9 0 21. 2 1 25.0 0 21. 3 1 25.1 0 21.4 1 25.2 0 21. 5 1 25.3 0 21. 6 1 25.4 0 21. 7 1 25.5 0 21. 8 1 25.6 0 21. 9 1 25.7 0 22.0 1 25.8 0 22.1 1 25.9 0 22.2 1 22.3 1 Page 5 Section C Existing Conditions, 25-Year Event Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:01 Watershed file: --> 969825X .WSD Hydrograph file: --> 969825X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 16.233Ac EX 25 AREA (acres) 16.23 CN 75 .0 Tc (hrs) 0.50 * Tt (hrs) 0.00 Precip. (in) 8.80 Runoff (in) 5.77 Ia/p input/used . 08 .10 Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 77 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea escription 6.233Ac EX 25 Input Values Tc * Tt (hr) (hr) 0.50 0.00 Rounded Values Tc * Tt (hr) (hr) ** ** Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. ** Tc & Tt are available in the hydrograph tables. Quick TR-55 Version: 5.47 S/N: Page 2 ,..:.:_. ....... :· .. TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:01 Watershed file: --> 969825X .WSD Hydrograph file: --> 969825X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Composite Outfall Subarea (cfs) 16 .233Ac EX 25 77 Composite Watershed 77 Time to Peak at Composite Outfall (hrs) 12.4 12.4 •. -· •.•.• -.-~ .• •. .r :""·-:~ -r..•",-: -;:.--.-~ ~-~.-.;. · .• ····~ .... ;-:·: .. ·.··~--. ..,..-,·.-.~ ... ": ·: -.::: ... -.. ~·:.·'! .· .. -.· -.. -. ,.....-::.:· ::··· : .... -.-•. ·.·=.-···.~: .. ~ ·.·:.·:~·:-·:: .. Quick TR-55 Version: 5.47 S/N: Subarea Description 6.233Ac EX 25 otal (cfs) Subarea Description 6.233Ac EX 25 otal (cfs) Subarea Description 6.233Ac EX 25 otal (cfs) Subarea Description 6.233Ac EX 25 Total (cfs) TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:01 Watershed file: --> 969825X .WSD Hydrograph file: --> 969825X .HYD 11. 0 hr 2 2 12.5 hr 74 74 14.0 hr 7 7 18.0 hr 3 3 FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11. 3 hr 3 3 12.6 hr 59 59 14.3 hr 6 6 19.0 hr 2 2 11. 6 hr 5 5 12.7 hr 43 43 14.6 hr 5 5 20.0 hr 2 2 11. 9 hr 8 8 12.8 hr 33 33 15.0 hr 5 5 22.0 hr 2 2 12.0 hr 14 14 13.0 hr 20 20 15.5 hr 4 4 26.0 hr 0 0 12.1 hr 25 25 13.2 hr 14 14 16.o hr 4 4 12.2 hr 45 45 13.4 hr 11 11 16.5 hr 3 3 Page 3 12.3 hr 68 68 13.6 hr 9 9 17.0 hr 3 3 12 .4 hr 77 77 13.8 hr 8 8 17.5 hr 3 3 ' • • • • ~ • •• • • :-f ·-·...:--:.-I •, .· _., ..... .--.-.~':.·,.:·.-~.-·, .. : •• w:~~ ;·.:~.·:. :-· •..... ":-·:~·~.·-~· ·~. ·.' .. ~~ ......... •. · ..... 7':'"i":. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:01 Watershed file: --> 969825X .WSD Hydrograph file: --> 969825X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 11. 0 2 14.8 5 11.1 2 14.9 5 11. 2 3 15.0 5 11. 3 3 15.1 5 11.4 4 15.2 5 11. 5 4 15.3 4 11. 6 5 15.4 4 11. 7 6 15.5 4 11. 8 7 15.6 4 11. 9 8 15.7 4 12.0 14 15.8 4 12.1 25 15.9 4 12.2 45 16.0 4 12.3 68 16.l 4 12.4 77 16.2 4 12.5 74 16.3 3 12.6 59 16.4 3 12.7 43 16.5 3 12.8 33 16.6 3 12.9 26 16.7 3 13.0 20 16.8 3 13.1 17 16.9 3 13.2 14 17.0 3 13.3 12 17.l 3 13.4 11 17.2 3 13.5 10 17.3 3 13.6 9 17.4 3 13.7 8 17.5 3 13.8 8 17.6 3 13.9 8 17.7 3 14.0 7 17.8 3 14.1 7 17.9 3 14.2 6 18.0 3 14.3 6 18.1 3 14.4 6 18.2 3 14.5 5 18.3 3 14.6 5 18.4 3 .~ .. --· .... :·.·_-:-;- Page 4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:01 Watershed file: --> 969825X .WSD Hydrograph file: --> 969825X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 2 22.4 2 18.7 2 22.5 2 18.8 2 22.6 2 18.9 2 22.7 2 19.0 2 22.8 2 19.1 2 22.9 2 19.2 2 23.0 2 19.3 2 23.1 1 19.4 2 23.2 1 19.5 2 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.1 2 23.9 1 20.2 2 24.0 1 20.3 2 24.1 1 20.4 2 24.2 1 20.5 2 24.3 1 20.6 2 24.4 1 20.7 2 24.5 1 20.8 2 24.6 1 20.9 2 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21. 2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21. 6 2 25.4 0 21. 7 2 25.5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 ... ·-.... ~--··· ........ ~ .. ·.-.. ·--...... --..... ·-.... · . ·~------...... -..... -.-· Page 5 Section D Existing Conditions, 50-Year Event . . --... -... -·-~ , .. ---.----· Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:22 Watershed file: --> 969850X .WSD Hydrograph file: --> 969850X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea Description 16.233Ac EX 50 AREA (acres) 16.23 CN 75.0 Tc (hrs) 0.50 * Tt (hrs) 0.00 Precip. (in) 9.80 Runoff (in) 6.69 Ia/p input/used . 07 .10 * Travel time from subarea outfall to composite watershed outfall point. Total area= 16.23 acres or 0.02536 sq.mi Peak discharge = 90 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea Description 6.233Ac EX 50 Input Values Tc * Tt (hr) (hr) 0.50 0.00 Rounded Values Tc * Tt (hr) (hr) ** ** Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. * Tc & Tt are available in the hydrograph tables. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:22 Watershed file: --> 969850X .WSD Hydrograph file: --> 969850X .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac EX 50 90 12.4 Composite Watershed 90 12.4 . ··-----· -····· --·---....=--~·~-===--"--".· .:....· "---" ...::....::....=...--~'....::..:;.:,..:........:~...'.....o............._,_. Quick TR-55 Version: 5.47 S/N: Subarea escription .,...233Ac EX 50 tal (cfs) Subarea escription 16. 233Ac EX 50 tal (cfs) Subarea Description 6.233Ac EX 50 tal (cfs) Subarea Description 6.233Ac EX 50 otal (cfs) TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:22 Watershed file: --> 969850X .WSD Hydrograph file: --> 969850X .HYD 11. 0 hr 3 3 12.5 hr 86 86 14.0 hr 8 8 18.0 hr 3 3 FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11. 3 hr 4 4 12.6 hr 68 68 14.3 hr 7 7 19.0 hr 3 3 11. 6 hr 5 5 12.7 hr 50 50 14.6 hr 6 6 20.0 hr 2 2 11. 9 hr 10 10 12.8 hr 38 38 15.0 hr 5 5 22.0 hr 2 2 12.0 hr 16 16 13.0 hr 24 24 15.5 hr 5 5 26.0 hr 0 0 12.1 hr 29 29 13.2 hr 16 16 16.0 hr 4 4 12.2 hr 52 52 13.4 hr 13 13 16.5 hr 4 4 Page 3 12.3 hr 79 79 13.6 hr 10 10 17.0 hr 4 4 12.4 hr 90 90 13~8 hr 9 9 17.5 hr 3 3 ~! ~ I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:22 Watershed file: --> 969850X .WSD Hydrograph file: --> 969850X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cfs) (hrs) Flow (cf s) \ ----------------------------------11. 0 3 14.8 6 11.1 3 14.9 5 11. 2 4 15.0 5 11. 3 4 15.1 5 11.4 4 15.2 5 11. 5 5 15.3 5 11. 6 5 15.4 5 11. 7 7 15.5 5 11. 8 8 15.6 5 11. 9 10 15.7 5 12.0 16 15.8 4 12.1 29 15.9 4 12.2 52 16.0 4 12.3 79 16.1 4 12.4 90 16.2 4 12.5 86 16.3 4 12.6 68 16.4 4 12.7 50 16.5 4 12.8 38 16.6 4 12.9 31 16.7 4 13.0 24 16.8 4 13.1 20 16.9 4 13.2 16 17.0 4 13.3 14 17.1 4 13.4 13 17.2 4 13.5 12 17.3 3 13.6 10 17.4 3 13.7 9 17.5 3 13.8 9 17.6 3 13.9 8 17.7 3 14.0 8 17.8 3 14.1 8 17.9 3 14.2 7 18.0 3 14.3 7 18.1 3 14.4 7 18.2 3 14.5 6 18.3 3 14.6 6 18.4 3 Page 4 I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:22 Watershed file: --> 969850X .WSD Hydrograph file: --> 969850X .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 3 22.4 2 18.7 3 22.5 2 18.8 3 22.6 2 18.9 3 22.7 2 19.0 3 22.8 2 19.1 3 22.9 2 19.2 3 23.0 2 19.3 3 23.1 1 19.4 3 23.2 1 19.5 2 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.1 2 23.9 1 20.2 2 24.0 1 20.3 2 24.1 1 20.4 2 24.2 1 20.5 2 24.3 1 20.6 2 24.4 1 20.7 2 24.5 1 20.8 2 24.6 1 20.9 2 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21.2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21. 6 2 25.4 0 21. 7 2 25.5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 Page 5 Section E Existing Conditions, 100-Year Event ·-··-·------ .·· . ·~-~----· Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:46 Watershed file: --> 9698100X.WSD Hydrograph file: --> 9698100X.HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea Description 16.233Ac EX 100 AREA (acres) 16.23 CN 75 .0 Tc (hrs) 0.50 * Tt (hrs) 0.00 Precip. (in) 11.00 Runoff (in) 7.81 Ia/p input/used . 06 .10 * Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 105 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea Description Input Values Tc * Tt (hr) (hr) 6.233Ac EX 100 0.50 0.00 Rounded Values Tc * Tt (hr) (hr) ** ** Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. * Tc & Tt are available in the hydrograph tables. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:46 Watershed file: --> 9698100X.WSD Hydrograph file: --> 9698100X.HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac EX 100 105 12.4 Composite Watershed 105 12.4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:46 Watershed file: --> 9698100X.WSD Hydrograph file: --> 9698100X.HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 3 I Composite Hydrograph Summary (cfs) -----------------------------------------------------------------------------Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 escription hr hr hr hr hr hr hr hr hr 16.233Ac EX 100 3 5 6 11 19 34 61 93 105 tal (cfs) 3 5 6 11 19 34 61 93 105 1------------------------------------------------------------------------------Subarea escription '6. 233Ac EX 100 :otal (cfs) Subarea escription 6.233Ac EX 100 :otal (cfs) Subarea Description 6.233Ac EX 100 otal (cfs) 12.5 hr 100 100 14.0 hr 9 9 18.0 hr 4 4 12.6 hr 80 80 14.3 hr 8 8 19.0 hr 3 3 12.7 hr 59 59 14.6 hr 7 7 20.0 hr 3 3 12.8 hr 45 45 15.0 hr 6 6 22.0 hr 2 2 13.0 hr 28 28 15.5 hr 6 6 26.0 hr 0 0 13.2 hr 19 19 16.0 hr 5 5 13.4 hr 15 15 16.5 hr 5 5 13.6 hr 12 12 17.0 hr 4 4 13.8 hr 10 10 17.5 hr 4 4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:46 Watershed file: --> 9698100X.WSD Hydrograph file: --> 9698100X.HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 11. 0 3 14.8 6 11.1 4 14.9 6 11. 2 4 15.0 6 11. 3 5 15.1 6 11.4 5 15.2 6 11. 5 6 15.3 6 11. 6 6 15.4 6 11. 7 8 15.5 6 11. 8 9 15.6 6 11. 9 11 15.7 6 12.0 19 15.8 5 12.1 34 15.9 5 12.2 61 16.0 5 12.3 93 16.1 5 12.4 105 16.2 5 12.5 100 16.3 5 12.6 8 .0 16.4 5 12.7 59 16.5 5 12.8 45 16.6 5 12.9 36 16.7 5 13.0 28 16.8 4 13.1 24 16.9 4 13.2 19 17.0 4 13.3 17 17.1 4 13.4 15 17.2 4 13.5 14 17.3 4 13.6 12 17.4 4 13.7 11 17.5 4 13.8 10 17.6 4 13.9 9 17.7 4 14.0 9 17.8 4 14.1 9 17.9 4 14.2 8 18.0 4 14.3 8 18.1 4 14.4 8 18.2 4 14.5 7 18.3 4 14.6 7 18.4 4 Page 4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:07:46 Watershed file: --> 9698100X.WSD Hydrograph file: --> 9698100X.HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 3 22.4 2 18.7 3 22.5 2 18.8 3 22.6 2 18.9 3 22.7 2 19.0 3 22.8 2 19.1 3 22.9 2 19.2 3 23.0 2 19.3 3 23.1 1 19.4 3 23.2 1 19.5 3 23.3 1 19.6 3 23.4 1 19.7 3 23.5 1 19.8 3 23.6 1 19.9 3 23.7 1 20.0 3 23.8 1 20.1 3 23.9 1 20.2 3 24.0 1 20.3 3 24.1 1 20.4 3 24.2 1 20.5 3 24.3 1 20.6 3 24.4 1 20.7 3 24.5 1 20.8 3 24.6 1 20.9 3 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21. 2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21.6 2 25.4 0 21. 7 2 25.5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 Page 5 Section F Proposed Conditions, 5-Year Event ~--. . --. ···~--· .~ •··-----~~..u.=---=-·· .. -. •.. . . -· .. -. ~ ....-... Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:14:23 Watershed file: --> 969805P .WSD Hydrograph file: --> 969805P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 16.233Ac PR 5 AREA (acres) 16.23 CN 93.0 Tc (hrs) 0.20 * Tt (hrs) 0.00 Precip. (in) 6 .20 Runoff (in) 5.38 Ia/p input/used . 02 .10 * Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 109 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea escription 6.233Ac PR 5 Input Values Tc * Tt (hr) (hr) 0.17 0.00 Rounded Values Tc * Tt (hr) (hr) 0.20 0.00 Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point . .... ~·.-----.";"'11"""r::':"-.-:_..r;.~· · •. ~ .. "\:!' _ ____... ••. __ ·: :.:·--~-.•. -.~· •.. ---=-f"',-.--·.~ .. :·.·.~ .•. -•. -... -~.:.'-..7.~:-;;~-.::-.-;-:-::·-: .····::-=.-····· Quick TR-55 Version: 5.47 S/N: Page 2 -...... -. ·-~ . ·-.. . -. _ ..... - TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:14:23 Watershed file: --> 969805P .WSD Hydrograph file: --> 969805P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Composite Outfall Subarea (cfs) 16.233Ac PR 5 109 Composite Watershed 109 Time to Peak at Composite Outfall (hrs) 12.2 12.2 ----." :.--• , .• 1:""_...,~..., .. •","L':••.•,o"":""__..:-r--;-•;,•"':•' '4 J"°"---;--, ':••,•, ,....-,--,,-.-;_,•:.· •. •••, •' .:,·• .. · .. :-:-;-::---__.. •,~ ,"'•,-;:• ·,;,•, •_.. ·,·..-• ·, Quick TR-55 Version: 5.47 S/N: Subarea Description '.6.233Ac PR 5 tal (cfs) Subarea Description 6.233Ac PR 5 tal (cf s) Subarea Description 6.233Ac PR 5 otal (cfs) Subarea Description 6.233Ac PR 5 otal (cfs) TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:14:23 Watershed file: --> 969805P .WSD Hydrograph file: --> 969805P .HYD 11. 0 hr 3 3 12.5 hr 23 23 14.0 hr 5 5 18.0 hr 2 2 FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11.3 hr 4 4 12.6 hr 17 17 14.3 hr 5 5 19.0 hr 2 2 11. 6 hr 6 6 12.7 hr 14 14 14.6 hr 5 5 20.0 hr 2 2 11. 9 hr 29 29 12.8 hr 12 12 15.0 hr 4 4 22.0 hr 2 2 12.0 hr 55 55 13.0 hr 10 10 15.5 hr 4 4 26.0 hr 0 0 12.1 hr 101 101 13.2 hr 8 8 16.0 hr 3 3 12.2 hr 109 109 13.4 hr 7 7 16.5 hr 3 3 Page 3 12.3 hr 66 66 13.6 hr 7 7 17.0 hr 3 3 12.4 hr 34 34 13.8 hr 6 6 17.5 hr 3 3 -v--,. ... ---__ ,,; .... · .•. •'-• ·:----=": .• •·' ~·~. ~~ . ........-:.~ .... ~"'· .... ·-..;-.--.:· -~·!';·.·-.-:--:-~.:-.·: .·.-.. :..... --::-.; :: . ~.~-~· ,.·.· .. ~;-.':"~7-~··::··: _r.,.,;:-~ .. -:-7.-:-;-.-. ·: ·.~ ... .::..~-~ ·~· I I> ~ Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:14:23 Watershed file: --> 969805P .WSD Hydrograph file: --> 969805P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ----------------------------------11. 0 3 14.8 4 11.1 3 14.9 4 11. 2 4 15.0 4 11. 3 4 15.1 4 11.4 5 15.2 4 11. 5 5 15.3 4 11. 6 6 15.4 4 11. 7 14 15.5 4 11. 8 21 15.6 4 11. 9 29 15.7 4 12.0 55 15.8 3 12.1 101 15.9 3 12.2 109 16.0 3 12.3 66 16.1 3 12.4 34 16.2 3 12.5 23 16.3 3 12.6 17 16.4 3 12.7 14 16.5 3 12.8 12 16.6 3 12.9 11 16.7 3 13.0 10 16.8 3 13.1 9 16.9 3 13.2 8 17.0 3 13.3 8 17.1 3 13.4 7 17.2 3 13.5 7 17.3 3 13.6 7 17.4 3 13.7 6 17.5 3 13.8 6 17.6 3 13.9 6 17.7 3 14.0 5 17.8 2 14.1 5 17.9 2 14.2 5 18.0 2 14.3 5 18.1 2 14.4 5 18.2 2 14.5 5 18.3 2 14.6 5 18.4 2 Page 4 -· -... ,... ··;.-.-;-;-·-..-... ··~--·~;:-:·-::::t;:~.·.~:· .. -·-.-.--:.-:-:::-·_:;. . -..-:--.-.--.-.-.. :: .· ....... -;"' .. :-.--..":'."•-:.-.. -_.~·.· .. " ~.-.r ... --. ·-. . .. . . .._ ..... _. , .'··'·I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:14:23 Watershed file: --> 969805P .WSD Hydrograph file: --> 969805P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cfs) (hrs) Flow (cf s) ---------------------------------- 18.6 2 22.4 2 18.7 2 22.5 2 18.8 2 22.6 2 18.9 2 22.7 2 19.0 2 22.8 2 19.1 2 22.9 2 19.2 2 23.0 2 19.3 2 23.1 1 19.4 2 23.2 1 19.5 2 · 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.1 2 23.9 1 20.2 2 24.0 1 20.3 2 24.1 1 20 .4 2 24 .2 1 20.5 2 24.3 1 20.6 2 24.4 1 20.7 2 24.5 1 20.8 2 24.6 1 20.9 2 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21.2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21. 6 2 25.4 0 21. 7 2 25.5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.l 2 25.9 0 22.2 2 22.3 2 Page 5 . --_.. -~ .. · . ..-~-----· .... · .. =· ._· .. ·.:· ~:.,. ... 1~----~.·~-. ~·--:-:-:-~-·,, ·~~. :.·.·.-.-..-... -;---=-.-. . .:···.·-· .• -~·:·· .· .• Section G Proposed Conditions, 10-Year Event Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:13 Watershed file: --> 969810P .WSD Hydrograph file: --> 969810P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 6.233Ac PR 10 AREA (acres) 16.23 CN 93.0 Tc (hrs) 0.20 * Tt (hrs) 0.00 Precip. (in) 7.40 Runoff (in) 6.57 Ia/p input/used . 02 .10 Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 133 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea escription .233Ac PR 10 Input Values Tc * Tt (hr) (hr) 0.17 0.00 Rounded Values Tc * Tt (hr) (hr) 0.20 0.00 Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:13 Watershed file: --> 969810P .WSD Hydrograph file: --> 969810P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cf s) Time to Peak at Composite Outfall (hrs) 16.233Ac PR 10 133 12.2 Composite Watershed 133 12.2 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:13 Watershed file: --> 969810P .WSD Hydrograph file: --> 969810P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) Page 3 Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 Description hr hr hr hr hr hr hr hr hr •------------------------------------------------------------------------------~6. 233Ac PR 10 4 5 8 35 67 123 133 80 42 otal (cfs) Subarea Description :.:6.233Ac PR 10 otal (cfs) Subarea Description 6.233Ac PR 10 otal (cfs) 4 12.5 hr 28 28 14.0 hr 7 7 5 12.6 hr 21 21 14.3 hr 6 6 8 12.7 hr 17 17 14.6 hr 5 5 35 12.8 hr 14 14 15.0 hr 5 5 67 13.0 hr 12 12 15.5 hr 4 4 Subarea 18.0 19.0 20.0 22.0 26.0 Description hr hr hr hr hr 123 13.2 hr 10 10 16.0 hr 4 4 133 13.4 hr 9 9 16.5 hr 3 3 80 13.6 hr 8 8 17.0 hr 3 3 42 13.8 hr 7 7 17.5 hr 3 3 l------------------------------------------------------------------------------6. 233Ac PR 10 3 3 2 2 0 otal (cfs) 3 3 2 2 0 I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:13 Watershed file: --> 969810P .WSD Hydrograph file: --> 969810P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 11. 0 4 14.8 5 11.1 4 14.9 5 11. 2 5 15.0 5 11. 3 5 15.1 5 11.4 6 15.2 5 11. 5 7 15.3 4 11. 6 8 15.4 4 11. 7 17 15.5 4 11. 8 26 15.6 4 11. 9 35 15.7 4 12.0 67 15.8 4 12.1 123 15.9 4 12.2 133 16.0 4 12 .3 80 16.1 4 12.4 42 16.2 4 12.5 28 16.3 3 12.6 21 16.4 3 12.7 17 16.5 3 12.8 14 16.6 3 12.9 13 16.7 3 13.0 12 16.8 3 13.1 11 16.9 3 13.2 10 17.0 3 13.3 9 17.1 3 13.4 9 17.2 3 13.5 9 17.3 3 13.6 8 17.4 3 13.7 8 17.5 3 13.8 7 17.6 3 13.9 7 17.7 3 14.0 7 17.8 3 14.1 7 17.9 3 14.2 6 18.0 3 14.3 6 18.1 3 14.4 6 18.2 3 14.5 5 18.3 3 14.6 5 18.4 3 Page 4 I I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:13 Watershed file: --> 969810P .WSD Hydrograph file: --> 969810P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 3 22.4 2 18.7 3 22.5 2 18.8 3 22.6 2 18.9 3 22.7 2 19.0 3 22.8 2 19.1 3 22.9 2 19.2 3 23.0 2 19.3 3 23.1 1 19.4 3 23.2 1 19.5 2 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.1 2 23.9 1 20.2 2 24.0 1 20.3 2 24.1 1 20.4 2 24.2 1 20.5 2 24.3 1 20.6 2 24.4 1 20.7 2 24.5 1 20 .8 2 24.6 1 20.9 2 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21. 2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21. 6 2 25.4 0 21. 7 2 25.5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 Page 5 Section H Proposed Conditions, 25-Year Event -• • ·:... • . ~ ' -,......_-. -.-•· ••. ••.• ',"':r'. ---• Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:47 Watershed file: --> 969825P .WSD Hydrograph file: --> 969825P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 16.233Ac PR 25 AREA (acres) 16.23 CN 93.0 Tc (hrs) 0.20 * Tt (hrs) 0.00 Precip. (in) 8.80 Runoff (in) 7.96 Ia/p input/used . 02 .10 ~ Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 162 cf s >>>> Computer Modifications of Input Parameters <<<<< I Subarea Description 6.233Ac PR 25 Input Values Tc * Tt (hr) (hr) 0.17 0.00 Rounded Values Tc * Tt (hr) (hr) 0.20 0.00 Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point . . -.• ····::-;-::-7;. ~--... ..: : :~·-::r::~~l. .· ··:· ·. :~ :-::-::~: .··:::' :· ........ : . :'~:>:·: : . :.~·::' ~:.: '":.:: ... ."'""\ ·~ :.·.; ·:. :·--:-: --~ .... :~ ........ : :->_: .. ·, ·.•. : ~ .• Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:47 Watershed file: --> 969825P .WSD Hydrograph file: --> 969825P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac PR 25 162 12.2 Composite Watershed 162 12.2 Quick TR-55 Version: 5.47 S/N: Subarea Description 6.233Ac PR 25 tal (cfs) Subarea Description 6.233Ac PR 25 otal (cfs) Subarea Description TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:47 Watershed file: --> 969825P .WSD Hydrograph file: --> 969825P .HYD 11. 0 hr 5 5 12.5 hr 34 34 14.0 hr FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11. 3 hr 6 6 12.6 hr 26 26 14.3 hr 11. 6 hr 9 9 12.7 hr 21 21 14.6 hr 11.9 hr 42 42 12.8 hr 17 17 15.0 hr 12.0 hr 81 81 13.0 hr 14 14 15.5 hr 12.1 hr 149 149 13.2 hr 12 12 16.0 hr 12.2 hr 162 162 13.4 hr 11 11 16.5 hr Page 3 12.3 hr 97 97 13.6 hr 10 10 17.0 hr 12.4 hr 50 50 13.8 hr 9 9 17.5 hr ------------------------------------------------------------------------------6.233Ac PR 25 8 7 7 6 5 5 4 4 4 -------------------------------------------------------------------------------otal (cfs) 8 7 7 6 5 5 4 4 4 ------------------------------------------------------------------------------Subarea Description 18.0 hr 19.0 hr 20.0 hr 22.0 hr 26.0 hr ------------------------------------------------------------------------------6.233Ac PR 25 4 3 3 2 0 -------------------------------------------------------------------------------otal (cfs) 4 3 3 2 0 ~ t ~ t _..,.,--.,-u.1, • :-:"'l .... .-...;"'.-.·.·,•. •"';'•-;:-;_···~r .-:·.·;,_~·~· .• •.. ·.·:..,...; ... -. •· • ~· !-:;· . ---.~.:.-:·:·:. -~--... -:· ~-'.7_.-::~~;.:-~--: .: :-,::.~\" :.~·~.:.::· ... ~:.:: .. ::_ ~ .. ~~::: ::~·,; ;~.:~·~ :'... .:.] Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:47 Watershed file: --> 969825P .WSD Hydrograph file: --> 969825P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 11. 0 5 14.8 6 11.1 5 14 .9 6 11. 2 6 15.0 6 11. 3 6 15.1 6 11.4 7 15.2 6 11. 5 8 15.3 5 11. 6 9 15.4 5 11 .7 20 15.5 5 11. 8 31 15.6 5 11. 9 42 15.7 5 12.0 81 15.8 5 12.1 149 15.9 5 12.2 162 16.0 5 12.3 97 16.1 5 12.4 50 16.2 5 12.5 34 16.3 4 12.6 26 16.4 4 12.7 21 16.5 4 12.8 17 16.6 4 12.9 16 16.7 4 13.0 14 16.8 4 13.1 13 16.9 4 13.2 12 17.0 4 13.3 12 17.1 4 13.4 11 17.2 4 13.5 10 17.3 4 13.6 10 17.4 4 13.7 9 17.5 4 13.8 9 17.6 4 13.9 8 17.7 4 14.0 8 17.8 4 14.1 8 17.9 4 14.2 7 18.0 4 14.3 7 18.1 4 14.4 7 18.2 4 14.5 7 18.3 4 14.6 7 18.4 4 Page 4 .. ,. ,. ~ .. "' i;: l'1 . F. I Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:15:47 Watershed file: --> 969825P .WSD Hydrograph file: --> 969825P .HYD Time (hrs) FAIRFIELD APARTMENTS F .M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 3 22.4 2 18.7 3 22.5 2 18.8 3 22.6 2 18.9 3 22.7 2 19.0 3 22.8 2 19.1 3 22.9 2 19.2 3 23.0 2 19.3 3 23.1 1 19.4 3 23.2 1 19.5 3 23.3 1 19.6 3 23.4 1 19.7 3 23.5 1 19.8 3 23 .6 1 19 .9 3 23 .7 1 20.0 3 23 .8 1 20.1 3 23.9 1 20.2 3 24.0 1 20.3 3 24.1 1 20 .4 3 24.2 1 20.5 3 24.3 1 20.6 3 24 .4 1 20 .7 3 24 .5 1 20.8 3 24 .6 1 20.9 3 24.7 1 21. 0 2 24.8 1 21.1 2 24.9 1 21. 2 2 25.0 0 21. 3 2 25.1 0 21.4 2 25.2 0 21. 5 2 25.3 0 21. 6 2 25.4 0 21. 7 2 25 .5 0 21. 8 2 25.6 0 21. 9 2 25.7 0 22.0 2 25.8 0 22.l 2 25.9 0 22.2 2 22.3 2 Page 5 ....... ___ ,..-... · .. "'.··.---;-7 . .,.,....--, ~,.":-","·· ... ~ •-.-;r--.~ ~~~·:,"7"'·.•r ;-r:-,-r~.;-:. :.4.;,·';,;.~ :'-:~::-~:'.>··, .·.-· ..... •• ,··· Section I Proposed Conditions, 50-Year Event Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:06 Watershed file: --> 969850P .WSD Hydrograph file: --> 969850P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 16.233Ac PR 50 AREA (acres) 16.23 CN 93.0 Tc (hrs) 0.20 * Tt (hrs) 0.00 Precip. (in) 9.80 Runoff (in) 8.95 Ia/p input/used . 02 .10 * Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 182 cf s >>>> Computer Modifications of Input Parameters <<<<< Subarea Description 6.233Ac PR 50 Input Values Tc * Tt (hr) (hr) 0.17 0.00 Rounded Values Tc * Tt (hr) (hr) 0.20 0.00 Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:06 Watershed file: --> 969850P .WSD Hydrograph file: --> 969850P .HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac PR 50 182 12.2 Composite Watershed 182 12.2 ,. ~ ' ~ I Quick TR-55 Version: 5.47 S/N: Subarea Description 6.233Ac PR 50 tal (cf s) Subarea Description 6.233Ac PR 50 Subarea Description 6.233Ac PR 50 otal (cfs) TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:06 Watershed file: --> 969850P .WSD Hydrograph file: --> 969850P .HYD 11. 0 hr 5 5 12.5 hr 38 38 14.0 hr 9 9 FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cf s) 11. 3 hr 7 7 12.6 hr 29 29 14.3 hr 8 8 11. 6 hr 11 11 12.7 hr 23 23 14.6 hr 7 7 11. 9 hr 47 47 12.8 hr 20 20 15.0 hr 7 7 12.0 hr 91 91 13.0 hr 16 16 15.5 hr 6 6 12.1 hr 168 168 13.2 hr 14 14 16.0 hr 5 5 12.2 hr 182 182 13.4 hr 12 12 16.5 hr 5 5 Page 3 12.3 hr 109 109 13.6 hr 11 11 17.0 hr 5 5 12.4 hr 57 57 13.8 hr 10 10 17.5 hr 4 4 ------------------------------------------------------------------------------Subarea Description 18.0 hr 19.0 hr 20.0 hr 22.0 hr 26.0 hr ------------------------------------------------------------------------------6.233Ac PR 50 4 4 3 3 0 -------------------------------------------------------------------------------otal (cfs) 4 4 3 3 0 r,.":. .... ,,..:'"~-;-r';~1 • ·, ••: .. •":",' .•.-:-·--;-.r;-:--;-;"• .~ • :. ·~-.··:-.... -,-. :.~ •.' ~· •'.'.".' ~.-;-:--::.-:~ ;~-; •; .~: ,",", -::-~-;.·· • •• -. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:06 Watershed file: --> 969850P .WSD Hydrograph file: --> 969850P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cfs) (hrs) Flow (cf s) ---------------------------------- 11. 0 5 14.8 7 11.1 6 14.9 7 11. 2 6 15.0 7 11. 3 7 15.1 7 11.4 8 15.2 7 11. 5 10 15.3 6 11. 6 11 15.4 6 11. 7 23 15.5 6 11. 8 35 15.6 6 11. 9 47 15.7 6 12.0 91 15.8 5 12.1 168 15.9 5 12.2 182 16.0 5 12.3 109 16.1 5 12.4 57 16.2 5 12.5 38 16.3 5 12.6 29 16.4 5 12.7 23 16.5 5 12.8 20 16.6 5 12.9 18 16.7 5 13.0 16 16.8 5 13.1 15 16.9 5 13.2 14 17.0 5 13.3 13 17.1 5 13.4 12 17.2 5 13.5 12 17.3 4 13.6 11 17.4 4 13.7 10 17.5 4 13.8 10 17.6 4 13.9 9 17.7 4 14.0 9 17.8 4 14.1 9 17.9 4 14.2 8 18.0 4 14.3 8 18.1 4 14.4 8 18.2 4 14.5 7 18.3 4 14.6 7 18.4 4 Page 4 Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:06 Watershed file: --> 969850P .WSD Hydrograph file: --> 969850P .HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cfs) (hrs) Flow (cf s) ---------------------------------- 18.6 4 22.4 3 1 8.7 4 22 .5 3 18.8 4 22.6 3 18.9 4 22 .7 2 19.0 4 22 .8 2 19.1 4 22 .9 2 19.2 4 23.0 2 19.3 4 23.1 2 19.4 4 23.2 2 19.5 4 23.3 2 19.6 3 23.4 2 19.7 3 23:5 2 19.8 3 23.6 2 19.9 3 23.7 2 20.0 3 23.8 2 20.1 3 23.9 2 20.2 3 24.0 2 20.3 3 24.1 1 20.4 3 24.2 1 20.5 3 24.3 1 20.6 3 24.4 1 20.7 3 24.5 1 20.8 3 24.6 1 20.9 3 24.7 1 21. 0 3 24.8 1 21.1 3 24.9 1 21. 2 3 25.0 1 21. 3 3 25.1 1 21. 4 3 25.2 1 21. 5 3 25.3 1 21. 6 3 25.4 0 21. 7 3 25.5 0 21. 8 3 25.6 0 21. 9 3 25.7 0 22.0 3 25.8 0 22.1 3 25.9 0 22.2 3 22.3 3 Page 5 -O o • o O -·-·-•• L ;: -.~.,~-::-":'"'' O I ·-O O r .~-.~·.' o .... 7...---: :·,', O ·.-., ----•• '.-:· -~ O O -, ,,.•-H I O O Section J Proposed Conditions, 100-Year Event _______ ......_ ______ ;................:______..:____;. .. . r . . ' :·. ~ ·. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:27 Watershed file: --> 9698100P.WSD Hydrograph file: --> 9698100P.HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Page 1 >>>> Input Parameters Used to Compute Hydrograph <<<< Subarea escription 16.233Ac PR 100 AREA (acres) 16.23 CN 93.0 Tc (hrs) 0.20 * Tt (hrs) 0.00 Precip. (in) 11.00 Runoff (in) 10 .10 Ia/p input/used . 01 .10 Travel time from subarea outfall to composite watershed outfall point. Total area = 16.23 acres or 0.02536 sq.mi Peak discharge = 205 cfs >>>> Computer Modifications of Input Parameters <<<<< Subarea Description Input Values Tc * Tt (hr) (hr) 6 .233Ac PR 100 0.17 0.00 Rounded Values Tc * Tt (hr) (hr) 0.20 0.00 Ia/p Interpolated (Yes/No) No Ia/p Messages Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:27 Watershed file: --> 9698100P.WSD Hydrograph file: --> 9698100P.HYD FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS >>>> Summary of Subarea Times to Peak <<<< Page 2 Peak Discharge at Composite Outfall Subarea (cfs) Time to Peak at Composite Outfall (hrs) 16.233Ac PR 100 205 12.2 Composite Watershed 205 12.2 . -;--....... f' ,. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:27 Watershed file: --> 9698100P.WSD Hydrograph file: --> 9698100P.HYD Subarea Description 6.233Ac PR 100 btal (cfs) Subarea Description 6.233Ac PR 100 otal (cfs) Subarea Description 6.233Ac PR 100 otal (cfs) Subarea Description 11. 0 hr 6 6 12.5 hr 43 43 14.0 hr 10 10 18.0 hr FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Composite Hydrograph Summary (cfs) 11. 3 hr 8 8 12.6 hr 33 33 14.3 hr 9 9 19.0 hr 11. 6 hr 12 12 12.7 hr 26 26 14.6 hr 8 8 20.0 hr 11. 9 hr 54 54 12.8 hr 22 22 15.0 hr 8 8 22.0 hr 12.0 hr 103 103 13.0 hr 18 18 15.5 hr 7 7 26.0 hr 12.1 hr 189 189 13.2 hr 16 16 16.0 hr 6 6 12.2 hr 205 205 13.4 hr 14 14 16.5 hr 5 5 Page 3 12.3 hr 123 123 13.6 hr 13 13 17.0 hr 5 5 12.4 hr 64 64 13.8 hr 11 11 17.5 hr 5 5 ------------------------------------------------------------------------------6.233Ac PR 100 5 4 3 3 0 -------------------------------------------------------------------------------otal (cfs) 5 4 3 3 0 ---• • • •· 1 --.----~·~··~ .. -.._.I;". Y~·:·-°:4 ,•,', !~ ~·-.:-·~::~.~·:-: • • ' .. ~~:::·,·~."~.-;:.-~ :.:;:•.~: •• •.":.·-:::~::·.:: : .. : .:~:.~:~·~.t;·.::~·. ~'".··:-.. :-:: .. ,. Quick TR-55 Version: 5.47 S/N: TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:27 Watershed file: --> 9698100P.WSD Hydrograph file: --> 9698100P.HYD Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cfs) ---------------------------------- 11. 0 6 14.8 8 11.1 7 14.9 8 11. 2 7 15.0 8 11. 3 8 15.1 8 11.4 9 15.2 8 11. 5 11 15.3 7 11. 6 12 15.4 7 11.7 26 15.5 7 11. 8 40 15.6 7 11. 9 54 15.7 7 12.0 103 15.8 6 12.1 189 15.9 6 12 .2 205 16.0 6 12.3 123 16.1 6 12.4 64 16.2 6 12.5 43 16.3 5 12.6 33 16.4 5 12.7 26 16.5 5 12.8 22 16.6 5 12.9 20 16.7 5 13.0 18 16.8 5 13.1 17 16.9 5 13.2 16 17.0 5 13.3 15 17.1 5 13.4 14 17.2 5 13.5 14 17.3 5 13.6 13 17.4 5 13.7 12 17.5 5 13.8 11 17.6 5 13.9 10 17.7 5 14.0 10 17.8 5 14.1 10 17.9 5 14.2 9 18.0 5 14.3 9 18.1 5 14.4 9 18.2 5 14.5 8 18.3 5 14.6 8 18.4 5 Page 4 "'" ---.. ---·-.,_:.-~--"~.T · . • ' .• • • •; ... ...-4 '") ,· ·,, • : .' .•,-, ,· ,,•' '• :. :•' ~--.-;---:---::.;.:: :: .·~-~~· •""::.·.·_,,.:_:.:-::; '";:",;:·,,:~:.~·, '• :-:::·."i ' ~:::::.\-~:_· .. ~-~ · ... :· Quick TR-55 Version: 5.47 S/N: I I I I ..-.~ ~~ .·• . '·-. . . .. . . ... TR-55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04-13-1999 11:16:27 Watershed file: --> 9698100P.WSD Hydrograph file: --> 9698100P.HYD · Time (hrs) FAIRFIELD APARTMENTS F.M 2818 & HOLLEMAN DRIVE COLLEGE STATION, TEXAS Flow Time (cf s) (hrs) Flow (cf s) ---------------------------------- 18.6 4 22.4 3 18.7 4 22.5 3 18.8 4 22.6 3 18.9 4 22.7 2 19.0 4 22.8 2 19.1 4 22.9 2 19.2 4 23.0 2 19.3 4 23.1 2 19.4 4 23.2 2 19.5 4 23.3 2 19.6 3 23.4 2 19 .7 3 23.5 2 19.8 3 23.6 2 19.9 3 23.7 2 20.0 3 23.8 2 20.1 3 23.9 2 20.2 3 24.0 2 20.3 3 24.1 1 20.4 3 24.2 1 20.5 3 24.3 1 20.6 3 24.4 1 20.7 3 24.5 1 20.8 3 24.6 1 20.9 3 24.7 1 21. 0 3 24.8 1 21.1 3 24.9 1 21. 2 3 25.0 1 21. 3 3 25.1 1 21.4 3 25.2 1 21. 5 3 25.3 1 21. 6 3 25.4 0 21. 7 3 25.5 0 21. 8 3 25.6 0 21. 9 3 25.7 0 22.0 3 25.8 0 22.1 3 25.9 0 22.2 3 22.3 3 --. ·--.. --.·· •••• 6 . . . . :1 ... -:~·;-: -;-~-·.: Page 5 Appendix D Detention Pond Routing ---------·--·-.· ·;..;..·..;..·.;..;..--·;.;..· -.;.· --.;;,;.;;;;.,;...;.,.,.;:_· ;.;,;.-.·...:..· .,.;.:;· ··:.;..:.··=:_;-·;;:..::· .. .:...:.· ·--..:.....· ="''=-.-=-c-.-~.-~_._"C_• ----.. _, ....... , • -·~·. • .... ---• • .• -.. • ... 5-Year Event •••,•' • '•" r ,•·.• '•,-.--. '', " ....... ,.. : . . POND-2 Version: 5.21 S/N: EXECUTED : 04-13 -1999 11:24:12 ******************************** * * * Fairfield Apartments * * College Station, Texas * * Detention Pond, 5-YR STORM * * April, 1999 * * * ******************************** Inflow Hydrograph: 969805P .HYD Rating Table file: 9698 .PND ----INITIAL Elevation = Outflow = Storage CONDITIONS---- 309. 00 ft 0.00 cfs 0.00 ac-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 309 .00 310 .00 311 .00 312 .00 313.00 314.00 315.00 315.50 OUTFLOW (cfs) 0.0 18.7 32.4 41. 9 49.5 84.0 119.6 144 .5 STORAGE (ac-ft) 0.000 0.053 0.382 1.044 1.883 2.804 3.811 4 .350 2S/t (cf s) 0.0 12.9 92.5 252.7 455.7 678.6 922.4 1052.7 Time increment (t) = 0.100 hrs. 2S/t + 0 (cf s) 0 .0 31. 6 124.9 294.6 505.2 762.6 1042 .0 1197.2 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:24:12 Pond File: 9698 .PND Inflow Hydrograph: 969805P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME INFLOW Il+I2 (hrs) (cf s) (cf s) --------------------------11.000 3.00 ---- -11.100 3.00 6.0 11. 200 4.00 7.0 11.300 4.00 8.0 11.400 5.00 9.0 11.500 5.00 10.0 11.600 6.00 11. 0 11. 700 14.00 20.0 11.800 21.00 35.0 11.900 29.00 50.0 12.000 55.00 84.0 12.100 101.00 156.0 12.200 109.00 210.0 12.300 66.00 175.0 12.400 34.00 100.0 12.500 23.00 57.0 12.600 17.00 40.0 12.700 14.00 31. 0 12.800 12.00 26.0 12.900 11.00 23.0 13.000 10.00 21. 0 13.100 9.00 19.0 13.200 8.00 17.0 13.300 8.00 16.0 13.400 7.00 15.0 13.500 7.00 14.0 13.600 7.00 14.0 13.700 6.00 13.0 13.800 6.00 12.0 13.900 6.00 12.0 14.000 5.00 11. 0 14.100 5.00 10.0 14.200 5.00 10.0 14.300 5.00 10.0 14.400 5.00 10.0 14.500 5.00 10.0 14.600 5.00 10.0 14.700 5.00 10.0 14.800 4.00 9.0 14.900 4.00 8.0 15.000 4.00 8.0 15.100 4.00 8.0 15~200 4.00 8.0 15.300 4.00 8.0 15.400 4.00 8.0 Page 2 ROUTING COMPUTATIONS 28/t -0 28/t + 0 OUTFLOW ELEVATION (cf s) (cf s) (cf s) (ft) -----------------------------------------0.0 0.0 0.00 309.00 -1.1 6.0 3.55 309.19 -1.1 5.9 3.49 309.19 -1. 3 6.9 4.09 309.22 -1. 4 7.7 4.57 309.24 -1. 6 8.6 5.08 309.27 -1. 7 9.4 5.58 309.30 -3.3 18.3 10.80 309.58 -5.7 31. 7 18.70 310.00 3.2 44.3 20.55 310.14 33.5 87.2 26.85 310.60 117.4 189.5 36.01 311.38 241. 3 327.4 43.08 312.16 323.7 416.3 46.29 312.58 330.6 423.7 46.56 312.61 297.1 387.6 45.25 312.44 250.2 337.1 43.43 312.20 198.9 281. 2 41.15 311.92 148.9 224.9 38.00 311.59 101.8 171.9 35.03 311.28 58.6 122.8 32.09 310.98 26.7 77.6 25.46 310.49 2.8 43.7 20.48 310.13 -3.4 18.8 11.10 309.59 -2.1 11. 6 6.84 309.37 -2.2 11. 9 7.03 309.38 -2.2 11. 8 6.99 309.37 -2.0 10.8 6.41 309.34 -1. 8 10.0 5.93 309.32 -1. 9 10.2 6.01 309.32 -1. 7 9.1 5.41 309.29 -1. 5 8.3 4.93 309.26 -1. 5 8.5 5.01 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 4 7.5 4.41 309.24 -1. 2 6.6 3.93 309.21 -1. 2 6.8 4.01 309.21 -1. 2 6.8 4.00 309.21 -1. 2 6.8 4.00 309.21 -1. 2 6.8 4.00 309.21 -1. 2 6.8 4.00 309.21 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:24:12 Pond File: 9698 .PND Inflow Hydrograph: 969805P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 15.500 15.600 15.700 15.800 15.900 16.000 16.100 16.200 16.300 16.400 16.500 16.600 16.700 16.800 16.900 17.000 17.100 17.200 17.300 17.400 17.500 17.600 17.700 17.800 17.900 18.000 18.100 18.200 18.300 18.400 18.500 18.600 18.700 18.800 18.900 19.000 19.100 19.200 19.300 19.400 19.500 19.600 19:700 19.800 19.900 20.000 INFLOW (cf s) 4.00 4.00 4.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Il+I2 (cf s) 8.0 8.0 8.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -1. 2 -1. 2 -1. 2 -1. 0 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 28/t + 0 (cf s) 6.8 6.8 6.8 5.8 5.0 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 4.1 3.3 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 OUTFLOW (cf s) 4.00 4.00 4.00 3.41 2.93 3.01 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.41 1. 93 2.01 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Page 3 ELEVATION (ft) 309.21 309.21 309.21 309.18 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.13 309.10 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:24:12 Pond File: 9698 .PND Inflow Hydrograph: 969805P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 20.100 20.200 20.300 20.400 20.500 20.600 20.700 20.800 20.900 21.000 21.100 21.200 21.300 21.400 21. 500 21. 600 21.700 21.800 21.900 22.000 22.100 22.200 22.300 22.400 22.500 22.600 22.700 22.800 22.900 23.000 23.100 23.200 23.300 23.400 23.500 23.600 23.700 23.800 23.900 24.000 24.100 24.200 24:300 24.400 24.500 24.600 INFLOW (cf s) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Il+I2 (cfs) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ROUTING COMPUTATIONS 2S/t -0 (cf s) -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.4 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 2S/t + 0 (cf s) 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 2.4 1. 6 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1-. 7 1. 7 1. 7 1. 7 1. 7 1. 7 OUTFLOW (cf s) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.41 0.93 1. 01 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Page 4 ELEVATION (ft) 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.08 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 OND-2 Version: 5.21 S/N: Page 5 XECUTED: 04-13-1999 11:24:12 ond File: 9698 .PND "nflow Hydrograph: 969805P .HYD utflow Hydrograph: OUT .HYD NFLOW HYDROGRAPH ROUTING COMPUTATIONS -----------------------------------------------------------------------TIME INFLOW Il+I2 28/t -0 28/t + 0 OUTFLOW ELEVATION (hrs) (cf s) (cf s) (cf s) (cf s) (cf s) (ft) -----------------------------------------------------------------24.700 1. 00 2.0 -0.3 1. 7 1. 00 309.05 24.800 1. 00 2.0 -0.3 1. 7 1.00 309.05 I .. 24.900 1. 00 2.0 -0.3 1. 7 1. 00 309.05 ., 25.000 0.00 1. 0 -0.1 0.7 0.41 309.02 25.100 0.00 0.0 -0.1 -0.1 0.00 309.00 25.200 0.00 0.0 -0.1 -0.1 0.00 309.00 25.300 0.00 0.0 -0.1 -0.1 0.00 309.00 25.400 0.00 0.0 -0.1 -0.1 0.00 309.00 25.500 0.00 0.0 -0.1 -0.1 0.00 309.00 25.600 0.00 0.0 -0.1 -0.1 0.00 309.00 25.700 0.00 0.0 -0.1 -0.1 0.00 309.00 25.800 0.00 0.0 -0.1 -0.1 0.00 309.00 25.900 0.00 0.0 -0.1 -0.1 0.00 309.00 ~ -.:......_ .. -... ~ --.-·~--.... -... _ -. ·-:---.. -. ·.-.~-........... -. '·-· .. - OND-2 Version: 5 .21 S/N: Page 6 XECUTED : 04-13-1999 11:24:12 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 9698 .PND Inflow Hydrograph: 969805P .HYD Outflow Hydrograph: OUT .HYD Starting Pond W.S. Elevation = 309.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation 109.00 cfs 46.56 cfs 312.61 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = 0.00 ac-ft 1.56 ac-ft 1.56 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.21 S/N: Pond File: 9698 .PND Inflow Hydrograph : 969805P .HYD Outflow Hydrograph: OUT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 109.00 cfs 46.56 cfs 312.61 ft Page 7 EXECUTED: 04 -13-1999 11:24:12 Flow (cfs) 0 15 30 45 60 75 90 105 120 135 150 165 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- .4 -x x x x . 6 -x x* 11. 7 -x * x* . 8 -x* x * x * x * . 0 -x * x * .1 -x * x * 12.2 -x * x * . 3 -x * x* 12.4 -* x t .5 * x * x * x 2.6 -* x * x 2.7 -* x * x 2.8 -* x * x 12.9 -* x * x 3.0 -* x * x 3.1 -* x * x 3.2 -* x * x 3.3 -*x TIME (hrs) * File: 969805P .HYD Qmax = 109.0 cf s x File: OUT .HYD Qmax = 46.6 cf s ··----·-.. 10-Year Event 7· ..... ---... POND-2 Version: 5.21 S/N: EXECUTED: 04 -13-1999 11:25 :09 ********************************* * * * Fairfield Apartments * * College Station, Texas * * Detention Pond, 10-YR STORM * * April, 1999 * * * ********************************* Inflow Hydrograph: 969810P .HYD Rating Table file: 9698 .PND ----INITIAL Elevation Outflow = Storage = CONDITIONS---- 309. 00 ft 0.00 cfs 0.00 ac-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 309.00 310.00 311.00 312.00 313.00 3 1 4.00 315.00 315.50 OUTFLOW (cf s) 0.0 18.7 32.4 41. 9 49.5 84.0 119.6 144.5 STORAGE (ac-ft) 0.000 0.053 0.382 1.044 1.883 2 .804 3 .811 4 .350 2S/t (cf s) 0 .0 12 .9 92.5 252.7 455.7 678.6 922.4 1052.7 Time increment (t) = 0.100 hrs . 2S/t + 0 (cf s) 0 .0 31. 6 124.9 294.6 505.2 762.6 1042.0 1197.2 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:25:09 Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME INFLOW Il+I2 (hrs) (cf s) (cf s) --------------------------11.000 4.00 - -- - -11.100 4.00 8.0 11.200 5.00 9.0 11.300 5.00 10.0 11.400 6.00 11. 0 11.500 7.00 13.0 11.600 8.00 15.0 11.700 17.00 25.0 11.800 26.00 43.0 11. 900 35.00 61. 0 12.000 67.00 102.0 12.100 123.00 190.0 12.200 133.00 256.0 12.300 80.00 213.0 12.400 42.00 122.0 12.500 28.00 70.0 12.600 21.00 49.0 12.700 17.00 38.0 12.800 14.00 31. 0 12.900 13.00 27.0 13.000 12.00 25.0 13.100 11.00 23.0 13.200 10.00 21. 0 13.300 9.00 19.0 13.400 9.00 18.0 13.500 9.00 18.0 13.600 8.00 17.0 13.700 8.00 16.0 13.800 7.00 15.0 13.900 7.00 14.0 14.000 7.00 14.0 14.100 7.00 14.0 14.200 6.00 13.0 14.300 6.00 12.0 14.400 6.00 12.0 14.500 5.00 11. 0 14.600 5.00 10.0 14.700 5.00 10.0 14.800 5.00 10.0 14.900 5.00 10.0 15.000 5.00 10.0 15.100 5.00 10.0 15:200 5.00 10.0 15.300 4.00 9.0 15.400 4.00 8.0 Page 2 ROUTING COMPUTATIONS 28/t -0 28/t + 0 OUTFLOW ELEVATIO N (cf s) (cf s) (cf s) (ft) ----------------------------------------0.0 0.0 0.00 309.00 -1. 5 8.0 4.73 309.25 -1.4 7.5 4.46 309.24 -1. 6 8.6 5.10 309.27 -1. 7 9.4 5.57 309.30 -2.1 11.3 6.67 309.36 -2.4 12.9 7.65 309.41 -4.1 22.6 13.38 309.72 -0.6 38.9 19.76 310.08 14.5 60.4 22.92 310.31 54.2 116.5 31.17 310.91 166.0 244.2 39.08 311.70 329.0 422.0 46.50 312.61 433.2 542.0 54.43 313.14 442.8 555.2 56.19 313.19 411.8 512.8 50.51 313.03 365.0 460.8 47.90 312.79 311.3 403.0 45.81 312.51 255.1 342.3 43.62 312.23 199.7 282.1 41.20 311.93 148.7 224.7 37.99 311.59 101.7 171.7 35.02 311.28 58.5 122.7 32.07 310.98 26.7 77.5 25.44 310.49 3.4 44.7 20.61 310.14 -3.9 21.4 12.67 309.68 -2.4 13.1 7.74 309.41 -2.5 13.6 8.05 309.43 -2.3 12.5 7.40 309.40 -2.1 11. 7 6.93 309.37 -2.2 11. 9 7.01 309.38 -2.2 11. 8 7.00 309.37 -2.0 10.8 6.41 309.34 -1. 8 10.0 5.93 309.32 -1. 9 10.2 6.01 309.32 -1. 7 9.1 5.41 309.29 -1. 5 8.3 4.93 309.26 -1. 5 8.5 5.01 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 5 8.5 5.00 309.27 -1. 4 7.5 4.41 309.24 -1. 2 6.6 3.93 309.21 1: t' POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:25:09 Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 15.500 15.60b 15.700 15.800 15.900 16.000 16.100 16.200 16.300 16.400 16.500 16.600 16.700 16.800 16.900 17.000 17.100 17.200 17.300 17.400 17.500 17.600 17.700 17.800 17.900 18.000 18.100 18.200 18.300 18.400 18.500 18.600 18.700 18.800 18.900 19.000 19.100 19.200 19.300 19.400 19.500 19.600 19~700 19.800 19.900 20.000 INFLOW (cf s) 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 Il+I2 (cfs) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 4.0 4.0 4.0 4.0 4.0 Page -3 ROUTING COMPUTATIONS 28/t -0 (cf s) -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 0 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 28/t + 0 (cf s) 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 5.8 5.0 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 4.1 3.3 3.4 3.4 3.4 3.4 OUTFLOW (cf s) 4.01 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.41 2.93 3.01 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.oo· 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.41 1. 93 2.01 2.00 2.00 2.00 ELEVATION (ft) 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.18 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.13 309.10 309.11 309.11 309.11 309.11 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:25:09 Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 20.100 20.200 20.300 20.400 20.500 20.600 20.700 20.800 20.900 21.000 21.100 21. 200 21.300 21.400 21.500 21.600 21.700 21.800 21.900 22.000 22.100 22.200 22.300 22.400 22.500 22.600 22.700 22.800 22.900 23.000 23.100 23.200 23.300 23.400 23.500 23.600 23.700 23.800 23.900 24.000 24.100 24.200 24~300 24.400 24.500 24.600 INFLOW (cfs) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Il+I2 (cf s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.4 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 28/t + 0 (cf s) 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 2.4 1. 6 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 OUTFLOW (cf s) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.41 0.93 1. 01 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Page 4 ELEVATION (ft) 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.08 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 I I POND-2 Version: 5.21 S/N: £XECUTED: 04-13-1999 11:25:09 Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD 'Outflow Hydrograph: OUT . HYD INFLOW HYDROGRAPH Page 5 ROUTING COMPUTATIONS ------------------------------------------------------------------------TIME INFLOW Il+I2 28/t -0 28/t + 0 OUTFLOW ELEVATION (hrs) (cf s) (cf s) (cf s) (cf s) (cf s) (ft) -------------------------------------------------------------------24.700 1. 00 2.0 -0.3 1. 7 1. 00 309.05 24.800 1. 00 2.0 -0.3 1. 7 1. 00 309.05 24.900 1. 00 2.0 -0.3 1. 7 1. 00 309.05 25.000 0.00 1. 0 -0.1 0.7 0.41 309.02 25.100 0.00 0.0 -0.1 -0.1 0.00 309.00 25.200 0.00 0.0 -0.1 -0.1 0.00 309.00 25.300 0.00 0.0 -0.1 -0.1 0.00 309.00 25.400 0.00 0.0 -0.1 -0.1 0.00 309.00 25.500 0.00 0.0 -0.1 -0.1 0.00 309.00 25.600 0.00 0.0 -0.1 -0.1 0.00 309.00 25.700 0.00 0.0 -0.1 -0.1 0.00 309.00 25.800 0.00 0.0 -0.1 -0.1 0.00 309.00 25.900 0.00 0.0 -0.1 -0.1 0.00 309.00 ----------------------------------------------------------------------- I ~ND-2 Version: 5.21 S/N: ~ECUTED: 04 -13-1999 11:25:09 Page 6 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD Outflow Hydrograph: OUT .HYD Starting Pond W.S. Elevation 309.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 133.00 cfs 56.19 cfs 313.19 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 2.06 ac-ft 2.06 ac-ft Warning: Inflow hydrograph truncated on left side . 1··i i ~ .. !: I I I I I I POND-2 Version: 5.21 S/N : Pond File: 9698 .PND Inflow Hydrograph: 969810P .HYD Outflow Hydrograph: OUT .HYD Peak Inf low = Peak Outflow = Peak Elevation 133.00 cfs 56.19 cfs 313.19 ft Page 7 EXECUTED : 04-13-1999 11:25:09 Flow (cfs) 0 15 30 45 60 75 90 105 120 135 150 165 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 1.4 -x x* _1. 5 -x x 1. 6 -x x* 11. 7 -x * x * 1. 8 -x * x * 11. 9 -x * x * 2.0 -x * x * 2.1 -x * x * 12.2 -x * x * 12.3 -x * x * 12.4 -* x * x 2.5 -* x * x f .6 -* x * x 2.7 * x * x 2.8 -* x * x 12.9 -* x * x 3.0 -* x * x 13 ·1 -* x * x 3.2 * x * x 3.3 * x TIME (hrs) * File: 969810P .HYD Qrnax 133.0 cf s x File: OUT .HYD Qrnax = 56.2 cf s 25-Year Event POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:29:39 ********************************* * * Fairfield Apartments * College Station, Texas * Detention Pond, 25-YR STORM * April, 1999 * * * * * * * ********************************* Inflow Hydrograph: 969825P .HYD Rating Table file: 9698 .PND ----INITIAL Elevation = Outflow Storage = CONDITIONS---- 309. 00 ft 0.00 cfs 0.00 ac-ft Page 1 GIVEN POND DA.TA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 309 .00 310 .00 311 .00 312 .00 313.00 314 .00 315 .00 315 .50 OUTFLOW (cfs) 0.0 18.7 32.4 41. 9 49.5 84.0 119 .6 144 .5 STORAGE (ac-ft) 0.000 0.053 0.382 1.044 1.883 2.804 3.811 4.350 2S/t (cf s) 0 .0 12.9 92.5 252.7 455.7 678.6 922.4 1052.7 Time increment (t) = 0.100 hrs. 2S/t + 0 (cfs) 0 .0 31. 6 124.9 294.6 505 .2 762 .6 1042.0 1197.2 i POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:29:39 Pond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME INFLOW Il+I2 (hrs) (cf s) (cf s) --------------------------11.000 5.00 -- - --11.100 5.00 10.0 11.200 6.00 11. 0 11.300 6.00 12.0 11. 400 7.00 13.0 11.500 8.00 15.0 11. 600 9.00 17.0 11.700 20.00 29.0 11. 800 31.00 51. 0 11. 900 42.00 73.0 12.000 81.00 123.0 12.100 149.00 230.0 12.200 162.00 311.0 12.300 97.00 259.0 12.400 50.00 147.0 12.500 34.00 84.0 12.600 26.00 60.0 12.700 21.00 47.0 ' 12.800 17.00 38.0 12.900 16.00 33.0 I 13.000 14.00 30.0 13.100 13.00 27.0 113.200 12.00 25.0 13.300 12.00 24.0 13.400 11.00 23.0 I 13.500 10.00 21. 0 13.600 10.00 20.0 13.700 9.00 19.0 13.800 9.00 18.0 113.900 8.00 17.0 14.000 8.00 16.0 14.100 8.00 16.0 I 14.200 7.00 15.0 14.300 7.00 14.0 14.400 7.00 14.0 114. 500 7.00 14.0 14.600 7.00 14.0 14.700 7.00 14.0 14.800 6.00 13.0 114.900 6.00 12.0 15.000 6.00 12.0 15.100 6.00 12.0 115~200 6.00 12.0 15.300 5.00 11. 0 15.400 5.00 10.0 Page 2 ROUTING COMPUTATIONS 28/t -0 28/t + 0 OUTFLOW ELEVATION (cf s) (cf s) (cf s) (ft) -----------------------------------------0.0 0.0 0.00 309.00 -1. 8 10.0 5.91 309.32 -1. 7 9.2 5.43 309.29 -1. 9 10.3 6.10 309.33 -2.0 11.1 6.57 309.35 -2.4 13.0 7.67 309.41 -2.7 14.6 8.65 309.46 -4.8 26.3 15.56 309.83 4.5 46.2 20.84 310.16 26.7 77.5 25.44 310.49 82.1 149.7 33.78 311.15 227.0 312.1 42.53 312.08 430.2 538.0 53.89 313.13 540.9 689.2 74.16 313.71 539.9 687.9 73.99 313.71 493.1 623.9 65.41 313.46 441.3 553.1 55.92 313.19 390.5 488.3 48.89 3l2.92 335.0 428.5 46.73 312.64 278.9 368.0 44.55 312.35 224.1 308.9 42.42 312.07 172.2 251.1 39.46 311.74 124.3 197.2 36.45 311. 43 80.9 148.3 33.71 311.14 45.3 103.9 29.31 310.77 18.7 66.3 23.78 310.37 -0.8 38.7 19.73 310.08 -3.3 18.2 10.77 309.58 -2.7 14.7 8.68 309.46 -2.6 14.3 8.47 309.45 -2.4 13.4 7.91 309.42 -2.5 13.6 8.02 309.43 -2.3 12.5 7.41 309.40 -2.1 11. 7 6.93 309.37 -2.2 11. 9 7.01 309.38 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.0 10.8 6.41 309.34 -1. 8 10.0 5.93 309.32 -1. 9 10.2 6.01 309.32 -1. 8 10.1 6.00 309.32 -1. 8 10.2 6.00 309.32 -1. 7 9.2 5.41 309.29 -1. 5 8.3 4.93 309.26 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:29:39 Pond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 15.500 15.600 15.700 15.800 15.900 16.000 16.100 16.200 16.300 16.400 16.500 16.600 16.700 16.800 16.900 17.000 17.100 17.200 17.300 17.400 17.500 17.600 17.700 17.800 17.900 18.000 18.100 18.200 18.300 18.400 18.500 18.600 18.700 18.800 18.900 19.000 19.100 19.200 19.300 19.400 19.500 19.600 19:700 19.800 19.900 20.000 INFLOW (cf s) 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Il+I2 (cf s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 9.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 7.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 4 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1.2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -t.2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 0 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 28/t + 0 (cf s) 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 7.5 6.6 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 5.8 5.0 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 OUTFLOW (cf s) 5.01 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.41 3.93 4.01 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.41 2.93 3.01 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Page 3 ELEVATION (ft) 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.24 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.18 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:29:39 Pond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 20.100 20.200 20.300 20.400 20.500 20.600 20.700 20.800 20.900 21.000 21.100 21.200 21.300 21.400 21.500 21.600 21.700 21.800 21.900 22.000 22.100 22.200 22.300 22.400 22.500 22.600 22.700 22.800 22.900 23.000 23.100 23.200 23.300 23.400 23.500 23.600 23.700 23.800 23.900 24.000 24.100 24.200 24.300 24.400 24.500 24.600 INFLOW (cf s) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Il+I2 (cf s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.4 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 28/t + 0 (cf s) 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 4.1 3.3 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 2.4 1. 6 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 OUTFLOW (cf s) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.41 1. 93 2.01 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.41 0.93 1. 01 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Page 4 ELEVATION (ft) 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.13 309.10 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 ·3 09. 11 309.11 309.11 309.08 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.05 ~OND-2 Version: 5.21 S/N: XECUTED: 04-13-1999 11:29:39 ond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH Page 5 ROUTING COMPUTATIONS ------------------------------------------------------------------------TIME INFLOW Il+I2 28/t -0 28/t + 0 OUTFLOW ELEVATION (hrs) (cf s) (cf s) (cf s) (cf s) (cf s) (ft) -------------------------------------------------------------------24.700 1. 00 2.0 -0.3 1. 7 1. 00 309.05 24.800 1. 00 2.0 -0.3 1. 7 1. 00 309.05 24.900 1. 00 2.0 -0.3 1. 7 1. 00 309.05 25.000 0.00 1. 0 -0.1 0.7 0.41 309.02 25.100 0.00 0.0 -0.1 -0.1 0.00 309.00 25.200 0.00 0.0 -0.1 -0.1 0.00 309.00 25.300 0.00 0.0 -0.1 -0.1 0.00 309.00 25.400 0.00 0.0 -0.1 -0.1 0.00 309.00 25.500 0.00 0.0 -0.1 -0.1 0.00 309.00 25.600 0.00 0.0 -0.1 -0.1 0.00 309.00 25.700 0.00 0.0 -0.1 -0.1 0.00 309.00 25.800 0.00 0.0 -0.1 -0.1 0.00 309.00 25.900 0.00 0.0 -0.1 -0.1 0.00 309.00 ----------------------------------------------------------------------- POND-2 Version: 5 .21 S/N: Page 6 EXECUTED: 04-13-1999 11:29:39 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD Starting Pond W.S. Elevation = 309.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 162 .00 cfs 74 .16 cfs 313.71 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0.00 ac-ft 2.54 ac-ft 2.54 ac-ft Warning: Inflow hydrograph truncated on left side . I POND-2 Version: 5.21 S/N: Pond File: 9698 .PND Inflow Hydrograph: 969825P .HYD Outflow Hydrograph: OUT .HYD Peak Inf low = Peak Outflow = Peak Elevation 162.00 cfs 74.16 cfs 313.71 ft Page 7 EXECUTED: 04-13-1999 11:29:39 Flow (cfs) 0 20 40 60 80 100 120 140 160 180 200 220 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 11.4 -x x 1. 5 x x* 1. 6 -x x 11. 7 -x* x * 1. 8 -x * x * f .9 -x * x '* 2.0 x * x * 2.1 -x * x * 12.2 -x * x * 2.3 -x * x 12.4 -* x * x 2.5 -* x * x 2.6 -* x * x 12.7 -* x * x 2.8 -* x * x 12.9 -* x * x 3.0 -* x * x r ·l -* x * x 3.2 * x * x 3.3 -* x TIME (hrs) * File: 969825P .HYD Qmax 162.0 cf s x File: OUT .HYD Qmax = 74.2 cf s 50-Year Event POND-2 Version: 5.21 S/N: ECUTED: 04-13-1999 11:30:40 ********************************* * * * Fairfield Apartments * * College Station, Texas * * Detention Pond, 50-YR STORM * * April, 1999 * * * ********************************* Inflow Hydrograph: 969850P .HYD Rating Table file: 9698 .PND ----INITIAL Elevation = Outflow = Storage = CONDITIONS---- 309. 00 ft 0.00 cfs 0.00 ac-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 309.00 310.00 311.00 312.00 313.00 314.00 315.00 315.50 OUTFLOW (cf s) 0.0 18.7 32.4 41. 9 49.5 84.0 119.6 144.5 STORAGE (ac-ft) 0.000 0.053 0.382 1.044 1.883 2.804 3.811 4.350 2S/t (cf s) 0.0 12.9 92.5 252.7 455.7 678.6 922.4 1052.7 Time increment (t) = 0.100 hrs . 2S/t + 0 (cf s) 0.0 31. 6 124 .9 294.6 505.2 762.6 1042.0 1197.2 I- I ! r OND-2 Version: 5.21 S/N: XECUTED: 04-13-1999 11:30:40 Pond File: 9698 .PND nflow Hydrograph: 969850P .HYD utflow Hydrograph: OUT .HYD ~NFLOW HYDROGRAPH I TIME INFLOW Il+I2 (hrs) (cf s) (cf s) ~~~~;;;-------------------5.00 - - ---11. 100 6.00 11.0 11. 200 6.00 12.0 11.300 7.00 13.0 11.400 8.00 15.0 11.500 10.00 18.0 11.600 11.00 21.0 11.700 23.00 34.0 11.800 35.00 58.0 11.900 47.00 82.0 12.000 91.00 138.0 12.100 168.00 259.0 12.200 182.00 350.0 12.300 109.00 291.0 12.400 57.00 166.0 12.500 38.00 95.0 12.600 29.00 67.0 12.700 23.00 52.0 12.800 20.00 43.0 12.900 18.00 38.0 13.000 16.00 34.0 13.100 15.00 31. 0 13.200 14.00 29.0 13.300 13.00 27.0 13.400 12.00 25.0 13.500 12.00 24.0 13.600 11. 00 23.0 13.700 10.00 21. 0 13.800 10.00 20.0 13.900 9.00 19.0 14.000 9.00 18.0 14.100 9.00 18.0 14.200 8.00 17.0 14.300 8.00 16.0 14.400 8.00 16.0 14.500 7.00 15.0 14.600 7.00 14.0 14.700 7.00 14.0 14.800 7.00 14.0 14.900 7.00 14.0 15.000 7.00 14.0 15.100 7.00 14.0 15.200 7.00 14.0 15.300 6.00 13.0 15.400 6.00 12.0 Page 2 ROUTING COMPUTATIONS 28/t -0 28/t + 0 OUTFLOW ELEVATIO N (cf s) (cfs) (cf s) (ft) ----------------------------------------0.0 0.0 0.00 309.00 -2.0 11. 0 6.50 309.35 -1. 8 10.0 5.91 309.32 -2.0 11. 2 6.61 309.35 -2.4 13.0 7.66 309.41 -2.8 15.6 9.24 309.49 -3.3 18.2 10.73 309.57 -5.6 30.7 18.14 309.97 8.9 52.4 21.75 310.22 36.1 90.9 27.40 310.64 103.8 174.1 35.15 311.29 274.1 362.8 44.36 312.32 493.2 624.1 65.43 313.46 610.7 784.2 86.75 314.08 605.1 776.7 85.80 314.05 548.9 700.1 75.62 313.76 487.2 615.9 64.33 313.43 431.1 539.2 54.05 313.13 377.3 474.1 48.38 "312.85 322.8 415.3 46.26 312.57 268.5 356.8 44.15 312.30 215.4 299.5 42.08 312.02 166.2 244.4 39.09 311.70 120.8 193.2 36.22 311.40 78.6 145.8 33.57 311.12 44.4 102.6 29.12 310.76 19.5 67.4 23.95 310.38 0.5 40.5 20.00 310.09 -3.7 20.5 12.11 309.65 -2.8 15.3 9.03 309.48 -2.8 15.2 9.00 309.48 -2.8 15.2 9.00 309.48 -2.6 14.2 8.41 309.45 -2.4 13.4 7.93 309.42 -2.5 13.6 8.01 309.43 -2.3 12.5 7.41 309.40 -2.1 11. 7 6.93 309.37 -2.2 11.9 7.01 309.38 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.2 11. 8 7.00 309.37 -2.0 10.8 6.41 309.34 -1. 8 10.0 5.93 309.32 -;-:·.-:--: .. "'..7:--:·--... ·.:-. .-·: ..... :·~:.· .-. ;.~:: .... ~~:-;-::-...... ·::: ... ·.>~~::~ ·. :: .. -::..;::~ ':" .. ~-'.·.:..,,,-:: .~;:::' :·:: -:--·-·~~ ~:~··:·~~-;2::~:~~ ::~.:: :.-·'.:.~·;:; .:.:_j :~. ':"-:._' ~:· .. --~""· -..... ~ __ --: . .:; ;~_ .. -~·-·-_·_. .. : .. _ -.. · •.: -.-' OND-2 Version: 5.21 S/N: ~XECUTED: 04-13-1999 11:30:40 Pond File: 9698 .PND nflow Hydrograph: 969850P .HYD utflow Hydrograph: OUT .HYD JNFLOW HYDROGRAPH TIME (hrs) 15.500 15.600 15.700 15.800 15.900 16.000 16.100 16.200 16.300 16.400 16.500 16.600 16.700 16.800 16.900 17.000 17.100 17.200 17.300 17.400 17.500 17.600 17.700 17.800 17.900 18.000 18.100 18.200 18.300 18.400 18.500 18.600 18.700 18.800 18.900 19.000 19.100 19.200 19.300 19.400 19.500 19.600 19.700 19.800 19.900 20.000 INFLOW (cfs) 6.00 6.00 6.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.00 3.00 3.00 3.00 3.00 Il+I2 (cf s) 12.0 12.0 12.0 11. 0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 9.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 7.0 6.0 6.0 6.0 6.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -1. 9 -1. 8 -1. 8 -1. 7 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 4 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 0 -0.9 -0.9 -0.9 -0.9 28/t + 0 (cf s) 10.2 10.1 10.2 9.2 8.3 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 7.5 6.6 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 5.8 5.0 5.1 5.1 5.1 OUTFLOW (cfs) 6.01 6.00 6.00 5.41 4.93 5.01 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.41 3.93 4.01 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.41 2.93 3.01 3.00 3.00 Page 3 ELEVATION (ft) 309.32 309.32 309.32 309.29 309.26 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.24 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.18 309.16 309.16 309.16 309.16 z..·... . ........,. ~ : . . ; -.. ; ~~-. ~· ... : :_. ;:. ·• ';:::~<,-::::": ::: ~.-: ,::-~-::~-;-~_-:::-.: .. · .. ':--::::;~ ....... ; · ... _.: -; :r:::-:·· ........ '"u.. ... -:-.:::.--... :-:·:: : • • • .. ~~ ''":"· ;-< · ..... ~.~: ;:: ... -._: -.._;_ .. _: .". . : ~ .:.: .... :-:-:·: : :~.-:~-.~ ... :.: . ".'::. -~ POND-2 Version: 5.21 S/N: bXECUTED: 04-13-1999 11:30:40 Pond File: 9698 .PND nflow Hydrograph: 969850P .HYD utflow Hydrograph: OUT .HYD NFLOW HYDROGRAPH TIME (hrs) 20.100 20.200 20.300 20.400 20.500 20.600 20.700 20.800 20.900 21.000 21.100 21.200 21.300 21.400 21.500 21.600 21. 700 21.800 21.900 22.000 22.100 22.200 22.300 22.400 22.500 22.600 22.700 22.800 22.900 23.000 23.100 23.200 23.300 23.400 23.500 23.600 23.700 23.800 23.900 24.000 24.100 24.200 24 .. 300 24.400 24.500 24.600 INFLOW (cf s) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Il+I2 (cf s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6;0 6.0 6.0 6.0 6.0 6.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 2.0 2.0 2.0 2.0 2.0 Page 4 ROUTING COMPUTATIONS 28/t -0 (cfs) -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.4 -0.3 -0.3 -0.3 -0.3 -0.3 28/t + 0 (cf s) 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 4.1 3.3 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 2.4 1. 6 1. 7 1. 7 1. 7 1. 7 OUTFLOW !ELEVATION (cfs) (ft) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.41 1. 93 2.01 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.41 0.93 1. 01 1. 00 1. 00 1. 00 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.13 309.10 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.08 309.05 309.05 309.05 309.05 309.05 ~· .:~ ·. ~ ·:::: :-..~::-:::~.-. .... ·.'·:·:~ .·:.~ .. ~·.:.·:,. ::· > .. :··. :·~·_:.:.~:: ~ .. :.:::::·7.~.:~:. ... · :.:~ .. =.::;---~:~-:;_;-::, .<_.:~ .. ··-~--<::7.:r-...:::::~·.:.-:::. POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:30:40 Pond File: 9698 .PND nflow Hydrograph: 969850P .HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 24.700 24.800 24.900 25.000 25.100 25.200 25.300 25.400 25.500 25.600 25.700 25.800 25.900 INFLOW (cf s) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.00 0.00 0.00 0.00 0.00 0.00 Il+I2 (cf s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1. 0 0.0 0.0 0.0 0.0 0.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 28/t + 0 (cf s) 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 0.7 -0.1 -0.1 -0.1 -0.1 -0.1 OUTFLOW (cf s) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.41 0.00 0.00 0.00 0.00 0.00 Page 5 ELEVATION (ft) 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.02 309.00 309.00 309.00 309.00 309.00 -. •. . ::· ·:·. .·r # • • • • .·~': • -;."'" • -: ;·.-,, ;:'.: :. C '. •; • :::, ~ ... ~.-. •a.',.~:: ;;.:~-:;::~.-:;:,.-·:::: :. •.:.-.:. -~--~~ ~-.::·:_:/ ~:-:-. ".-;-;~~ -ir~-~::-: :· •• ...... • ~ •: '",; :. : : · .',. •.: .• -. .-.~ -:• ..... ·• , ;r; ......... I POND-2 Version: 5 .21 S/N: Page 6 XECUTED: 04 -13 -1999 11:30:40 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 9698 .PND Inflow Hydrograph: 969850P .HYD Outflow Hydrograph: OUT .HYD Starting Pond W.S. Elevation 309.00 ft ... , .... ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 182.00 cfs 86.75 cfs 314.08 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0.00 ac-ft 2.88 ac-ft 2 .88 ac-ft Warning: Inflow hydrograph truncated on left side. ~ .......... ~ ....... :. : .. -.#.· .-;--:-. :,: ••... ·-.. -. . . . ... : I POND-2 Version: 5.21 S/N: Pond File: 9698 .PND I nflow Hydrograph: 969850P .HYD Outflow Hydrograph: OUT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 182.00 cfs 86.75 cfs 314.08 ft -·-. --~··-:-1 • ·-· •. •. ··,· • , .. -;._ ...-. •• ' : r' : •; •' :~ -;-• ' ' '•' • • • Page 7 EXECUTED: 04-13-1999 11:30:40 Flow (cfs) 0 20 40 60 80 100 120 140 160 180 200 220 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 11.4 -x x 1. 5 -x x 1. 6 -x x* 1. 7 -x * x * 1. 8 -x * x * 11. 9 -x * x * 2.0 -x * x * 2.1 -x * x * x * x * ,2.3 -x * *x 12.4 -* x 12.s * x -* x * x 12.6 -* x * x 2.7 -* x * x 2.8 -* x * x * x * x L3. 0 -* x * x 13.1 -* x * x 3.2 -* x * x 3.3 -* x TIME (hrs) * File: 969850P .HYD Qmax = 182.0 cf s x File: OUT .HYD Qmax 86.8 cf s 100-Year Event POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:31:41 ********************************** * * * Fairfield Apartments * * College Station, Texas * * Detention Pond, 100-YR STORM * * April, 1999 * * * ********************************** Inflow Hydrograph: 9698100P.HYD Rating Table file: 9698 .PND ----INITIAL Elevation Outflow Storage = CONDITIONS---- 309. 00 ft 0.00 cfs 0.00 ac-ft Page 1 GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION (ft) 309.00 310.00 311.00 312.00 313.00 314.00 315.00 315 .50 OUTFLOW (cf s) 0.0 18.7 32.4 41. 9 49.5 84.0 119.6 144 .5 STORAGE (ac-ft) 0.000 0.053 0.382 1.044 1.883 2.804 3 .811 4.350 2S/t (cf s) 0.0 12.9 92.5 252.7 455.7 678.6 922.4 1052.7 Time increment (t) = 0.100 hrs. 2S/t + 0 (cf s) 0.0 31. 6 124.9 294.6 505.2 762.6 1042.0 1197.2 .· ,·. POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:31:41 Pond File: 9698 .PND Inflow Hydrograph: 9698100P.HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME INFLOW Il+I2 (hrs) (cf s) (cf s) -------------------------- 11.000 6.00 ----- 11.100 7.00 13.0 11.200 7.00 14.0 11.300 8.00 15 .0 11. 400 9.00 17.0 11.500 11. 00 20.0 11.600 12.00 23.0 11.700 26.00 38.0 11.800 40.00 66.0 11.900 54.00 94.0 12.000 103 .00 157.0 12.100 189.00 292.0 12.200 205.00 394.0 12.300 123.00 328.0 12.400 64.00 187.0 12.500 43.00 107.0 12.600 33.00 76.0 12.700 26 .00 59.0 12.800 22.00 48.0 12.900 20.00 42.0 13.000 18.00 38.0 13.100 17.00 35.0 13.200 16.00 33.0 13.300 15.00 31. 0 13.400 14.00 29.0 13.500 14.00 28.0 13 .600 13.00 27.0 13.700 12.00 25.0 13.800 11.00 23.0 13.900 10.00 21. 0 14.000 10.00 20.0 14.100 10.00 20.0 14.200 9.00 19.0 14.300 9.00 18.0 14.400 9.00 18.0 14.500 8.00 17.0 14.600 8.00 16.0 14.700 8.00 16.0 14.800 8.00 16.0 14.900 8.00 16.0 15.000 8.00 16.0 15.100 8.00 16.0 15.200 8.00 16.0 15.300 7.00 15.0 15.400 7.00 14.0 Page 2 ROUTING COMPUTATIONS 28/t -0 28/t + 0 OUTFLOW ELEVATION (cf s) (cfs) (cf s) (ft) ----------------------------------------- 0.0 0.0 0.00 309.00 -2.4 13.0 7.68 309.41 -2.1 11. 6 6.88 309.37 -2.3 12.9 7.61 309.41 -2.7 14.7 8.66 309.46 -3 .2 17.3 10.24 309.55 -3.6 19.8 11.73 309.63 -3.8 34.4 19.10 310.03 15.8 62.2 23.19 310.33 49.5 109.8 30.18 310.84 132.5 206.5 36.96 311.48 331. 3 424.5 46.59 312.62 567.3 725.3 79.00 313.86 693.5 895.3 100.91 314.48 682.5 880.5 99.02 314.42 614.6 789.5 87.42 314.10 541.9 690.6 74.35 313.72 476.3 600.9 62.33 313.37 420.2 524.3 52.05 313.07 366.3 462.2 47.95 312.80 312.6 404.3 45.86 312.52 259.9 347.6 43.81 312.25 209.3 292.9 41.81 311.99 162.6 240.3 38.86 311.68 119.3 191.6 36.13 311.39 80.0 147.3 33.65 311.13 47.5 107.0 29.77 310.81 23.1 72.5 24.70 310.44 4.4 46.1 20.82 310.15 -4.6 25.4 15.04 309.80 -2.8 15.4 9.08 309. 49. -3.1 17.2 10.17 309.54 -2.9 15.9 9.38 309.50 -2.7 15.1 8.93 309.48 -2.8 15.3 9.01 309.48 -2.6 14.2 8.41 309.45 -2.4 13.4 7.93 309.42 -2.5 13.6 8.01 309.43 -2.5 13.5 8.00 309.43 -2.5 13.5 8.00 309.43 -2.5 13.5 8.00 309.43 -2.5 13.5 8.00 309.43 -2.5 13.5 8.00 309.43 -2.3 12.5 7.41 309.40 -2.1 11. 7 6.93 309.37 • ·---.•.. -• -~. -.. · ... ·.··:~. ..,...~=" "'-'-' ,_;_;_"_,__:. ·:.:...:· ·===-.:...............:·_· ·..::..;:;:_:-·=..;-~:::....:._· .:.......:.___:· ·.;:;_-.:..:..· • ......,!..' ..:...:· ·..:...· ____;_,;~ POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:31:41 ~ond File: 9698 .PND Inflow Hydrograph: 9698100P.HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 15.500 15.600 15.700 15.800 15.900 16.000 16.100 16.200 16.300 16.400 16.500 16.600 16.700 16.800 16.900 17.000 17.100 17.200 17.300 17.400 17.500 17.600 17.700 17.800 17.900 18.000 18.100 18.200 18.300 18.400 18.500 18.600 18.700 18.800 18.900 19.000 19.100 19.200 19.300 19.400 19.500 19.600 19.700 19.800 19.900 20.000 INFLOW (cf s) 7.00 7.00 7.00 6.00 6.00 6.00 6.00 6.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.00 3.00 3.00 3.00 3.00 Il+I2 (cf s) 14 .. 0 14.0 14.0 13.0 12.0 12.0 12.0 12.0 11. 0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 9.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 7.0 6.0 6.0 6.0 6.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -2.2 -2.2 -2.2 -2.0 -1. 8 -1. 9 -1. 8 -1. 8 -1. 7 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 5 -1. 4 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1. 2 -1.2 -1. 2 -1. 2 -1. 0 -0.9 -0.9 -0.9 -0.9 28/t + 0 (cf s) 11. 9 11. 8 11. 8 10.8 10.0 10.2 10.1 10.2 9.2 8.3 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 7.5 6.6 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 5.8 5.0 5.1 5.1 5.1 OUTFLOW (cf s) 7.01 7.00 7.00 6.41 5.93 6.01 6.00 6.00 5.41 4.93 5.01 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.41 3.93 4.01 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 3.41 2.93 3.01 3.00 3.00 Page 3 ELEVATION (ft) 309.38 309.37 309.37 309.34 309.32 309.32 309.32 309.32 309.29 309.26 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.27 309.24 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.21 309.18 309.16 309.16 309.16 309.16 ......... ....__.-- ,...... ·-····-----;;re···.· .. _.._·.---·r----..--.·::.·~,-.--~{'~--. ' '·· .... ~. ··-.-. ·-:-····~· --.-~. -· ··----.. -.·.-.--.--.-.··-~· ,. ·J POND-2 Version: 5.21 S/N: EXECUTED: 04-13-1999 11:31:41 P.ond File: 9698 .PND Inflow Hydrograph: 9698100P.HYD Outflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 20.100 20.200 20.300 20.400 20.500 20.600 20.700 20.800 20.900 21.000 21.100 21.200 21.300 21.400 21.500 21.600 21.700 21.800 21.900 22.000 22.100 22.200 22.300 22.400 22.500 22.600 22.700 22.800 22.900 23.000 23.100 23.200 23.300 23.400 23.500 23.600 23.700 23.800 23.900 24.000 24.100 24.200 24·.300 24.400 24.500 24.600 INFLOW (cf s) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Il+I2 (cf s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 5.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 2.0 2.0 2.0 2.0 2.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.4 -0.3 -0.3 -0.3 -0.3 -0.3 28/t + 0 (cf s) 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 4.1 3.3 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 2.4 1. 6 1. 7 1. 7 1. 7 1. 7 OUTFLOW (cf s) 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 2.41 1. 93 2.01 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.41 0.93 1. 01 1. 00 1. 00 1. 00 ---··~ ..... _. ____ _ Page 4 ELEVATION (ft) 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.16 309.13 309.10 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.11 309.08 309.05 309.05 309.05 309.05 309.05 OND-2 Version: 5.21 S/N: XECUTED: 04-13-1999 11:31:41 Pond File: 9698 .PND nflow Hydrograph: 9698100P.HYD butflow Hydrograph: OUT .HYD INFLOW HYDROGRAPH TIME (hrs) 24.700 24.800 24.900 25.000 25.100 25.200 25.300 25.400 25.500 25.600 25.700 25.800 25.900 INFLOW (cf s) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.00 0.00 0.00 0.00 0.00 0.00 Il+I2 (cf s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1. 0 0.0 0.0 0.0 0.0 0.0 ROUTING COMPUTATIONS 28/t -0 (cf s) -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.3 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 28/t + 0 (cf s) 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 0.7 -0.1 -0.1 -0.1 -0.l -0.1 OUTFLOW (cf s) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0.41 0.00 0.00 0.00 0.00 0.00 Page 5 ELEVATION (ft) 309.05 309.05 309.05 309.05 309.05 309.05 309.05 309.02 309.00 309.00 309.00 309.00 309.00 •,·• .,···-,·--~-•"''···• •;-,·>·~'7·.-"':·~.-.-.-·-,.~;,·P.-,•-·-·---:--r-r,, r • •, •• --:r--,•"\?·-·, ~, ·.-•, --· I r ! ~ t f: I I POND-2 Version: 5 .21 S/N: Page 6 EXECUTED: 04 -13 -1999 11:31:41 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 9698 .PND Inflow Hydrograph: 9698100P.HYD Outflow Hydrograph: OUT .HYD Starting Pond W.S. Elevation = 309.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 205.00 cfs 100.91 cfs 314.48 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0.00 ac-ft 3 .28 ac-ft 3.28 ac-ft Warning : Inflow hydrograph truncated on left side . ---.·. -. --·' • ~· • -' -~~----------'--'----'---'"~-· • -o·;.;...• • ._· ..... r._·--· -· ...... ----~ ... --_...__ __ .......,. POND-2 Version: 5 .21 S/N: Pond File: 9698 .PND Inflow Hydrograph: 9698100P.HYD Outflow Hydrograph: OUT .HYD Peak Inf low Peak Outflow Peak Elevation 205.00 cfs 100.91 cfs 314.48 ft Page 7 EXECUTED: 04-13-1999 11:31:41 Flow (cfs) 0 25 50 75 100 125 150 175 200 225 250 275 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- 11.4 -x x _l. 5 -x* x 1. 6 -x x* 11. 7 -x* x * 1. 8 -x * x * 11. 9 -x * x * 2.0 -x * x * 2.1 -x * x * x * x * 2.3 -x * * x 12.4 -* x * x 2.5 -* x * x 2.6 -* x * x 2.7 -* x * x 2.8 -* x * x 12.9 -* x * x 3.0 -* x * x .3 .1 -* x * x * x * x .3. 3 -* x TIME (hrs) * File: 9698100P.HYD Qmax 205.0 cf s x File: OUT .HYD Qmax = 100.9 cf s / DEVELOPMENT PERMIT PERMIT NO. 645 HOLLEMAN VILLAGE APARTMENTS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 2 Block A Holleman Village Addition OWNER: Pual R. Johnston Fairfield Residential Companies 2045 N Hwy 360 Suite 250 Grand Prairie, TX 75050 (817) 816-9488 DRAINAGE BASIN: Bee Creek Tributary B SITE ADDRESS: 2001 Holleman Drive West TYPE OF DEVELOPMENT: SITE PLAN CONSTRUCTION AS PER APPROVED PLANS DATED JUNE 10, 1999. 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. The Owner and/or Contractor shall assure that all disturbed areas are sodden arid 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 original 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. Jn 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, erosio n, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . A ll 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 anr:d;na"Kf thy.::;:::_ Stab an that apply. __ ,_,li~L>--'6'-+f-f1-7+----------A~presentative Date r I :B-1 2-AI-\---=eo_.._/l_o__,_{ '1_,_9......__ ____ _ OWDef/A~ Date Contractor Date -...... ~ I V-t ·Ji~O l>E\"ELUPME!'.T SYCS ~UU2 _ ..... =--THIS FORl.4 REPLACES PR~IOUS FORM 3510-6 {S-92) Form~llld. I o..-~ See Rov0!'8e lor lrtstructions ......._........_ &..lt ... &EPA UrAe<l Sl&laa ~el Pl'Ol..cllon ~Ol'>Cf NPOES W~DC~ FORM Notlc:a of Intent (NOi) for Storm W•tar Dlaef\arg•• Assocl•t.&d wtth fndustrlal . · Acttvtty Under• NPDE.S G•n•ral Penntt. · · S1.1bmi~ °' o.I• Uodoe of l~f CIO~U nod~ Z1lat U.e party i6arrdfl.-d '" Seo°001' II M Ulle for,.. !Mo""• to " ~ boy 1 NP'DES p.m-t\ j .. .,..cf '°' •torm wftlir df~~ u.....:ie1..S ~ lndlut/W ec:U~tV In U.. 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L-1 c;: ,M/1 ,N I .0, 12.1 ,Y ,E1 1 '+11 E,S1/1 I I I I I I I l Ciry: 1C,o,~1L ,E,G,E. 1$,r,A1T I O,N. I I I I I I l St.t•: 1T, XJ ;:JP Cvd•: J I I I I ,'7 /7, ?:;14 .g uti?Vd•: l I I I l I l L:>no/rude:I I I I I I I J Ouutor: l_i_J Section:LLJ T~l'li,?: I I I I l~:I I I I I I . IV. Sitt A.cllvi!Y lnfon-n•tlon MS-' Opors{<>" ~-: I I I I I ' ! ·. I ~..eaivi"Q Wee..• B<>dy: I I I I ' I I 11 you ..,, r.ii,.,.,,, " 1 c.o-perrnn .... ~1ll:1·~wc1 Peolr .!:mll .. 11:::1•1 Qob: •ot•• ''""" .,. •{•f ~~-~ITl"lit l'l!U>nt>•r. I I ' I I I I I I I B.u«I on tt>4 I rvtn1c:~01\I l>'O""" ed in ,A.d~ M>d urn H "t u .. l.4ultl-Sector P•rnit. M• ft>4c•• ~tntifi..S In SJ<; or Oe,.;grur\.d I I w:I J A<)d•NlW'I'\ H in ptoxll'l'>iry to the atom\ •ear c.ii~Nr;u· A..cti""'rv Cod•; · Primary: I I I I I [ to b• eov.r.d 1.11'1'19' tri• p•mit. <>I tr-. ., ... of BMP D col'\atr.1ctlo11 to con1J'ol ~. •lot!TI w.sar diac:ha•o••> D ,y OI NI le iN rkility '.~iro<I to ~ monltol.nq d.u? 11. 2, 3, DI •l Wii connrvotion C•-.:1 ~CTV~hq ec;ti...itiu) l>a 0 tr YOt.J H&v• ,.1.,,.,p,.r Exi•~l"Q NPOES 1. c;ondua-d lax at.olT1' Wll•I oon~17 f( or .NI l"arrr<t. Entar Permit NIJ/T'Qtr: I I I I I I I I I o. la ~pile.,.. ""'1>~ t• M>4 ;.i .,~. witn • ~n tYator\o o,.earvnlon ~r....,..nt> l't' or Ml Y. -'~tio.....i lnl°'!"•tfon Ra.<Ni~ tor C:.0-lnlc:iion A.cij-,.;u" Oliy Pro;.ct St•l't Cata: ~al:IOin Ona: 11 th. ~torm Wuer Polluti01' Pr•on"°°"' w tO,f.21 \I! !~.91 I I l J ~l'te4 ,.,, .. to l>a I [I ,&, · ,-Z,11 PIM't I,, =rnpllenc• witll Stn• ....c~ Lo-:.4 y l l I C>i • b.l./bc;I Ii" A. c.r u I: •"4im•rrt &nd •r~ p[ora1 CY or "l> V'I. Cortiflc11~: n..a cenifieaOQn ~rit tri ~ 1 e.Qplia 'LO all ap~anr... n.. ~.~ •tftarr'Nl"I( Ill &x i ~· w:;!:i: to &~itln ~ ,..,. U.. Muf~S•ctot' 1110f"n wim..ar g.,;.r• ~-!OX 1 aox 2 . ·.AU. .l.N'UC.A.NTS: MUL n-sECTOR STORM WATER GENERAL. P£RlrlrT .t.l"PllCAJCfS ~ T: I certif'v "ur>der Pu..ITV of la• the\ W• I c•IT!Jy under r:.....ity Qf law tr..t I ......,_ relld •Nf uMwttaM ·tt.. Put 1.8.: oli~"Y ._,.,.,,..,,u dC>Cl.lm_,.t ar>d Ml ~Mll W••• tO< e<>""f•ll-ynd~ 1.M MIJIO-Sector wt•rnt wet•t gan.rol P•rrnit. lndudl11q lt>oee ·~-pr..;.erod vndet my dir.ciiiol\ « 11Up•""4a.IOt"o r.i.dr>g lA·Che pro .. e!lu" of s;:..ciea ld•"tl!i.d In .A.ddand..,m H. i.n acco•danc.I with e IJ'(W1:...., dll"&i~ 10 Tot},. b.st or rrry lt/\o.,.loodQs. t!w d~• co.,.,~ u-.dor thi• _,.,.,.t, .nd cl>..,,~-' Hl'\l•o lt>•t. 'l".iifi..,d O•'.....,..i p<op.tly ! O•th.r arod •"W•t• U.. inf~o" 8Ml'1 to c;ontrol 9T1>rTTl -ri., l\l~H. _.. ri.o' like!'( to &NS will not &;k,.ely ..,,.,,... .. T ·_..ea -.... ~Ord.· ~~ on my ~rv o# aw to.0-loe•n!ihrd In A~af'.dum t< ol tt'll ~..:tor 1tomt ••~•t 11•-r• ~1TT111 - -p......,., or p ......... ........ ~ t:t.e otti.rwl•• -'igible fot coYar.g• OIJ• to pr~• ""1U>Or!ud0t'\ urd•r the E.-.d4.~,.., s-.l.c:r. •yYtem. w tl'>oN . P•.......... d>lwcdy To""-~ of0rrry iu.owledQ"O. I~ r::erVty d\ft·-n dlM:f\sr\ae• r.nd 0001\l'\lc-.. BMP-110 re~t'lalble TQI ciath•rlng the !riforrt'\edot\, 0.. W11rrr11r~on ...abrnlnad l'I. ta V.. '>-•t eortt1al n,,,,,, wet,.r rvtt-crf, do N>{ ..._ .,. •rf•C1 an P""P•ni•• "ata.d or ·.iiQibll fw i..~ ~ th• of '"" lcl'IOwf.doe &1'14 b..il11f, tru•. N•'dOl\el '-•glner of Histotic Aa¢•c Und•r ~ N•ue!'Yl Mi~ton~ Pr••..,.,,ation Ac:L 06. •• .,,._,.,;,. accur1t•. •rd eotnel.t•. I lltl'Tl •war• thst · .ilgibl• fat••-'~• du• tG a pr•.4ou• ·~!')( ul'l!dv U.. N•i»oNll ~atario PT-.~ A.ct. th••• •'• aignil\eerq ~t\ahirn fof •'1bmnir.v; t.i ... Wom.~n. 'includif\Q the I 1Jl"od11>ntoocl th.r eo1'fi"'1e<I cove••Q9 vnO~ 0.1 Mulli-SK1.or g•n•r.J J)~rmit ia c-~ .._." ..... ~lity of fi~ end imprisorvn•nt f~ l'Tla.l!'lairing .liolbllltV et pn-..;.,1>4 fOf i<1 Patt LB . "'""..,.;~· ...;olationa. P-nrn w ...... : I S,T,E1V1fS1N, .Bi 1 S,Y1 Ll c.; I .A, A,s p. /.f, , -J C•••: 10,&101(,!9,9j I I I I I I I I I I I~ ~$;QM Mt• I : -fPA F°""' 3.SIC.. l~qi i.' ~. ' \; ) :• 04 /12 /99 16 :55 FAX 8li 640 94i4 FAIRFIEU> . ~.,__~~~~~~~- ~ 2/99 KON 09 :52 FAX Sl28336Sll WALLACE GROUP AUSTIN la! 00 4 -· .- SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION ACKNOWJ.EDGMENJ'S; r. PAV'-J'ONN STD-i , U;;i!~·/51..0PGll-) • d~gn cngi:occrlo"WDCr. hereby aclcnowledge or a1finn thal: v , I 1bc information. and can.clllslons containul in the abo~ plans and s:uppottin& docwnems comply with the com:m. ~ o1 lhe Ciq o! College Scmon..Tms City~ Ch.'!pte:r 13 and its sssnciatrd Drainage Policy and. Design SWI~ . . As a ~dition ofapprowl Qr this permit appJkation,. I agn:c to CllDSttUCt the lmprovezPCDtg propo!d in. this applicatioa ai:c:ordiJll these doc:wneots and lhc requiremenU of Chapler 13 of the c.oncgc Sta1JoD. City Code. :a~ i:;.,.l?.Ft!p.o llcl""-"""£<'L Prop::n;y~w . OEVfS.l_.Opt:,e I ~01e €ontzac=r • ' CERTIFIC\TIONS: (fJ>r ~ alteratian.c Mt.h1n dc$ignated flood hazard an::tt.) A. I. .$'TP'/5'"-! B . .S'fl.LI AAS~ • c:nifylhat any nonrr:sldential struc:mre on OI" proposch.o be on thls site as pa of this application is dE:Signa1cd ro prevent damage to the suuaure er its c:ontcnIS as a .xcsult of tlooding from the 100 year storm. Fngj~~ 1/r"3 /91 C. I. STJ:;\/t;;A[ ~ sY l-l-1.Al1 :S "GA/ cz:rtify that the alten1ions or devdopmcnt c:oVCRd by this permit .shall :not diminish the tl~ c:apa.c:ii;y o( the"'~ adjoining or crossing this permitted site and 11\SI such aher.tions or developmc:ot ~cons~ 'With requirements of the City of College Sbtiou. City C.od~ Chapter 13 c:onc:crning aiaoachmems of .flood,.1:ay~ and affioodway fringes.. Eo;:~--1/l'I/9, D . I. STliNE>I B. SrLUM<l91 do catify 1h3t the propose4 alterations do not raise thi: Ievd o!the 100 year flood above elevation estatllisbed in the bD::sl Federal Insurance Adm..inistraiioD Flood Hazard Srudy. s~h if I 1-s/91 • Date C.onditiom «com.maits3Spa.tt ofa.ppro\"al: _________________________ _ In accordaDce with Chap• 13 of the C.ode of ()nfinapcx:s of the City of O>Dcp Sation, me3SDJ'C$ shall be W.-en to ~ th3t di from coastmcDou. erosion, a.ad sedjmenra!ioll shall~ be deposiled in citT stD:cU. or CilCistinC' dr.Unage facilities. . . ~4 ~ gx:am this pamil fDt clc:vclopmcot. All devdopmcm shall be in accordaDcc whb me pbns :md spccific:ariom submia.ed 1 ··:..;? ·anc1 apprDftld by the City Engiftccr :for the above named project. All of lhc applic:able aides and ordinanc:cs of the Ci1y of Colleg Scadou Aall apply. =-r• ••••• FORO CASENO .. DATE SUBMITl'ED-rt---+-=--<'-- SITE PLAN APPLICATION MINIMUM SUB1\1ITI'AL REQUIREMENTS _d_ Site plan application completed in full ~$100.00 Application Fee. ~ $100.00 Development Permit Application Fee . ...,..,; $300.00 Public Infrastructure Inspection Fee if applicable. (Ibis fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) __ Ten (10) folded copies of site plan. __ A copy of the attached site plan checklist with all items checked off or a brief ex planation as to why they are not checked off. APPLICATION DATA NAME OF PROJECT HOLLEMAN v1 L.LAc;E APAtz:mf?Nn ADDRESS Zoot HoU-G./>lA~ .QQ.IVE. \./ES-r. Ct?u.EL.15. SJ1\17o>j ~s ?'78/rO (Tl71<1AT7YJ5.) , > LEGAL DESCRIPTION Lor z I l3WC¥-A . HOt.l.Er"flW VIU..Aae. AD01no~. [$15/N(i tt.,.~3 ,Ac.ess s1Tf)ATED IN me. CRAl#l~IUJ 511!Uir;rr L&\61lc ABS~cr No . '7 c1rt oi= OJ~E s11r110.i I y I "f) APPLICANT (Primary Contact for the Project}: BeA~S 0)1/J./T 1 T.f'X'AS · Name STEV6N B. S'!t..UAAS~ THE VALlAcE 6/l.ouP, INC. l J StreetAddress Cf IOI BVRNET RD . STE Ill> City _A_v_s_n_A_..._f -------- State TX. Zip Code '7fY75B E-Mail Address SSYLt...IAA.s 'GN Q \JA1..t...AcE-GfltNP . CP,.., Phone Number 512-833-(p8U Fax Number Stz-S33-<9811 __::;___.=_;,__;;_--=..c~--------- PROPER1Y OWNER'S INFORMATION: Name AEAPAHO. t3DLTD. I Street Address "310 . UN 1 V!Sf<!.S tTY 1)12. • STE-E . City C£JUE4e. sr:nmoN State TX Zip Code 1'7840 E-Mail Address ------------ Phone Number 4 OCI -(rff 3 -15 Jo Fax Number --~~--~~------------------- ARCHITECT OR ENGINEER'S INFORMATION: Name :STINl?N [3. SYt..UAASS>--1 17-1!5 \1AlA.ACc (°,f~ovP /NC. , , StreetAddress CflOI BVRNET RD., STE. 110 City _...._A"-"U_S_ll.;._I\{-=--------- State TX Zip Code 78758 E-Mail Address 5S'fl..l/l\ll.SENG VAtl..t\ct:-6/lQtJP. COM . Phone Number _ _,,51"'-'-"2--....... 8 ........... 33 __ --=wg......__..;::;__Fax Number 5/Z.-633-6-£3 II OTIIER CONTACTS (Please specify type of contact, i .e. project manager, potential buyer, local contact, etc.) Name PAVL .:JOHNST'0"-1 , FAlf2-Plt5lD f2_551 D/?tff1Al Cf>nPANl'ES (DWfilt2Pe1?-) J · Street Address 2045 /"l{)flTH Hl6HV!i'I 3'20 .$TE. ZS> City G{?t\ND P12AHC.IE I · --state-IX. Zip-Code 75050 Phone Nwnber BI '7-91 & -er 4 88 SITE PLAN APPLICATION SITEAPP.DOC 03/2S/99 -E-Mail-Address -/?)fOt-/NSON e FAIR.FIGLD --TX. C.oM FaxNumber f3l'7 -&tO-j4'74 l of) ::i · .. :· 04 /12 /99 16:55 FAX 8li 640 9474 FAIRFIELD ~~~~~~~~-~002 04/ l 2/ 99 MON 09 : 52 FAX 5'128338811 WAI.LACE GROUP AUSTIN ~004 SUPPLEI\fENTAL DEVELOPMENT PERMIT INFORMATION ---:--.. !iPJ>liQdion is bad1y made !ror tbe following development specific walclWay alterntiom: . l : ' AggmwtEDGMENU; I. PAV'-J"ONN sm.i '. {_pf?.Vsu;JPEil/.) • design engineer/owner, hereby acknowledge or aflirm. that: I Tbc iDfonnarion and cozs.clusi.om c:ontaincd in the above plans and suppomng dncnmenu comply with lhc currc01 Rqllirements of 1he Ciiyaf'College Smion,.Taas City Cod!;. Chapter 13 audits associalcd Drainage Policy and.Design Staudards.. . . As a CDDdidon. of appxoval Qf this permit applic:arinn.. I agree to c;:omttuct the improveuients propog:d ill tllia applic:alion ao:onliJll tha!lc doc:umeots and lhe requiremenU of Cllaprer 13 of the C.ollcge Stat>on City c.odc. ~~ l=;o..1!.Ft!f-1.01:>£.V ............ E'J-'r Propen;:r . ~5i.A~ I ~ae eom-=r ' C£R.nn<d\TIONS; (for~ alter.di.om Mthla designated :flood hazard~) A. I. SJ'P\'rs,1..! ($. .:SVU ... / AASe>.l • a:nifylbat any uonn:sideDdal struc:mre on O£ proposc:ho be on this site as pa of this application is desigm!cd to prevent damage to the mucture or its coute.QIS as a .R:SUlt of flooding from the 100 year Slnrm.. ~~ B. I, S']"G\[f;l-4 B. Slt t...t,...r AASS--! a:rtify that the finished iloor elevation of the lowest :floor. including any basemellt, of any residential structure, pmposed 85 part of this applic:aiion is al or above the base nood elevaiion ~lishcd in~ ~ . .lab::it Fede:ml Insunmoc Admin.isaarion. flood Ha2ard Sllldy and maps. as amended. -~l ~ '~ ~ i; 4/J3/t:Jc; Euginee.c · Date C. I. STJ:;\Jffl 13-SY L.L.I A.ti .S Er.../ • c;crtify that 'lhc ahermoDS or development <XNUCd by this permit .sball not diminish the tloock:anying c::apaci~ of the~ adjoining or crossiug 1his penuitttd site and that such alterations or devclopmeot are ex>nsist£ut with requirements of the City of CDllegc Sbtio11 City c.odr; Chapter 13 conc:eroing cuooachmem:s or flood1Wys and af floodway fiinges. En;:..,~-0 Date D. I. STENE>-/ B. SYLUMS9J do certify that the propo.:se4 alteratioos do not raise the levd of the 100 year :flood above elevation. established in the lan::sr Fc:dcral.1osurallca Adminisua1ion Flood Hazard. Stndy. 4-/ /s/9' • Condltiaos oi: COlllIDCDIS3Spa.lt of approval: __________________________ _ In aa:ordanc:e with Cbapttrr 13 of the Code of ()rdimDQ".8 of tbe City of College Smion, measDJC$ shall be taken to insun: &lI di from c::onmuaiou. et'O$ion. and sedimeowioD shall not hB deposited in cit;y steets,. or existing drainage facilities. . · A ~ gRnt this pcnnit fnt dcvclopmcot. All development shall be in accordance witb the plans and spccific:ar:ions subi:aiued 1 ··~£,.·and approwd by the City Engineer :for tlle above named project. All of the applicable codes and ordinanc:cs of the City of C.Olleg Station slWI apply. Jof: ·. -. .. . ,., ,! . . SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION . Tf plication is hereby made for the following development specific waterway alterations: ACKNOWLEDGMENTS: I, PA l}l.. ..TONN Sn>-! , lb~ GU/PGfC..) • design engineer/owner, 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 permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. tentraetor - CERTIFICATIONS: (for proposed alterations within designated flood haz.ard areas.) A L S'TPYf5N (3 . .S'(U ... ! AASe--.l , 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. Enf)~~ 1 /1J /C/i Date B. I, ST75Y~ 13. S'1 l/A A~ certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the ,~~.latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended. '~~~·~'l ~ ~ ~ r-4/13/?'1 Engineer Date C. I, SJ73V(;;N. TJ. S'f LL/ All ~EN certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. En~~!; Date D. L STPVEA/ !5. StLL.IMS!ii'J do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer s~ - Date I 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 from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . . · .:;:I hereby grant this permit for development All development shall be in accordance with the plans and specifications submitted to ~ 1 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. SITE PLAN APPLICATION SITEAPP.DOC 03/2S/99 3 of3 ' ..... -f . \ . : ~\I''• I : . f•:"' .. ~ LOOK IN CONFIDENTIAL BINDER FOR OTHER SUPPORTING MATERIAL CIT Y, COLLEGE STATION TE L NO . Sep 14.99 10:5 2 P .01 . CITY OF COLLEGE STATION ve~d)O-~ Gr u c .e-, :/;( 3()$ t '<; TO: FROM: DATE: BUILDING INSPECTIONS DEPARTMENT 1101 Tens Avenue Coll~&c Station. T:r 77840 &t· f (409)764-3741 ~17 t<_,l;L.. (409) 164-3814 (fax) V . , ''"'"/) {~ FACSIMILE COVER SHEET ncJt.A -{.. COMMENTS: \:_)~\I'.~ £C0;;.~ --- NUMBER OF PAGES INCLUDING COVER SHEET ~Es...-..:;~- ·• FINAL PLAT APPLICATION Minor _Amending V'Fmal _Vacating 1he following items must be submitted by an established filing deadline date for P & Z Conunission consideration. MINIMUM SUBMITTAL REQUIREMENTS: V Filing Fee ofS200.00. /Development Permit Application Fee of$100.00 (if applicable). V Infrastructure Inspection Fee of$300.00 (applicable if any public infrastructure is being constructed.). v Application completed in full. ~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) __?One (1) copy of the approved Preliminaiy Plat and/or one (1) Master Plan (if applicable). 7 Paid tax certificates from City of College Station, Brazos County and College Station I .S .D. 3,A copy of the attached cbecklist with all items checked off or a brief explanation as to why they are not. _Two (2)copies of public infrastructure plans associated with this plat (if applicable). APPLICATION DATA NAME OF SUBDMSION HD l-L6MA 6'J \1 ll.LA ~ e A DDllJ O /tJ '~? PECIFIED LOCATION OF PROPOSED SUBDMSION "2.ooJ Hc~eM111J '/:?!?. wesr :!,Q.'. Berw eeAJ PJ.1 2818 ~ .JoAI e.s -8tJTLE/2. eF::> APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name SmVeN 13. '5Yt..1.,1Afl.SE:.IJ " IH6 WAu..AlG t-JRDVP IA.Jc. Street Address 9/o 1 Bvllls r £0 :s re 110 City _.._A-"-=v...;;;;s...:.r ..... 1.:...;IJ;...__ _______ _ State T't Zip Code 18?58 E-Mail Address 65y//ia4.Se(l@AJ1d/ace·91'0'1f'. (./)1'>'] PhoneNwnber {51z..) 833-bKZe Fax Number {512) 833-to8J/ PROPERlY OWNER'S INFORMATION: Name ARAPllHD ~LTD c/o M£. EED..SGL. G . .Jo/..1€.S Street Address 3/0 UN Ive.es I TY pg. srn e City co.u..C.66 STATION State l)l ZipCode 77840 E-MailAddress ----------- PhoneNwnber (foc:t) ~'l5·JS30 FaxNumber _______________ _ ARCIDTECT OR ENGINEER'S INFORMATION: Name ?iG.VE.IJ ~. S'(lL.1 /lltSelV , /HE WA LL.ACE 6R.ovt; /liJC .. ~1 . Street Address 2/tJ I f3v1i.J6 r /fl D. J ~ 7'6 JI o City ____;.A....;..v_.s=-=-r ..... 1...:..llJO<..-______ _ ,jj State n Zip Code 18168 E-Mail Address $y U-JAASSIJ@tJJ~ -411.0t.JI'. U,4.f Phone Nwnber (, 512-) i 32-'12 8' Fax Number _.ia..:::5:...:.1..:::.2-.L) B~3:::.:a=---: .. ':..if~J-LI _______ _ FINAL PLAT APPLICATION FNLPAPP.DOC 3125199 1 of3 J'-/sreAD ·DY P/l/l.1A4t.& w1ort1,..,:, 1s• AJB 11LL rH12.u>w r FtJl2-ii'Ar~ 1-11ves. REQUESTED VARIANCES TO SUBDJ. v J.;:)ION REGULATIONS & REASON FOR SAME. _______ _ - REQUESTED OVERSIZE PARTICIPATION DtEE£l2.el{CG .8£rwe£X/ 8 '1 q 11Pu TOTAL LINEAR FOOTAGE OF PROPOSED: 0 STREETS . -. 0 SIDEWALKS 0 .SANITARY SEWER LINES )b2S tFWATER LINES 'a CHANNELS 0 STORM SEWERS 0 '.BIKELANES/PATIIS I NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITIED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct and complete. The undersigned hereby requests approval by the City of College Station of the above identified final plat. FINAL Pl.AT APPI.JCATION FNUAPP.DOC Jn.S/99 ' , CIVIi-€1-(CtNGGR. 7 4/11/9'7 • Date 2of3 Date: November 17, 1998 To : Amanda Hudec, Accounting From: Bob Mosley , City Engineer Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Holleman Village Apartments Water Line Extension, we have accepted the following improvements to the City of College Station Infrastructure. Water: 16 " Ductile Iron Water 1030 Main 8" PVC Water Main 1478 6" PVC Water Main 1380 4" C900 Water Line 728 5-1/4" Fire Hydrants 7 The value of the water infrastructure totals$ 174 ,798 . c: Natalie Ruiz, Development Coordinator / Vern Wright , Engineering Technician Missy Green, Staff Assistant LF $ 100,200.00 LF $ 37 ,236.00 LF $ 13,506 LF $ 10 ,556 $ 13 ,300 LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS DATE: __ -=-1-=1 /-=-8/'-"-9-=--9 __ RE: COMPLETION OF Water Line Extensions At Holleman Village Apartments Dear Sir: The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas. This approval and acceptance by the City is requested in order that we may finalize any sub- contracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above referenced project. The one year warranty is hereby affirmed and agreed to by Fairfield Pinnacle Ltd. and by their sub-contractors as indicated by signatures below. WORK COMPLETED DATE 16" Water Main 11/8/99 8" Water Main 11/8/99 6" Water Main and Fire Hydrants 11/8/99 4" Fire Protection Service Lines OWNER:_--=F-=airfi=· =e=ld~Pinn=a=c=le-=L=td=·- Address: __ 2_0_4_5_N_._H_wy~· _3_60 __ ACCEPTANCE & APPROVAL 11/8/99 CONTRACTOR: TEXCON Address: 1707 Graham Road --~-'--'--~===""-'==-~- College Station, TX 77845 Signature: fXiJ 1 ~/-­ !~~ JJ-: 11/;6/?f 09, 1-! 99 10: 25 F.H Sl 7 640 947 4 F.URFIELD 141001 204~ l"I H\NY 360, Suite 250 Grand Prairie, TX 75050 PH e 7-16·9400 FAX 817-640-9474 ' Fai~~ld ~eside~~I,. · LLC _#-:....::If.. __ ... .. --- Fro n .. t . ply .. OP [Kj Regular Item D Consent Item D Workshop Item Item Submitted By: Council Meeting Date: Director Approval: City Manager Approval: Jeff Tondre, P .E., Graduate Civil Engineer August 26, 1999 .: ... • .. •:•: .. • .... •:•: ....................... -: .... :: Item: Request for oversize participation in the amount $22, , for extensions of a 16-inch water line from near the intersection of FM 2818 and Holleman Drive West through the Holleman Village Addition Subdivision to be constructed with the Holleman Village Apartment Complex. Item Summary: This request for oversize participation is being made in accordance with Section 9-C of the subdivision regulations. The final plat for Holleman Village Addition was approved by the Planning and Zoning Commission on May 6, 1999. The city's subdivision regulations require that water be extended 1,030 feet though the subdivision. The applicant's engineer has determined that the multi-family development would require an 8-inch water line. City staff has determined that a 16-inch water line is needed to serve future extensions toward FM 2818 and to the north. The estimated cost difference between an 8 and 16-inch line is $30,730.00. The city is limited to 30% of the total construction cost of the line without the project being opened to public bid. Section 9-C .5 of the subdivision regulations requires that the application for oversize participation is required prior to beginning construction. The project is currently under construction, and therefore a variance from this requirement is also requested . Item Background: An 18-inch water line currently exists in the Jones Butler Road right-of-way. A 1s· water line is to be extended through the Holleman Village Subdivision, to and under Holleman Drive West near the intersection with Southwest Parkway West. At that point the line ties into an existing 16-inch water line in Southwest Parkway West. The proposed 16-inch water line, with extensions, should be capable of providing adequate water to serve the area in the Southeast comer of FM 2818 and Luther Street. Budgetary and Financial Summary: Funds are available in Staff Recommendation: Staff recommends approval of oversize participation not to exceed the amount of $22,362 for the construction of the 16-inch water line and approve the variance regarding timing of the request. Related Advisory Board Recommendation: N/A Council Action Options: Approve, modify, or deny the request. Supporting Materials: 1. Letter of request and engineer's cost estimate for oversize participation 2 . Map showing proposed line extension 03 /29 1 00 WED 1 5 :0 1 FAX 5128336811 The Wallace Group, Inc. WA LL ACE GRO UP AUSTI N FAX COVER SHEET ,,, En gineers • Arch itects-Pla nners • Su rv e yors If Of Pages Including Cover Sheet: 3 FAX NUMBER: ~'7' -71::4-~ 'l /7(., ATTENTION: /112 • .JS'IT 7&N/)R!E PROJECT NUMBER: 9~ 'fg REMARKS: JGPr l-1Eie£. Is 71-1£, co.Sr f-;SJJl'1AT$ !7-IAT Yov Rd61VGS~, ~- 7718 Wobdho ll ow Drive , Suite 100 Austi n , Texas 78731 (512) 833-6828 -Fax (512) 833-6811 The i nformati o n contained in th is facs imile is privileged and confidential. It is intended ONLY for the use of the ind iv i dual or entity named above . If you have received thi s transm ission in error , no tify The Wallace Group by telephone (collect) and return the transmission to the above address . 141001 . ' . ' Engineers • Planners . Waco• Killeen• Austin• Temple July I 5, 1999 Mr. Jeff Tondre Civi,l Engineer City of College Station Dept. of Development 110:1 Texas Avenue Col!ege Station, Texas 77842 Re :: \Vater Improvement Cost Est imate Holleman Village Subdi,·ision College Station , Texas ii842 Dear Mr. Tondre : "'C:I ........ _ Gole Amo ld. R.P.L.S. Geo1ge Jezet A.I A Mike Keahey, P.E .• R.P.l.S . June E. l~es. P.E. JA ·Joke' Povlos. Jr. P.E . Chris Rutt P.E . Geoige E. '.Je<:J' Walker, .Jf .. P.E . rte. "Sob' Wolloce. P.E •• R.P.L .S . ono E. Wiedertdd, P.E. Jo.'Yl F. Wll'lklet P.E .· The Wallace Group, Inc . is subdiYiding the above-mentioned site. The project is located along Holleman Drive approximately 1,000 feet nonh of F.M. 2818 . The following are the engineer 's estimate of costs associated with the publ ic items that are required for the development of the project. · WATER IMPROVEMENTS ITEM DESCRJPTION QUANTITY UNIT COST TOT AL COST 16" 'VATER LI:\E Connect to Ex isti ng 16 " Water with 1 each S 2,000/ea. $ 2,000.00 16"x 8" Tapping Cross 26" Bore Beneath Holleman Drh·e 50 L.F. $ $75/L .F. $ 3,750.00 16 " DJ. Water Line (Cl. 250) 1,030 L.F . $ $48/L .F. $49,440 .00 24 " Water Line Steel Encasement Pipe 90 L.F. $ $50/L.F. $ 4 ,500.00 16" Gate Valve 4 each $ J ,200/ea. $ 4 ,800.00 16 " Plug 1 each $ 300/ea. $ 300.00 16"x 16" Tee 1 each $ 550/ea. $ 550.00 16"x 8" Tee 1 each $ 500/ea. $ 500.00 16 "x 6" Tee 3 each $ 500/ea. $ ] ,500.00 I 6"x 4" Tee 3 each $ 450/ea. $ 1,350.00 16 " Bends (Horiz) 3 each $ 200/ea. $ 600 .00 5-1/4" Fire Hydrant Assemblies 3 each $ 1, 750/ea. $ 5,250 .00 TOT AL 16" WATER IMPROVEMENTS =$74,540.00 9101 Bume1 ~ood . Su ite 11 O • Austin, Texas 7 8 7 58 15121 833·6828 • Fax !5121 833·6811 ~ • I 8" \VA TER LI:\E 8" Water Line (C-900) 1,478 L.F. $ 24/L.F. $35,472.00 16" Water Line Steel Encasement Pipe 20 L.F. $ 36/L.F. $ 720.00 16"x 8" Reducer 1 each $ 75/ea. $ 75 .00 8" Gate Valve 4 each $ 650/ea. $ 2,600.00 8" Blow-Off Assembly 1 each $ 500/ea. $ 500 .00 8" Plug 1 each $ 200/ea. s 200.00 8"x 8" Tee 1 each $ 300/ea. s '300.00 8''x 6" Tee 4 each $ 250/ea. $ 1,-000.00 8"x 4" Tee 7 each $ 225/ea. $ I ;575 .00 8" Bends 2 each $ 125/ea. $ :250.00 5-1/4" Fire Hydrant Assemblies 4 each $ 1,750/ea. $ 7,000.00 TOTAL 8" WATER IMPROVEMENTS .= $49,692 .00 TOT AL COST WATER IMPROVEMENTS = $124,232.00 \VASTE\VA TER IMPROVE:"\1ENTS ITEM DESCRJPTION QUANTITY UNIT COST TOT AL COST Not Applicable TOTAL UTJLJTY JMPROVEMENTS = $124,232.00 Please reYiew our estimate. If you have any questions or comments about this estimate, please do not hesitate to contact me in our office at 512-833 -6828. SBS:sbs File -Project# 9698 "C:.I vvu