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Home My WebLink About21 Development Permit 369 TAMU Well No 3... , Figure XII Application Form Development Permit Inside/Outside Established Flood Hazard Areas City of College Station , Texas (re: Ordinance No. 1728) 81/1 80 Site Legal Description: TAMU -ca 11 ed 103 acres Site Address: Approx. 1800 1 North of intersection Owner : Uni on Pacific Resources Company of Dowling Rd. & Stillwate r Rd J . Architect/ Engineer: Kling Engineering & Surveying 7300 N. FM 2818 Suite 200 Address: _Bryan . TX 77 803 Telephone No.: ( 409) 77 8 -8525 4103 Texas Ave. Suite 212 Address : Bryan, TX 77802 TelephoneNo.: (409) 846-6212 Contractor: Address : ------------------------------Telephone No.: _________ _ Date Application Filed: __ M_ay_l_8_, _1_9_9_5 ________ Approved: __________ _ Application is hereby made for the following specific waterway alterations : Construct Oi 1 & Gas Ori 11 i ng Pad and Access road for Unit Well TAMU No. 3: No portion is within a EFMA Eland Hazard Area. Attached as part of this application : D Application Fee D Signed Certificate D Site and Construction Plans , with supporting documentation : two (2) copies of each D Other: ~---------------- AC KNQ WLED GEME)'l TS: A\TOtJ'lE,'f trJ f'A<'.T FOR_ Ll!J\0~~$A-~i \(.ESlll4?CfS I, (VJ fr \<_ l L'/ N T fV1£f µ-M\J {>A-, as owner , hereby acknowledge or affirm that: · The above Drainage Plan and supporting documents complies with the requirements of Ordinance No . 1728 , ~~~W110/J12£<;ou{!Cr;sf:oM/RtJfDate 1;r;%1-;)o, I 11'5 <S? -~.-------------------~ Developer Date <S? -c~o-n-tr-ac-t-or _________________ Date I -'\agelof2 -- Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date .. B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date C. I, B. J. Kling , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest Federal Insurance Study. ~ d.~tn;L &:i~ Architec~ D. I, do certify that any alterations, addressed in Certification 11 D 11 do not raise the level of 100-year flood as referred to Certification "B". Architect/Engineer Date REVIEWED FOR APPROVAL: --------------------------~ Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval:----------------- Page 2 of 2 fonn sld po pp.doc 11191 DRAINAGE REPORT FOR TAMU WELL NO. 3 UNION PACIFIC RESOURCES COMPANY Samuel Mc Gowen Survey, A-156 J. Harrold Survey, A-139 Sterling McGraw Survey, A-159 College Station, Brazos County, Texas May 15, 1995 DEVELOPED BY: Union Pacific Resources Company c/o Duane Phillippi 7300 N. F.M. 2818, Suite 200 Bryan, TX 77803 ( 409)778-4867 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409)846-6212 Drainage Report for Tamu Well No. 3 Union Pacific Resources Company Samuel McGowen Survey, A-156 J. Harrold Survey, A-139 Sterling McGraw Survey, A-159 College Station, Brazos County, Texas May 15, 1995 GENERAL LOCATION & DESCRIPTION The proposed drilling site for TAMU #3 is located approximately 1800' north of the intersection at Dowling Road and Stillwater Road (See Appendix 3: "Vicinity Map"). For impact purposes this well is considered to be rural. Currently the site is pasture land with a few trees. Proposed improvements consist of constructing a 330' x 230' drilling pad and constructing an access road from Stillwater Road at the intersection with the city limits to the drilling pad. Two corrugated metal pipes will be installed along the access road to facilitate drainage. DRAINAGE BASINS & SUB-BASINS The primary drainageway for this site is White Creek Tributary "B". Runoff proceeds as overland flow into a tributary of White Creek Tributary "B", and ultimately into White Creek Tributary "B". Neither the drilling pad nor the access road lies within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas, and Incorporated Areas (See Appendix 2: "Flood Plain Map"). Two primary studies have been performed on White Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled .El.oo.d Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase III, performed by Walton and Associates -Consulting Engineers, Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. TAMU Well No. 3 Drainage Report Page 2 DRAINAGE DESIGN CRITERIA/FACILITY DESIGN A topographic plat was prepared to show existing conditions, the limits of the proposed improvements, and to delineate the drainage areas created by the construction of the access road. Two drainage areas were created: Drainage Area #1 and Drainage Area #2. Culverts for each drainage area were designed using the Rational Method and Manning's Equation. The Rational Method was used to calculate the peak runoff using the 25 year event as the design storm (See Appendix 5). Manning's Equation was then used to determine the size of the corrugated metal pipe needed to carry the same event (See Appedix 6). The following table summarizes the _parameters used and the results they produced. Drainage Area Area (Ac.) Runoff I25 Q25 Pipe Diameter Coef. (C) (in/hr) cfs #1 4.23 0.22 9.86 9.2 24" #2 0.97 0.22 9.86 2.1 18" CONCWSIONS TAMU #3 is considered to be a rural well, and the drainage analysis has been performed accordingly. Two corrugated metal pipes will be installed at proper locations along the proposed access road to facilitate drainage. No adverse impact from the 25 year event is expected to adjoining or downstream landowners or downstream drainage structures. "I hereby certify that this report (plan) for the drainage design of the TAMU Well No. 3 was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." TAMU Well No . 3 Drainage Report Page 3 APPENDICES 1) General Location Map -U.S. G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Vicinity Map 4) Topographic plat -Kling Engineering 5) Calculations -Rational Method 6) Calculations -Manning's Equation kcs95-0lb :ltamu#3 .rpt (/) (/) WWW a: a: a: <( <( a: :::i:::iw 00...J (/) ff) _J LO LO ii: I I I I (/) (/) (/) -I-I-I-WWW WWW :t ::r: ::r: ::r: (/) (/) (/) (/) 888 .... C\I C\I ..... w :E 0 0 I I I /AMI APPENDIX 5 Vr'tal~§E-A~ -it-\ D ..,~,~ s~:... 25 ~r I L;: l:,t5 I I C::"'G~A. l <¥._s ~. 4' L c:J " l Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope ·Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope M ay 10 , 1995 16:4 1 :53 TAMU#3 -DRAINAGE AREA #1 Worksheet for Circular Channel APPENDIX 6 untitled TAMU#3 Circular Channel Manning's Formula Full Flow Capacity 0.024 0.010000 ft/ft 2 .00 ft 2.00 ft 12 .25 ft3/s 3.14 ft2 6 .28 ft 0.00 ft 1.26 ft 100.00 % 0 .019217 ft/ft 3.90 ft/s 0.24 ft FULL ft FULL 13 .18 ft3/s 12 .25 ft3 /s 0.010000 ft/ft Kl ing E ngineering & Surveying Haestad M ethods, In c . 37 Broo ksid e Road Wate rb u ry , CT 06708 (203) 7 5 5 -1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope T AMU#3 -DRAINAGE AREA #2 Worksheet for Circular Channel d:\fmw\tamu#3 .fm2 TAMU#3 Circular Channel Manning's Formula Full Flow Capacity 0.024 0.010000 tuft 1.50 ft 1.50 ft 5.69 ft3/s 1.77 ft2 4.71 ft 0.00 ft 0.92 ft 100.00 % 0.020697 tuft 3.22 tus 0 .1 6 ft FULL ft FULL 6 .12 ft3/s 5.69 ft3/s 0.010000 tuft APPENIHX 6 Kling Engineering & Surveying May 15, 1995 08:43:00 Haestad Methods, Inc. 37 Broo kside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 DRAINAGE REPORT FOR TAMU WELL NO. 3 UNION PACIFIC RESOURCES COMPANY Samuel McGowen Survey, A-156 J. Harrold Survey, A-139 Sterling McGraw Survey, A-159 College Station, Brazos County, Texas May 15, 1995 DEVELOPED BY: Union Pacific Resources Company c/o Duane Phillippi 7300 N. F.M. 2818, Suite 200 Bryan, TX 77803 ( 409)778-4867 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 ( 409) 846-6212 Drainage Report for Tamu Well No . 3 Union Pacific Resources Company Samuel McGowen Survey , A-156 J . Harrold Survey, A-139 Sterling McGraw Survey , A-159 College Station , Brazos County , Texas May 15, 1995 . · l)/l'~·J"p-\1>/ GENERAL LOCATION & DESCRIPTION ~;fp~ The proposed drilling site for TAM #3 is located approximately 1800' north of the intersection at Dowling Road and Stillwater ad (See Appendix 3: "Vicinity Map"). For impact purposes this well is considered to be rural. Currently the site is pasture land with a few trees. Proposed improvements consist of constructing a 330' x 230' drilling pad and constructing an access road from Stillwater Road at the intersection with the city limits to the drilling pad . Two corrugated metal pipes will be installed along the access road to facilitate drainage . DRAINAGE BASINS & SUB -BASINS The primary drainageway for this site is White Creek Tributary "B". Runoff proceeds as overland flow into a tributary of White Creek Tributary "B", and ultimately into White Creek / Tributary "B". Neither the drilling pad nor the access road lies within the 100 year floodplain according to the Flood Insurance Rate Map for Brazos County, Texas , and Incorporated Areas (See Appendix 2 : "Flood Plain Map"). Two primary studies have been performed on White Creek and its tributaries . The first / is a study performed by the Federal Emergency Management Agency in July , 1992 , titled Elood. Insurance Study -Brazos County, Texas and Incorporated Areas. The purpose of th is report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the adm inistration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act / of 1973. The second study is the Stormwater Management Plan, Phase III , performed by Walton and Associates -Consulting Engineers , Inc . contracted with the City of College Station in 1987 . The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas . TAMU Well No. 3 Drainage Report Page 2 DRAINAGE DESIGN CRITERIA/FACILITY DESIGN A topographic plat was prepared to show existing conditions, the limits of the proposed j improvements, and to delineate the drainage areas created by the construction of the access road. Two drainage areas were created: Drainage Area #1 and Drainage Area #2. Culverts for each drainage area were designed using the Rational Method and Manning's Equation. The Rational Method was used to calculate the peak runoff using the 25 year event as the design storm (See Appendix 5). Manning's Equation was then used to determine the size of the corrugated metal pipe needed to carry the same event (See Appedix 6). The following table summarizes the ·parameters used and the results they produced. Drainage Area #1 #2 CONCLUSIONS Area (Ac.) 4.23 0.97 Runoff Coef, (C) 0.22 0.22 125 (in/hr) 9.86 9.86 Pipe Diameter 9.2 24" / 2.1 18" I ~~~~ T AMU #3 is considered to be a ural , and the drainage sis een performed accordingly. Two corrugated metal pipes w1 e installed at proper locations along the proposed access road to facilitate drainage. No adverse impact from the 25 year event is expected to adjoining or downstream landowners or downstream drainage structures. "I hereby certify that this report (plan) for the drainage design of the TAMU Well No. 3 was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." TAMU Well No. 3 Drainage Report Page 3 APPENDICES 1) General Location Map -U.S. G. S. Quad 2) Flood Insurance Rate Map -FEMA 3) Vicinity Map 4) Topographic plat -Kling Engineering 5) Calculations -Rational Method 6) Calculations -Manning's Equation W9S-Olb:\tamu#3 .rpt (/) (/) (/) WWW a: a: a: :§ :§ a: 00~ (/) (/) ~ LO LO LO iI I I I I ~~~~ WWW WWW :c:c:c:c en en en en 888 .-C\I N 1-w ::E 0 0 V>1.A..l ~f-A-@;A-.;!:-I D~E,' 'Y"--s~ ~ 2 5 ~r r L::: ~l'5 "bl "f-e. --'2. l';{ 1-? ~ l oo /0 ~ ~. '2.... /.., v~1oc :+1 ~ ~-0 H-/s (tkLI!-6".1.1 f~ lb5° ~H-CvJ/ {v1,f-1DMfNr/,v1.1y~) I I I ~~D.._-;;.. 0·91 ~ := 0·"2..-1- APPENDIX 5 CALCULATIONS -RA TI ON AL METHOD Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope ·Diamete r Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope TAMU#3 -DRAINAGE AREA #1 Worksheet for Circular Channel untitled TAMU#3 Circular Channel Manning's Formula Fu ll Flow Capacity 0.024 0.010000 ft/ft / 2.00 ft 2.00 ft 12 .25 ft3/s 3.14 ft2 6.28 ft 0.00 ft 1.26 ft 100.00 % 0.019217 ft/ft 3.90 ft/s 0.24 ft FULL ft FULL APPENDIX 6 CALCULATIONS MANNING 'S E QUATION 13 .18 ft3/s I 12.25 ft3/s 0.010000 ft/ft Kling Engineering & Surveying May 10, 1995 16:41 :53 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4. 1 c Page 1 of 1- Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope ·"Diameter Results Depth Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Sloee TAMU#3 -DRAINAGE AREA #2 Worksheet for Circular Channel d:\fmw\tamu#3 .fm2 TAMU#3 Circular Channel Manning's Formula Full Flow Caeaci~ 0.024 I 0.010000 ft/ft 1.50 ft 1.50 ft 5.69 ft3/s 1.77 ft2 4.71 ft 0.00 ft 0.92 ft 100.00 % 0.020697 ft/ft 3.22 ft/s 0.16 ft FULL ft FULL J 6.12 ft3/s 5.69 ft3/s 0.010000 ft/ft Kling Engineering & Surveying May 15, 1995 08:43:00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page"2.,pf1.-