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Drainage Report
Drainage Report for Foster Avenue Apartments College Station, Texas August 2012 Developer/Owner: CC BCS 1 LP C/O Clint Cooper 1700 Research Parkway College Station, Texas 77845 Prepared By: '4jSchultz Engineering, LLC TBPE Firm No. 12327 P.O. Box 11995 College Station, TX 77842 2730 Longmire Drive, Suite A College Station, Texas 77845 (979) 764-3900 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas ENGINEER Schultz Engineering, LLC P.O. Box 11995 College Station, Texas 77842 Phone: (979) 764 — 3900 OWNER/DEVELOPER CC BCS 1 LP C/O Clint Cooper 1700 Research Parkway Suite 246 College Station, Texas Phone: (979) 260 - 7000 GENERAL DESCRIPTION AND LOCATION This project consists of the development of the Foster Ave. Apartments in College Station, Tx. This PDD zoned site project will include the construction of sitework, utilities and other infrastructure. This project is located at the northwest corner of the intersection between Foster Ave. & Francis Ave (1024 &1026 Foster Ave.). Area: 0.73 acres Existing Land Use: Multi -Family Proposed Land Use: PDD Number of Lots: 2 Drainage Basin: Wolf Pen Creek Watershed FEMA FIRM: #48041C0305E, Dated May 16, 2012 Floodplain: None of the development lies within the floodplain. HYDROLOGIC CHARACTERISTICS The pre -development condition of the land is developed mult-family with existing buildings and parking. The existing flow patterns show that a majority of the property drains to the Alley opposite of Foster Ave., eventually entering the existing storm sewer system on Francis Dr. Exhibit A shows the pre -development topography and the runoff flow directions. GENERAL STORMWATER PLAN The drainage plan for this development will involve the installation of an onsite underground detention -- facility. 30" diameter pipes will be used to provide the majority of the storage volume. The storm runoff will collect in the parking area and flow into the detention facility through a series of grate inlets and pipes. The detention facility will capture the proposed storm water runoff and convey it through the outfall structure into a storm sewer pipe that will connect to an existing storm sewer pipe on Francis Dr. with a proposed Junction Box. The proposed detention pond will capture the proposed storm runoff and discharge at a rate equal to or less than the existing design flows. Exhibit B shows the post development topography and the runoff flow direction. Page 1 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas COORDINATION & STORMWATER PERMITTING The project will require a,Site Notice be prepared to comply with the Texas Commission for Environmental Quality storm water permitting for the construction site. No other permits are anticipated for this project. DRAINAGE DESIGN General Information: Stormwater runoff from the development will be collected and routed through the detention facility and then discharged into a proposed junction box set on the existing storm sewer on Francis Dr., by a 10" pipe. The detention facility will reduce the peak runoff from the developed site to a rate equal to or less than the design flow for the existing drainage area. The runoff enters the detention pond from the parking lot through a grate inlets, area inlets around the building and storm sewer pipes. Detention Facility Analysis T, Methodology: TR 55 T, Minimum: 10 minutes Design Storm Events: 2-year, 10-year, 25-year, 50-year and 100-year detention facility Pond Discharge Pipe Materials: HDPE private storm sewer pipe Manning's n Value: 0.013 Runoff Coefficients: 0.55 for existing conditions & 0.85 for developed conditions Design Constraints: Max. water depth in the parking lot = 6 in. or 0.5 ft. for 100 year storm event. Min. flow velocity = 2.5 fps Max. flow velocity = 15 fps Post -Development peak runoff less than or equal to existing storm water runoff from the site. Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for the Detention Facility design. Q = CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coefficient I = Rainfall Intensity (in/hr) Design Software: Excel spreadsheets, AutoCAD Hydraflow Express, AutoCAD Hydraflow Hydrographs Extension The software was used to compute the pond storage and discharge data and the pre and post -development peak runoffs and the routing of the flow through the detention pond. Design Results: The data presented in the Appendices and in the following tables indicates the detention pond sizing and discharges are in accordance with the requirements of the design guidelines. Page 2 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas Applicable Exhibits: Exhibit A — Pre -development Drainage Area Map Exhibit B — Post -development Drainage Area Map Appendix A — Drainage Area Summary Appendix B — Detention Facility Summary Appendix C — Detention Facility Data and Hydrographs Design Analysis: The post -development drainage areas, DA 301 is shown on Exhibit B. The Detention Facility is designed for the 0.77 acres to be fully developed to a combined C value of 0.85. The design data and descriptions of the detention Facility outlet structures, discharge pipes and overflow spillways are found in Appendix C. The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on the Continuity Equation as follows: (Il+I2)+((2s1/dt)- 01)=((2s2/dt)=02). The time interval, dt, used was 1 minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph peak flows and graphs for the pre and post development conditions. A summary of the peak flows from the site are shown in Table 1. The detention pond discharges into an existing storm sewer pipe on Francis Drive. A proposed junction box will be constructed on the existing 30" storm sewer pipe. TABLE 1— Pre- & Post -Development Peak Discharge Comparison Area Tc Area # C (Acres) (Min.) Pre 101 0.77 0.55 10 Post 301 0.77 0.85 10 As shown in Table 2, the post -development peak outflow from the project site is less than the allowable peak outflow for each design storm event. Additionally, Tables 3 presents the maximum water surface and the amount of freeboard for the Detention Facility. The peak flow out of the detention Facility and the maximum water surface was determined by the Storage Routing Analysis. Page 3 of 5 Drainage Report - Executive Summary Foster Avenue Apartments College Station, Texas TABLE 2- Pre- & Post -Development Runoff Information - Detention Analysis Q2 Q10 Q25 Q50 Q100 Location cfs cfs cfs cfs cfs Pre -Development 2.68 3.66 4.18 4.72 4.93 (Area 101) Post -Development with Pond Post -Development 4.14 5.65 6.45 7.30 7.62 (Area 301) Post -Development @ Outfall 2.30 3.48 3.96 4.37 4.73 (Area 301 Routed Through Pond) Decrease in Peak Flow 0.38 0.18 0.22 0.35 0.20 TABLE 3 - Summary of Pond 1 Maximum Water Surface Levels Storm Event Peak Flow out of Pond, (cfs) Water Surface Elevation, ft. Freeboard ft. 2-year 2.30 310.69 2.11 10-year 3.48 310.99 1.81 25-year 3.96 311.38 1.42 50-year 4.37 311.84 0.96 100-year 4.73 312.48 0.32 Top of Curb = 312.80', Spillway Crest = 312.80' If pond outlet clogs, the overflow of the storm water runoff will enter the public right of way and be conveyed to the existing storm sewer system. The detention facility is controlled by a multi -stage outfall structure. The outfall structure is located in Inlet 101. The smaller storms are controlled by the weir wall with 8" orifice in the bottom of the inlet. The larger storms top the weir wall and are controlled by the 10" outfall pipe. See Exhibit C for details. Page 4 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas The detention facility has an overflow spillway which discharges when the outlet structure is clogged. The detention facility spillway is the lowest top of curb elevation set to 312.80' and is abroad crest weir that will discharge into the public right of way which will convey the overflow discharge to the existing storm sewer system on Francis Drive. The maximum depth of water in the parking lot or drive will be 6. See Exhibit C for details and layout of the detention facilities. The onsite detention facility for the development will function within the requirements and restrictions of the BCS Drainage Design Guidelines. CERTIFICATION "This report for the drainage design of the Foster Avenue Apartments, was prepared by mein accordance with the provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and,federal regulatory agencies for the proposed drainage improvements have been issued." V7 I-t��� F-12327, SCHULTZ ENGINEERING, I.I.C. "-I Jot, os P. Ichultz, P.E. Page 5 of 5 EXHIBIT A Pre -Development Drainage Area Map i r 8 PE > 0 S A S l/ z AIAE DUPLE% �` z, 7 STORY 03 &1031J2 /'— fRA �G J15.20 UE I T\: O _ V_ N �11 \I 314 ` , ST / N� ... _---w_a W- s \ �W_a ..Si — ST — 5T S-c-- T — ST ST / 1 / FRANCIS AVE. g N 6V ROW r 37' S-8 ASPHALT PAVEMEN�� Schultz Engineering, L.LG: .inre 9NeA CCAege SlaWn i%iINS B]B.1.11]&.ISW TOPE NO.li3Ei 6u..ED °EMNE° °PAWN IPP°VE° 1151 ME KERR DLD DLO JPS 12-210 AUGUST 2012 ti 0 15 SCALE IN FEET FOSTER AVE. APARTMENTS SCALE EXHIBIT 1O24 & 1026 FOSTER AVE. PRE —DEVELOPMENT r=2a X... COLLEGE HILLS ESTATES u LOTS s & 1O. BLOCK s DRAINAGE AREA MAP COLLEGE STATION, TX RIE"".IE: 12210 EXHIBIT B Post -Development Drainage Area Map N J7S .a I I I � LLFF -d'-U Oyu ' N w II® 15 —is —is 1S-1 —1S-1S 0 15 3D I 'D' SCALE IN FEET U) In (1) to TOP 0F CRB 312U80 1 In -4__I TBM 15 III S III 4 m N DETENTION FACILITY '•" 'D^ O1 IN LUDES PIPES, INLETS 301 j s z to to k D 6" STORAGE IN PARKI G y o y LC T 0.77 D f I T II N s z TOP OF CURB 312.80' - M N � In y N 4 ,w ST 313 W-8 W-8 .g S7 — S f::`5T... - S7,. .ST`� S.T_-::-..SX_�.. EXISTING 30" STORM SEWER PIPE FRANCIS AVE. �c D 60' ROW to 37' B-B ASPHALT PAVEMENT � Schultz Engineering, LLG 4]]O LwgMn.9WIaA CMogo SletlM i%])&5 -919.]e<.J99J i9VEN0. 1333] $VPVEYEO OESIGXEO OPAVI�I M%iOVEV JOBNO. 4AlE KERR DLD OLD JPS 12-210 AUGUST 2O12 w 3V_ -- FOSTER AVE. APARTMENTS SCALE EXHIBIT 1024 & 1026 FOSTER AVE. 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M3AO0 3IOHNVW NOW 1Stlo 'QLS Z6Z'00 _T1 6'6Z 3d1d d311 .0£ fill 3d1d 3Nn NIV14 M013 � T -W I I I 9£'60£ UnO fill 3d1d .02I 1,£'60£ UnO -W 8 L l 5£'60£ un0 -u 9 L l 3d1d .0£ V 03 8 O6 ( I I I 1,£'60£ :NI 1i LLL 3d1d .0£ 0N38 A6 A. T moo•'' ,�aa •" aaoal3s � � a o ® ® 8 L L 3d1d %00'0® Ti 5£'60£ -0 IM L L L 3d1d .0£ 3d1d d38 .0£ L1.1. 3did Q L£'602 un0 1-I LLL 3d1d .02 N 1,£'60£ :NI -W MI. 3did .0 1 331 -0£ X -02 APPENDIX A Drainage Area Summary m N m O L N T O g ee}} v n v qY T F V •D M m T N _ Y P P C f/i V1 M O T O L P 3 � ep � op q co lV v d o N O v T M M b b O o v v 0 0 9 V 7 Y d g noo a c m O M W o 0 a v Q a :; S' o C4 U w � rk II II H a a II II ¢ u til APPENDIX B Detention Facility Summary Detention Pond Appendix B Detention Pond Summary Detention Facility Design Storm Inflow Outflow W.S. Elevation (yr) (efs) (cfs) (ft) 2 4.14 230 310.69 ---------------- ----------------------- 10 5.65 3--- 310.99 25 6.45 3.96 311.38 50 7.30 1 4.37 1 311.84 100 7.62 1 4.73 1 312.48 *Top of Curb = 312.80' APPENDIX C Detention Pond Data & Hydrographs Detention Facility Appendix C Detention Facility Area -Capacity Data Detention Facility Storage (Pipes, Inlets & Parking) Elevation Depth Volume Cumulative 90 % Cumulative Volume Volume (ft) (ft) (ft) (fe) (ft) 308.0 0.0 0. 10 ------------- 309:0 1.0 — 10 310.0------------- 2.0 829 839 ------------ 755 -------------- 311.0 - -- 3.0 1,441 - 2,280 2,052 312.0 4.0 723 3,003 2,703 313.0 5.0 31 3,034 2,731 Detention Facility Appendix C Elevation - Discharge Data Depth - Discharge Data Pond 8" Orifice 36" Wide Rectangular Weir Top of Curb Total Design Elevation Depth Flow Flow Spillway Flow (it) (ft) (cfs) (cfs) (cfs) (cfs) 308.0 0.0 0.00 0.00 0.00 0.00 309.0 1.0 0.26 0.00 0.00 0.26 310.0 2.0 1.54 0.00 0.00 1.54 311.0 3.0 0.74 2.75 0.00 3.49 312.0 4.0 0.25 4.25 0.00 4.50 313.0 5.0 0.15 5.05 8.37 13.57 Notes: 1. The Outlet Structure is a concrete inlet box with a 10" outfall pipe to control the large storms, FL = 308.62'. The smaller storms are controled by a weir structure in the bottom of the inlet box. The weir structure has an 8" orifice outlet, FL = 308.62' See Exhibit C for details 2. The overflow spillway is the lowest top of curb elevation 312.80' Detention Pond Plugged Condition If pond outlet clogs, the overflow of the storm water runoff will enter the public right of way and be conveyed to the existing storm sewer system. Detention Facility Appendix C Storage Routing Analysis Parameters t=60s Detention Facility Elevation Depth Discharge Storage 2 s/t 2 s/t + O (it) (ft) (O, cfs) (s, cf) 308.00 0.0 0.00 0.0 0.0 0.00 309.00 1.0 0.26 9.0 0.3 0.56 310.00 2.0 1.54 755.1 25.2 26.71 311.00 3.0 3.49 2052.0 68.4 71.89 312.00 4.0 4.50 2702.7 90.1 94.59 313.00 5.0 13.57 2730.6 91.0 104.59 * The flow control structure for the smaller storms is a 8" orifice in the weir wall of a proposed inlet structure. The larger storms are controlled by the 10" outfall pipe that connects to the existing storm sewer. See Exhibit C for details. The overflow spillway is the top of curb with crest at Elev. 312.80' Detention Facility Inflow & Outflow Hydrographs Appendix C Inflow': Outflo : W ': Inflow Outflow 'Outflow' Inflow W OtdfloW] Inflo, W 'Outflow: , Inflow . `Outflow 40y�,�, A0 ��'25yr. 25 r �50yir,`!1;i:,50yr: �,�i I 00yi:� 10,oyr, Thho(mbi) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) P11:2,:,T,-2yi�,,, 0 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.41 0.18 0.57 0.26 0.65 0.26 0.73 0.27 0,76 0.27 0 0 .83 0.29 1.13 0.31 1 1.29 0.33 1,46 0.34 1.52 0.35 1.24 1 0,36 1.70 1 1.94 0.44 2.19 0.47 2.29 0.48 4 1.66 0.45 2.26 0.53 2.58 2.92 0.61 3.05 0.63 2.07 0.56 2.83 0.66 3 23 3.23 0.71 3.65 0.75 3.81 0,77 2.48 0.66 3.39 0.78 3 87 3.87 0.83 4,38 0.96 4.57 1.00 2.90 0.76 3.96 0.97 K258 4.52 452 1.12 5.11 1.21 5.33 1.24 8� 3.31 0.89 4.52 1.20 5.16 5 .16 1.28 5.84 1.37 6.09 1.40 3.73 1.11 5.09 1.34 5 8 1 5.81 1.44 6.57 1.54 6.86 1.63 10 1.25 5.6 S� 1.48 6 . 45 e 1.70 .36 .. 2.35 ZL62- 2.66 3.93 1.35 5.37 1.78 6.13 2.56 6.93 3.30 7.24 3.42 3.73 1.44 5.09 2.43 5.81 3.22 6.57 3.65 6.86 3.81 3.52 1.51 4.80 2.96 5.49 3.47 6.20 3.93 6.48 4.07 3.31 1.64 4.52 3.26 5.16 3.69 5.84 4.10 6.09 4.24 IS 3.11 1.85 4.24 3.37 4.84 3.83 5.47 4.22 5.71 4.37 2.901 2.07 3.96 3.44 4.52 3.91 5.11 4.31 5.33 4.45 7 2.69 2.21 3.67 3.47 4,20 3.95 4.74 4.35 4.95 4.50 2.48 2.28 3.39 21.48 3.87 3.9 4.38 _J7 4.57 2.28 3.11 3.46 3.55 3.93 4.01 4.36 4.19 4.49 2.07 2.28 2.83 3.41 3.23 3.89 3.65 4.32 3.81 4.46 1.86 2.22 2.54 3.35 2.90 3.81 3.28 4.25 3.43 4.40 1.66 2.13 2.26 3.24 2.58 3.69 2.92 4.16 3.05 4.31 1.45 2.01 1.98 3.04 2.26 3.54 2.55 4.05 2.67 4.20 1.88 1.70 2.82 1.94 3.40 2.19 3.90 2.29 4.07 25 1.04 1.78 1.41 2.54 1.61 3.22 . 182 3.71 1.90 3.89 0.83 1.66 1.13 2.27 1.29 2.91 1.46 3.47 1,52 3.67 27,-" 0.62 1.55 0.85 2.01 0.97 2.52 1.09 3.26 1.14 3.41 0.41 1.52 0.57 1.79 0.65 2.16 0.73 2.84 0.76 3.10 0.21 1.48 0.28 1,61 0.32 1.84 0.36 2.33 0.38 2.60 30"1", 0.00 1.43 0.00 1.52 0.00 1.62 0.00 1.91 0.00 2.09 0.00 1.38 0.00 1.47 0.00 1.52 0.00 1.64 0.00 1.74 0.00 1.33 0.00 1.42 0.00 1.47 0.00 1.52 0.00 1.54 0.00 1.28 0.00 1.37 0.00 1.42 0.00 1.47 0.00 1.49 0.00 1.23 0,00 1.32 0.00 1.37 0.00 1.42 0.00 1.44 0.00 1.18 0,00 1.27 0.00 1.32 0.00 1.37 0.00 1.39 0.00 1.11 0.00 1.22 0.00 1.27 0.00 1.32 0.00 1.34 37 0,00 1.02 0.00 1.17 0.00 1.22 0.00 1.27 0.00 1.29 0.00 0.94 0.00 1.09 0.00 1.17 0.00 1.22 0.00 1.24 0.00 0.85 0.00 1.00 0.00 1.09 0.00 1.17 0.00 1.19 '4 0:,.�, 0.00 0.80 0.00 0.92 0.00 1.00 0.00 1.09 0.00 1.13 0.00 0.77 0.00 0.83 0.00 0.91 0.00 1.01 0.00 1.04 42 0.00 0.74 0.00 0.80 0.00 0.83 0.00 0.92 0.00 0.96 43 0.00 0.70 0,00 0.77 0.00 0.79 0.00 0.83 0.00 0.87 "A' 4" 0.00 0.67 0.00 0.73 0.00 0.76 0.00 0.80 6.00 0.81 45: 0.00 0.63 0.00 0.70 0.00 0.73 0,00 0.77 0.00 0.78 46, 0.00 0,59 0.00 0.66 0.00 0.69 0.00 0.73 0.00 0.75 ► 11 � ► ►► � ► 11 1®" 1 11 / / 1 11 1 11 � 1 11 � 1 11 � 1 11 1®" 1 ► ► • 1 11 � 1 11 � 1 11 � 1 11 � 1 11 1 1 11 1 , ► 11 1 1 1 11 � ► ►1 � ► 11 1 .1 1 11 1 � 1 1 11 1 , . ► ► ► 1 1 1 11 / , 1 11 1 11 � 1 11 � 1 11 1 ,. 1 11 1 1 1 ►► 1 11 1 1 1 11 � 1 11 � 1 11 1� 1 11 ► ► 1 � 1 11 � 1 11 � 1 11 � 1 11 / , 1 • 1 11 � 1 11 � 1 11 � 1 11 � ► ►► 1 11 1 / 1 11 1 1 . ► 11 � 1 11 � 1 11 • ► 11 / // 1 11 1 / 1 11 1 / 1 11 � 1 11 .1 1 11 / 11 1 11 1 1 1 11 // 1 11 1 1 1 11 111 111 111 111 111 11 111 11 111 11 1 11 1 11 ► ►► 1 11 1 11 1 11 1 11 / 1 1 11 1 11 1 11 1 11 1 11 ► 11 1 11 1 /1 ► ►► 1 11 ► 11 1 11 .� 111 111 111 111 111 111 111 111 111 111 e 1 11 1 11 1 11 1 1/ 1 11 / 11 1 11 1 11 1 11 / 11 e• 111 1/1 111 111 111 111 111 111 111 11/ • 1 1 1 / 1/ 1 1 1 1 11 1 1 1 1 /1 1 1 1 1 11 1 1 1 1►/ N N 2� 3 0 o w O v v 0 0 0 0 a a 0 00 0 '^ t o � Q. O lop T ' 0 / o x / O c / a73 a / c a 0 Q E / a m c � / v c / 0 a / L } / m N / m / N / O ` N O O O O O tD d' lV O (s��) aaaey�sl4 0 o 0 0 ao CL tio 0 X ols ca M M 0 E 0 m Lri ti (43) aM43sia T T N N 3 3 0 0 O v -o 0 0 a a 0 00 o .0 m m e`n r o / 3 / / o x / O °B otf / a=i C / e o a w c v E � � o a / a � > I m N N tD / rn M � O N N V � � � w Y Y 0 0 0 0 0 co �o v ri o (sp) a8aePsl0 0 0 0 0 o 0 0 O 00 O CL tko 0 V 0 X o CL 0 CL 0 CL m 0 LM lop Zt O (sia) agjeq:)s!a 0 0 3 3 0 0 IE c� O v a c c 0 0 a a I 0 00 0 L 2 O / � L T / S / O / 0 O / o C G! / a c a c / 0 / i- i r r r � v r N � � � 1 1 O O O O O O O O O O O 00 lD cr lV O (Sp) asleyosip Drainage Report for Foster Avenue Apartments College Station, Texas August 2012 Rev. September 2012 Developer/Owner: CC BCS 1 LP C/O Clint Cooper 1700 Research Parkway College Station, Texas 77845 Prepared By: JL4LSchultz Engineering, LLC TBPE Firm No. 12327 P.O. Box 11995 College Station, TX 77842 2730 Longmire Drive, Suite A College Station, Texas 77845 (979) 764-3900 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas ENGINEER Schultz Engineering, LLC P.O. Box 11995 College Station, Texas 77842 Phone: (979) 764 — 3900 OWNER/DEVELOPER CC BCS 1 LP C/O Clint Cooper 1700 Research Parkway Suite 240 College Station, Texas Phone: (979) 260 - 7000 GENERAL DESCRIPTION AND LOCATION This project consists of the development of the Foster Ave. Apartments in College Station, Tx. This PDD zoned site project will include the construction of sitework, utilities and other infrastructure. This project is located at the northwest comer of the intersection between Foster Ave. & Francis Dr.(1024 &1026 Foster Ave.). Area: 0.73 acres Existing Land Use: Multi -Family Proposed Land Use: PDD Number of Lots: 2 Drainage Basin: Wolf Pen Creek Watershed FEMA FIRM: ##48041C0305E, Dated May 16, 2012 Floodplain: None of the development lies within the floodplain. HYDROLOGIC CHARACTERISTICS The pre -development condition of the land is developed mult-family with existing buildings and parking. The existing flow patterns show that a majority of the property drains to the Alley opposite of Foster Ave., eventually entering the existing storm sewer system on Francis Dr. Exhibit A shows the pre -development topography and the runoff flow directions. GENERAL STORMWATER PLAN The drainage plan for this development will involve the installation of an onsite underground detention facility. 30" diameter pipes will be used to provide the majority of the storage volume. The storm runoff will collect in the parking area and flow into the detention facility through a series of grate inlets and pipes. The detention facility will capture the proposed storm water runoff and convey it through the outfall structure into a storm sewer pipe that will connect to an existing storm sewer pipe on Francis Dr. with a proposed Junction Box. The proposed detention pond will capture the proposed storm runoff and discharge at a rate equal to or less than the existing design flows. A small portion of the Parking lot will bypass the detention facility and discharge through a curb opening into the Francis Dr. ROW and down the Page 1 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas street eventually draining into the existing storm sewer system. The combination of area bypassing the detention pond and the detention pond outflow will be less than or equal to the pre -developed condition. Exhibit B shows the post development topography and the runoff flow direction. COORDINATION & STORMWATER PERMITTING The project will require a Site Notice be prepared to comply with the Texas Commission for Environmental Quality storm water permitting for the construction site. No other permits are anticipated for this project. DRAINAGE DESIGN General Information: Stormwater runoff from the development will be collected and routed through the detention facility and then discharged into a proposed junction box set on the existing storm sewer on Francis Dr., by a 10" HDPE pipe. A small portion of the site will bypass the detention pond and discharge into the Francis Dr. Street (Area 302). The combined outfall from the detention facility and Area 302 will have a peak runoff from the developed site equal to or less than the design flow for the existing drainage area. The runoff enters the detention pond from the parking lot through a series of grate inlets and area inlets around the building and storm sewer pipes. The Roof drainage will be piped directly into the private storm sewer & detention facilities Detention Facility Analysis T, Methodology: TR 55 T, Minimum: 10 minutes Design Storm Events: 2-year, 5-year, 10-year, 25-year, 50-year and 100-year detention facility Pond Discharge Pipe Materials: HDPE private storm sewer pipe Manning's n Value: 0.013 Runoff Coefficients: 0.55 for existing conditions & 0.85 for developed conditions Design Constraints: Max. water depth in the parking lot = 6 in. or 0.5 ft. for 100 year storm event. Min. flow velocity = 2.5 fps Max. flow velocity = 15 fps Post -Development peak runoff less than or equal to existing storm water runoff from the site. Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for the Detention Facility design. Q = CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coefficient I = Rainfall Intensity (in/hr) Design Software: Excel spreadsheets, AutoCAD Hydraflow Express, AutoCAD Hydraflow Hydrographs Extension The software was used to compute the pond storage and discharge data and the pre and post -development peak runoffs and the routing of the flow through the detention pond. Page 2 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas Design Results: The data presented in the Appendices and in the following tables indicates the detention pond sizing and discharges are in accordance with the requirements of the design guidelines. Applicable Exhibits: Exhibit A — Pre -development Drainage Area Map Exhibit B — Post -development Drainage Area Map Exhibit C — Drainage Plan Exhibit D — Inlet Drainage Area Mag Appendix A — Drainage Area Summary — Detention Facilities Appendix B — Drainage Area Summary — Inlets & Inlet Design Summary Appendix C — Detention Facility Data and Hydrographs Appendix D — Technical Design Summary Design Analysis: The post -development drainage areas, DA 301 is shown on Exhibit B. The Detention Facility is designed for the 0.74 acres to be fully developed to a combined C value of 0.85. The design data and descriptions of the detention Facility outlet structures, discharge pipes and overflow spillways are found in Appendix C. A small portion of the parking lot will by pass the detention facility and discharge through a curb cut into the Francis Dr. ROW and eventually street. The combination of area bypassing the detention pond and the detention pond outflow will be less than or equal to the pre - developed condition. The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on the Continuity Equation as follows: (Il+I2)+((2sl/dt)- 0l)=((2s2/dt)=02). The time interval, dt, used was 1 minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph peak flows and graphs for the pre and post development conditions. A summary of the pre and post development runoff information from the site is shown in Table 2. The detention pond discharges into an existing storm sewer pipe on Francis Drive. A proposed junction box will be constructed on the existing 30" storm sewer pipe. TABLE 1— Pre- & Post -Development Peak Discharge Comparison Area Tc Area # C (Acres) (Min.) Pre 101 0.77 0.55 10 Post 301 0.74 0.85 10 Post 302 0.03 0.85 10 Page 3 of 5 Drainage Report - Executive Summary Foster Avenue Apartments College Station, Texas As shown in Table 2, the post -development peak outflow from the project site is less than the allowable peak outflow for each design storm event. Additionally, Tables 3 presents the maximum water surface and the amount of freeboard for the Detention Facility. The peak flow out of the detention Facility and the maximum water surface was determined by the Storage Routing Analysis. TABLE 2- Pre- & Post -Development Runoff Information - Detention Analysis Q2 Q5 Q10 Q25 Q50 Q100 Location cfs cfs cfs cfs cfs cfs Pre -Development 2.68 3.26 3.66 4.18 4.72 4.93 (Area 101) Post -Development with Detention Post -Development 0.16 0.20 0.22 0.25 0.28 0.30 (Area 302) Post -Development 3.98 4.84 5.43 6.20 7.01 7.32 (Area 301) Pond Outfall 2.56 3.03 3.23 3.55 4.15 4.34 (Area 301 Routed Through Pond) Combined Outflow 2.66 3.15 3.36 3.69 4.31 4.52 (Compare to Area 101) Decrease in Peak Flow 0.02 0.11 0.30 0.49 0.41 0.41 TABLE 3 - Summary of Pond 1 Maximum Water Surface Levels Storm Event Peak Flow out of Pond, (cfs) Water Surface Elevation, ft. Freeboard ft. 2-year 2.56 310.56 2.24 5-year 3.03 310.71 2.09 10-year 3.23 310.84 1.96 25-year 3.55 311.10 1.70 50-year 4.15 311.74 1.06 100-year 4.34 311.99 0.81 Top of Curb = Varies, Spillway Crest = 312,25' (Low Point in Parking Lot for Inlets Connected to Detention Facility Storage) Page 4 of 5 Drainage Report — Executive Summary Foster Avenue Apartments College Station, Texas The detention facility is controlled by a multi -stage outfall structure. The outfall structure is located in Inlet 101. The smaller storms are controlled by the weir wall with 8" orifice in the bottom of the inlet. The larger storms top the weir wall and are controlled by the 10" outfall pipe. See Exhibit C for details. The 100 year water surface is below the rim elevations of the inlets. If the pond outlet clogs, the water will pond in the low areas of the parkins lot and grass areas. The water will pond to a depth of 6" or less before running over the curb or top of the low areas into the public right of way and be conveyed to the existing storm sewer system. See Exhibit C for details and layout of the detention facilities. CONCLUSION The onsite detention facility for the development will function within the requirements and restrictions of the BCS Drainage Design Guidelines. CERTIFICATION "This report for the drainage design of the Foster Avenue Apartments, was prepared by me in accordance with the provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued." Josep . ScAultz, P.E. incrou a enw a ro F-12327 SCHULTZ ENGINEERING, LLC -14-t Z Page 5 of 5 EXHIBIT A Pre -Development Drainage Area Map J :8 S ST-ST-S V' / \IIv +NJ rZK N M o F. der O N m i limy Z O AA D N Z ' ti J__ W-8 GNP-8-w-0 —ST ST—ST—STS( '� SST — ST — ST — ST —_ / FRANCIS AVE. 60' ROW 37' B-8 ASPHALT PAVEMEN[fW 4111 Schultz Engineering, LLC ]9twgnin.5W4 9P)9�]W ]btlan. i%]]MS .sm RPexo. n]n sVMEv[oI EMG . oxnxN MPRG[D NEgq OL➢ ULO JPS 12210 AUGUST 2012 DmD y C �O y1"�Z3 DUPLEX E \ / �V 3N— ti 0 15 30 SCALE IN FEET FOSTER AVE. APARTMENTS SCALE EXHIBIT rote & 1026 FOSTER AVE. PRE —DEVELOPMENT COLLEGE HILLS ESTATES LOTS 9 & 10, BLOCK 3 DRAINAGE AREA MAP COLLEGE STATION, TX ll�.': 12-210 EXHIBIT B Post -Development Drainage Area Map TOP OF TOP OF CURB 312.80' '�iI I Lf__U� ■ 1S —is — iSl— 1S — — 1S — 1S N.I Ni N '9 ~ 00 'O.74 D(IUD�ES ION FACILITY — W IN PIPES, INLETS A STORAGE IN PARKI G LOT I B ST STORM SEWER PIPE FRANCIS AVE. g 60' ROW 37' B—B ASPHALT PAVEMENT __W3V3V— 3N— _3y:��A —3V.—..-- Schultz Engineering, LLC nwlwyw.. 2 DobW 6Ytlm.,N},a6 'B)B]81]M' IBVEND.1}3}) 6UPYEYFL DESIGNED DMWN PFiPOVEO NIBND. WR KERR OIL DU) JPS 12210 AUGUST 2D12 ti 0 15 30 SCALE IN FEET FOSTER AVE. APARTMENTS SCALE L f024 & f026 FOSTER AVE. POST —DEVELOPMENT N� COLLEGE HILLS ESTATES xwaann r=aa=aa LOTS s & 10, BLOCK s DRAINAGE AREA MAP D„WG 1:1 COLLEGE STATION, TX FlIE WNe 12210 EXHIBIT C Drainage Plan III II I I I 1 1 r r II J� I�I�IIIIy� r IIA I II I —_I IIII m - II I IIIII - -= r IIL _— -= o ----- — ----- — r _?—IF=1—lF I I I I I II TIT " IIIII � —...— __.i ��. I I I I I � ll. � Ir I1I I. " t• h IIIIII I? 1 i i II I I I z FOSTER AYE. APARTMENTS - -- Y FF=318.00• 42 27,806 SF I w�Rw Win. ,• I I I 112 v 12* IY tI,.e Tjl III „e 1 a z 12- n # r _PIX � n vx ro lam \ we w x z •' /fs'w�rt xn wma \ m p•««,mrt. >m r I r v I 11/ e -.-. 't- L....—___._.__— _ FRANCIS DR. 60, ROW In �i S/' R-B ASPHALT PAVEMENT W B® SCALE IN FEET Schultz Engineering, LL 273010Agmlrp Su+eA [onege Staon, Tezee neas 979.7CF9W TOPE No. 12117 rr s oJPS oCF MiNOVEo Joe No. KERR NEgq JPS RCF JPS 12-210 SEPTEMBER 2012 ROOF ❑OWNSPOVr sesrloN A -A AL ...,, BEDDINGAND'PRENCH BACKFILI. O DEI'AII, FOR HOPE e, RCP S'I'0101 PIPE m` . no.. x.o x... ,m.x 1-e�mr. rws i /I SINGl.I. GIiA rF:INLCI' _. s sz'nnN UB BYfPION.AA LEGEND -_. O wf s6 sT woo mo,e, ezn rro¢cnx ' x.a moo 2E- own o�mr xA KNEW-. NE-. WMEmxx w wmrs. rorvmnvra m�m,�""tem xom. ixn srz ¢ wrm x rr[ ww ,un NYLOPI AST DRORIN GIUVrE. AREA DRAIN DEDVL N:ITA, SCALE EXHIBIT FOSTER AVENUE APARTMENTS 1024 & 1026 FOSTER AVE. ,rom2ox*,+. +•=+o• COLLEGE HILLS ESTATES DRAINAGE PLAN LOTS 9 & 10, BLOCK 3 - COLLEGE STATION, TX Pfomgo sc.,e. is RI£NAN9: 15210 EXHIBIT D Inlet Drainage Area Map Q 0� -d'U I I LFI 31' ti IN _ 206 y 207 N 0.14 N1 �p 1S 1S — 1S 1S °'79 is — IS 0`15 �0 SCALE IN FEET INLET 104 INLET 106 N9 'y JJ'' I 1. TOP OF CURB 1 I I 312.80' TBM11 III vl rn I "�� -f 206 INLET 107 0.03 Sct 4 m DETENTION FACILITY I d. x C IS I LUDES PIPES, INLETS A __ uk A D 6" STORAGE IN PARKI G - y f D (n g LOT INLET 103 ry N 204 I I __ .._— _�_� " v T. m TOP OF CURB 0.07 ------ ----- __...—___.____.— INLET 110 203 .. 312.80' - 0.02 INLET 108 INLET 109 N N T -0. 202. 201 0.03 W—B 0.02 W-B c:r 7 .STt-.= . ST 4- .:S•Tp ST PIPE FRANCIS AVE. 6V ROW 37' B-B ASPHALT PAVEMENT JJQ Schultz Engineering, LLC rz»oi«Dn,u.,sw.n Dda¢6�eLLr..,}J,NS 'B]S.]&d9DJ JDPE X0, 13337 SYPV O OESpNEO UPAWN PPPG'ED JOBNO. MJE KENN LLD DID ^JPS 12.210 AWUS 2012 3V FOSTER AVE. APARTMENTS SCALE EXH1B11 1o24 & f026 FOSTER AVE,. INLET �XX� ]/%}� COLLEGE HILLS ESTATES XoeaoXJu r=an/ LOTS 9 & 10, BLOCK s DRAINAGE AREA MAP aDnwD ,;, COLLEGE STATION, TX nw wwE: 12110 APPENDIX A Drainage Area Summary — Detention Facilities \ / )&f2§§ 5 ! ! ! ! § oaf§!B / ) ® ) f\� � ]) \}\\ ~ { \/\\ { ) . \\ \ |;off a&&4:! APPENDIX B Drainage Area Summary — Inlets & Inlet Design Summary N W y a O C r N E O N m N ym O = N — C (P N N. n 41 yN T ^ t0 f0 <O t0 (O N '^ t SR W N W cq W cq N — C Oi Oi Oi W Oi Oi � p o 0 0 o G h p t M <O M (p M (O M M 0l0 M M <O —= M M o0 c6 W N of E c o 0 0 0 0 0 O h N M M M M M M M INZ (O 6 G 0 0 0 0 0 0 0 .Y m U v� ro rn� rn 0 0 0 0 0 0 0 10 d 0 0 0 0 6 p o 0 0 0 0 0 0 m N N N N N N N y J L L t � y N O O N V LL Q N L II II II II II N m T 6 } O O o N N I� O O M O 0 M g O M O N T t € p. O Q N O O O O O O O 0 0 0 0 0 0 O 9 d U c rn .y d D1 Q C ^ N N� 001 N N N uoi O V C d N 0 N M a cc 0 O 000 N N N N N N N U co m m OR�n cq m in Lq tp �n Up � o 0 0 0 W W W F- J Z J Z J Z J J J J Z Z Z Z H F Q Q Q Q IWQ- N N N iV N N APPENDIX C Detention Pond Data & Hydrographs Detention Pond Appendix C Detention Pond Summary Detention Facility Design Storm Inflow Outflow W.S. Elevation (yr) (cfs) (cfs) (ft) 2 3.98 2.56 310.56 .......................................... 5 4.84 3.03 310.71 ................ ............................................................ 3.23 ---.....310.84---- ...............10 ------................. ...................10 25 ...... 6.20 3.55 311.10 ............................................................................ 50 7.01 4.15 311.74 .......................................................................... 100 7.32 4.34 311.99 *Top of Pavement = 312.25' Detention Facility Appendix C Detention Facility Area -Capacity Data Detention Facility Storage (Pipes, Inlets & Parking) Elevation Depth Volume Cumulative 90 % Cumulative Volume Volume (ft) (ft) (ft) (ft) (ft) 308.0 0.0 0 0 0 309.0 TO34 34 31 -------------------------- --------------- ------------------ 310.0 -------------- 2.0 ---------- 233 267 243 ----------- 311.0 --- 3.0 ------- 2,204 2,472 2,247 312.0 4.0 536 3,007 2,734 313.0 5.0 45 3,053 2,775 Detention Facility Appendix C Elevation - Discharge Data Depth - Discharge Data Pond 8" Orifice 36" Wide Rectangular Weir Top of Curb Total Design Elevation Depth Flow Flow Spil►way Flow (it) (ft) (cfs) (cfs) (cfs) (cfs) 308.0 0.0 0.00 0.00 0.00 0.00 309.0 1.0 0.26 0.00 0.00 0.26 310.0 2.0 1.54 0.00 0.00 1.54 311.0 3.0 0.74 2.75 0.00 3.49 312.0 4.0 0.25 4.25 0.00 4.50 313.0 5.0 0.15 5.05 1 8.37 1 13.57 Notes: 1. The Outlet Structure is a concrete inlet box with a 10" outfall pipe to control the large storms, FL = 308.80'. The smaller storms are controlled by a weir structure in the bottom of the inlet box. The weir structure has an 8" orifice outlet, FL = 308.80' See Exhibit C for details 2. The overflow spillway is a low point in the parking lot elevation 312.25' Detention Pond Plugged Condition The 100 year water surface is below the rim elevations of the inlets. If the pond outlet clogs, the water will pond in the low areas of the parking lot and grass areas. The water will pond to a depth of 6" or less before running over the curb or top of the low areas into the public right of way and be conveyed to the existing storm sewer system. Detention Facility Appendix C Storage Routing Analysis Parameters t=60s Detention Facility Elevation Depth Discharge Storage 2 s/t 2 s/t + O (ft) (ft) (O, cfs) (s, cf) 308.00 0.0 0.00 0.0 0.0 0.00 309.00 1.0 0.26 31.0 1.0 1.29 310.00 2.0 1.54 243.0 8.1 9.64 311.00 3.0 3.49 2247.0 74.9 78.39 312.00 4.0 4.50 2734.0 91.1 95.63 313.00 5.0 13.57 2775.0 92.5 106.07 * The flow control structure for the smaller storms is a 8" orifice in the weir wall of a proposed inlet structure. The larger storms are controlled by the 10" outfall pipe that connects to the existing storm sewer. See Exhibit C for details. The overflow spillway is a low point in the parking lot with crest at Elev. 312.25' Detention Facility Inflow & Outflow Hydrographs Appendix C Inflow Outflow Anflow Oufflow Inflow Outflow Inflow '04ttlow. bflovv� Outflow -inflow, Outflow, 2yr 2yr 5yr- 5yr loyr to r, 2ar 25yr 775- ' 50yr 100yr, 100y; Time(mia) Q(cfs) I Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(Cfs). -..Q(cfs) Q(cfs) Q(cfs) o 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.41 1 0.02 0.50 0.02 0.57 0.03 0.65 0.03 0.73 0.04 0.76 0.05 2 - - - - T - 083 F- 015 1.01 0.18 1.13 0.22 1.29 0.26 1.4 6 0.30 1.52 0.31 3 1.24 0.37 1.51 0.47 1.70 0.53 1.94 0.60 2.19 0.67 2.29 0.69 4, 1.66 0.63 2.01 0.74 2.26 0179 2.58 0.89 2.92 0.98 3.05 0.99 2.07 0.83 2.52 0.98 2.83 1.00 3.23 1.02 3.65 1.05 3.81 1.06 2.48 170-0---F 3.02 104 3.39 1.07 3.87 1.10 4.38 1.14 4.57 1.15 7 2.90 . �O5 ].52 1.10 3.96 1.14 4.52 1.20 5.11 1.29 5.33 1.33 77-T777 3.31 1.11 4.03 1 19 1.19 4.52 1.27 5.16 1.44 5.84 1.72 6.09 1.84 9 3.73 1.19 4.53 1.34 1 1 34 5.09 1.60 5.81 1.96 6.57 -7T3-0 2.35 --T-86 6.86 2.48 LII,, 4.14 1.33 �SW 1.75 7' �5.6 5 2.10 §AS� 2.53 7.62 - 2.95 3.93 1.62 4.78 2.20 2 '0 P 5.37 2.56 6.13 2.90 6.93 3.12 7.24 3.19 IT 3.73 1.91 4.53 2 '2 2.52 5.09 2.84 5.81 3.09 6.57 3.28 6.86 3.34 13 3.52 2.16 4.28 2.76 276 4.80 3.00 5.49 3.21 6.20 3.39 6.48 3.52 �W3, 4.03 2.86 "6 4.52 3.08 5.16 3.29 5.84 3.61 6.09 3.85 is, 3.11 2.44 3.78 2.94 4.24 3.15 4.84 3.36 5.47 3.85 5.71 4.06 2.90 1 2.52 3.52 3.00 3.96 3.19 4.52 3.41 5.11 4.00 5.33 4.21 17,- 2.69 2.55 3.27 3.02 3.67 3.22 4.20 3.45 4.74 4.09 4.95 4.30 LB 2.48 2 3.02 3'.03 Q3 3.39 '3.23 - 3.87 - 3.52 4.38 4.14 4.57 4.34 2.28 1 2.53 7 2.77 02 3.02 3.11 3.23 3.55 4.01 415 4.19 4.39 777-� 2.07 1 2.49 2.52 2 3 00 3.00 2.83 3.22 3.23 3.53 3.65 4.11 3.81 4.31 21 1.86 1 2.42 27 2.27 2 9F' 2.95 2.54 3.20 2.90 3.47 3.28 4.05 3.43 4.25 22� 1.66 2.34 2.01 0 1 2.89 2 it' 2.26 3.16 2.58 3.42 2.92 3.95 3.05 4.15 '23' 1.45 2.23 76 1.76 2.81 2 1.98 3.11 2.26 3.38 2.55 3.82 2.67 4.02 24' 1.24 2.10 1.51 '1 2.71 27 1 1.70 3.05 1.94 3.34 2.19 3.66 2.29 3.86 2$ 1.04 1.96 26 1.26 2 4 2.54 1.41 2.96 1.61 3.28 1.82 3.45 1.90 3.66 26, 0.83 1.82 1.01 2.83 1.29 3.20 1.46 3.38 1.52 3.43 0.62 1.68 0.76 2.65 0.97 3.11 1.09 3.30 1.14 3.35 28 0.41 1.54 0.50 2.40 0.65 2.99 0.73 3.20 0.76 3.26 '19 0.21 1.39 0.25 1.72 1 0.28 2.13 0.32 2.80 0.36 3.08 0.38 3.15 30", 0.00 1.30 0,00 1.53 0.00 1.85 0.00 2.49 0.00 2.89 0.00 3.00 1 31", 0.00 1.24 0.00 1.35 0.00 1.61 0.00 2.16 0.00 2.62 OM 2.77 31' 0.00 1.17 0.00 1.28 0.00 1.42 0.00 1.85 0.00 2.29 0.00 2.43 33, - 0.00 1 1.14 0.00 1.21 0.00 1.31 1 0.00 1.62 0.00 1.96 0.00 2.10 7773T7-,,� 0.00 1.11 0.00 1.16 0.00 1.24 1 0.00 1.42 0.00 1.69 0.00 1.80 35,, 0.00 1.07 0.00 1.13 0.00 1.18 1 0,00 1.31 0.00 1.49 0.00 1.58 36 0.00 1 1.04 0.00 1.10 0.00 1.14 1 0.00 1.24 0.00 1.33 0.00 1.39 '37 0.00 1.01 0.00 1.06 0.00 1.11 1 0.00 118 OM 1.27 0.00 1.30 0.00 1 0.98 0.00 1.03 0.00 1.08 1 0.00 1.14 0.00 1.20 0.00 1.23 000 0.79 0.00 1.00 0.00 1.04 0.00 1.11 0.00 1 1.15 0.00 1.17 -40 0.00 1 0.68 0.00 0.94 0.00 1.01 0.00 1.08 0.00 1 1.12 0.00 1.14 41'� 0.00 0.53- --0.00 0.75 0.00 0.98 0.00 1.04 0.00 1.09 0.00 1.10 42, 0.00 0.40 0.00 0.63 OM 0.81 0.00 1.01 0.00 1.06 0.00 1.07 ,43" 0.00 0.29 0.00 0.49 0.00 0.69 0.00 0.98 0.00 1.02 0.00 1.04 777-4-7, 0.00 0.21 0.00 0.36 0.00 0.55 0.00 0.81 0.00 0.99 0.00 1.01 45 0.00 0.16 0.00 0.26 0.00 0.41 0.00 0.69 0.00 0.88 0.00 0.97 46 0.00 0.12 0.00 0.19 0.00 0.30 0.00 0.55 0.00 0.74 0.00 0.78 47 0.00 0.10 --70-0 -0-1-5 0.00 0.22 . 0.00 0.41 0.00 0.60 0.00 0.66 4V 0.00 0.07 0.00 0.11 0.00 0.16 0.00 0.30 0.00 0.46 0.00 0.52 49� 22 1 0.06 0.00 0.09 0.00 0.13 0.00 0.22 0.00 0.33 0.00 2 so o oo 0.04 0.00 0.07 0.00 0.10 0.00 0.16 0.00 0.25 0.00 0.28 OM 1 0.03 0.00 0.05 0.00 0.07 0.00 0.13 0.00 0.18 0.00 Mlt 52 0.00 1 0.03 0.00 0.04 0.00 0.06 0.00 0.10 0.00 0.14 0.00 $1, 0.�O 02� 0.00 0.03 0.00 0.04 0.00 0.07 0.00 0.11 0.00 0.12 0.00 1 0.02 0.0010.031 0.06 0.00 0.08 0.00 0.091d Inflow I Outflow Inflow Outflow. Inflow£ Outflow Inflow outflow I Inflow Outflow Inflow k. Outflow; 2yr 2yr syr 5y• loyr 10yr 25yr 25yr 50yr 50r 100 r i 100 r '. ` 55 0.00 0.02 0.00 0.02 0.00 0.03 0.00 0.04 0.00 0.06 0.00 0.07 56'_' 0.00 0.01 O00 0.02 0.00 0.02 0.00 0.04 0.00 0.05 0.00 0.05 57 0.00 0.01 0.00 0.02 0.00 0.02 0,00 0.03 0.00 0.04 0.00 0.04 58 0.00 0.01 0.00 0.01 0.00 0.02 0.00 0.02 0.00 0.03 0.00 0.03 . 39. _ ' 0.00 0.01 0,00 0.01 0.00 0.02 0.00 0.02 0.00 0.03 0.00 0.03 60 0.00 0.01 0.00 0.01 0.00 0.01 0,00 0.02 0.00 0.02 0.00 0.02 61 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.02 0.00 0.02 0.00 0.02 62 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.02 0.00 0.02 63 , ',: 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 64 " 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 65 . ` 0.00 1 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 65' 0.00 1 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 ' 67; 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 -� 68 :. 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 G9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 70'. 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 73' - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 -, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 75' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 76: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77' - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7$ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 79 °: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80 -t,' .; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $�' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 83 " Utt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s4 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 85" 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 sa - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89';' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90 �. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 91: ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 94 - L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95 `; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9d , o.00 o.o0 0.00 0.00 0.00 0.00 0.0E 0.00 0.00 0.00 0.00 0.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T N N 3 3 0 o 43 w � 5 O v v c c 0 0 a a I 0 0 ti 0 0 0 m m L O. i W bD O T _ 3 o O w U K O 03 c o o D c 0 Q w a ! � 0 / I m N B r m r r r N W \ � o 1 V p i0 O O V (V O O O (SID) aBJeyosia T T � n 3 3 0 o � c p v v c c 0 0 a d o 0 0 O m a p 0 L T 2 o� 0 w � x 0 c o o a c Q y v � N o a L / L aer O p m .+ m r I / o N O ® O d +a w � p O O O (5):)) asie4JSIQ T T � O � 3 3 0 o � w= � c � v v c c 0 0 a a I 0 ti 0 ti 0 m N L Q i O by ao 0 T 2 3 � 0 u 3 X o bif y o 3 a o a c £ 0 ® N ao a � B M � / ® O N to tD w p wr ar '-I \ �4' m m. O N O (s��) a8aeyasip 0 �n 3 3 0 0 � O a a c c 0 0 n n I e O N - O ti O 1A L a bA O T 2 O � y„ U a+ X_ 0 ca y O a tO c o a E t w G a° m r t c o ' a LM s r r O ® m in r v o N O M yd m w c-I m W 4 1 (s;�) a8aey�sl0 Pre -Development VS. Post Development Hydrographs Appendix C Pre, Post Pre Post Pre , Post pit post Pro 'Post t Pre, - Post 2yr 2yf 5yr yr 10yr IM, 25yr 50�r 50yr 190yr yr Time(mm) ,,Q (eh) I Q,(Cfs) Q (olii) - Q(Cls) -Q(cfs) Q (of$) Q Ofs): Q WS) Q Ofs) (of$ Q (efs; 'Q (Ofs) 0 ON 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pos 0.00 00 0.00 0.00 _0� 0.27 1 0.03 0.33 0.04 0.37 0.05 0.42 0.06 0.47 0 07 0.07 0.49 0.08 2' 0.54 1 0.18 .65 .22 0.73 0.26 0.84 0.31 0.94 0.35 0 35 0.99 0.37 3 080 042 0.98 0.53 1.10 0.60 1.25 0.68 -0-,9-9 1.42 O7 5 0.75 1.48 0.78 4 1.07 0.70 1.30 0.81 1.46 0.88 1.67 1-89 1 09 1.09 1.97 1.10 $ 1.34 0.91 1 1.83 1.11 2.09 1.15 2.36 1.19 2.46 1.21 61 1.61 1.10 NEI 122 2.19 1.20 2.51 1.25 2.83 1.31 2.96 1.33 "4 1.88 1.16 2.28 L 4 2.56 1.30 2.92 1.38 3.30 1.49 3.45 1.54 8' 2.14 T2_4 1 2.61 1.34 2.93 1.45 3.34 1.64 3.78 1.95 3.94 2.08 9, 2.41 1.33 2.93 1.52 3.29 1.80 3.76 2.18 4.25 2.60 4.44 2.75 0 L 1� 1 168'� 1.49 3,26 1.95 1.6-6 2.32 4.18 2.78 �L72_ 3.14 4.93 - 3.25 11 2.55 1.78 3.10 2.38 3.47 2.77 3.97 3.14 4.48 3.39 4.68 3.47 2.41 2.06 2.93 2.70 3.29 3.04 3.76 3.32 4.25 3.53 4.44 3.61 13. 2.28 2.29 9 2.77 2.9 3.19 3.55 3.42 4.01 3.63 4.19 3.78 2.14 2.46 2.61 3.02 2.93 3.26 3.34 3.50 3.78 3.84 3.94 4.09 15, 2.01 2.56 2.44 3.09 2.74 3.31 3.13 3.55 3.54 4.06 3.70 4.28 16'' 1.88 2.63 2.28 3.13 2.56 3.34 1 2.92 1 3.58 3.30 4.20 3.45 4.42 7777iT77-1 1.74 1, 2.66 1 2.12 3.15 2 38 2.38 3.36 2.71 3.61 3.07 4.28 3.20 4.49 1.61 1 2.65 1 1.95 3.15 19 2.19 3.36 2,51 3.67 2.83 4.31 2.96 �L52 .47 1 1 2.62 1 1.79 3.13 01 2.01 3.35 2.30 2.66 - 2.60 4.30 2.71 4.51 20 1.34 1 2.57 1 1.63 3.10 .3 1.83 3.33 2.09 3.65 2.36 4.26 2.46 4.46 4, -2 1'� 1.21 1 2.49 1.47 3.04 1 6' 1.65 3.30 1.88 3.58 2.12 1 4.18 2.22 1 4.38 22 1.07 1 2.40 1.30 2.97 46 1.46 3.25 1.67 3.52 1.89 4.06 1.97 1 4.27 23, 0.94 1 2.29 1.14 2.88 1.28 2" 3.19 1.46 3.47 1.65 3.92 1.73 4.12 24 0.80 1 2.15 0.98 2.77 F2 1.10 .12 .25 3.41 1.42 3.74 1.48 3.95 25 0.67 1 2.00 0.81 2.59 0.91 0 ' I 3.01 1.04 3.34 1.18 3.52 1.23 3.73 26::: 0 54--F-1-85 0.65 2.40 0.73 0 73 2.87 1 0.84 3.25 0.94 3.43 0.99 3.49 2 7 0.40 T_ 1.70 0.49 2.18 0 , 5 0.55 2.68 1 0.63 3.14 0.71 3.34 0.74 3.40 2U:� 0.27 1 1.56 1 0.33 1.96 0.37 0 37 2.42 0.42 3.01 0.47 3.23 0.49 3.29 20' ..... . 0.13 1.40 0.16 1.73 0 J" 0.18 2.14 0.21 2.81 0.24 3.09 0.25 3.16 3o, 000 i-3o 1.53 0 00 0.00 1.85 0.00 2.49 0.00 2.89 0.00 3.00 0.00 1.24 -o-oo 0100 1.35 0.00 1.61 0.00 2.16 0.00 2.62 0.00 2.77 0-.0-0-F-1.17 0.00 1.28 0.00 1.42 0.00 1.85 0.00 2.29 0.00 2.43 33` 0.00 1.21 0.00 1.31 0.00 1.62 0.00 1.96 0.00 2.10 34, 0.00 1 1.11 0.00 1.16 0.00 1.24 0.00 1.42 0.00 1.69 0.00 1.80 35 0.00 1 1.07 0.00 1.13 0.00 1.18 0.00 1.31 0.00 1.49 0.00 1.58 36 - 0.00 1 1 .04 0.00 1.10 0.00 1.14 0.00 1.24 0.00 1.33 0.00 1.39 0.00 1 1.01 0.00 1.06 0.00 1.11 0.00 1.18 0.00 1.27 0.00 1.30 0.00 1 0.98 0.00 1.03 0.00 1.08 0.00 1.14 0.00 1.20 0100 1.23 0.00 0.79 0.00 1.00 0.00 1.04 0.00 1.11 0.00 1.15 0.00 1.17 40' 0.00 0.68 0.00 0.94 0.00 1.01 0.00 1.08 0.00 1.12 0.00 1.14 41, om 0.53 0.00 0.75 0.00 0.98 0.00 1.04 0.00 1.09 0.00 1.10 0', 0.00 0.40 0.00 0.63 0.00 0.81 0.00 1.01 0.00 1.06 0.00 1.07 43 0.00 1 0.29 0.00 0.49 0.00 0.69 0100 0.98 0.00 1.02 0.00 1.04 7777:j-4� o.00 I o.21 . mo 0.36 0.00 0.55 0.00 0.81 0.00 0.99 0.00 1.01 '45 0.00 1 0-16 1 000 0.26 0.00 0.41 0.00 0.69 0.00 0.88 0.00 0.97 0.00 0.12 0.00 0.19 0.00 0.30 0.00 0.55 0.00 0.74 0.00 0.78 47, 0.00 0.10 0.00 0.15 0.00 0.22 0.00 0.41 0.00 0.60 0.00 0.66 48 0.00 0.07 0.00 0.11 0.00 0.16 0.00 0.30 0.00 0.46 0100 0.52 49 0100 2 0.00 0.09 0.00 0.13 0.00 0.22 0.00 0.33 0.00 0.38 so' 0.00 H24 0.00 0.07 0.00 0.10 0.00 0.16 0.00 0.25 0.00 0.28 0.00 0.03 0.00 0.05 0.00 0.07 0.00 0.13 0.00 0.18 0.00 0.21 _70-0 0.03 1 0.00 0.04 0.00 0.06 0.00 1 0.10 0�.000,14 000 0.16 F._00 -0.02 -1 0.00 0.03 0.00 O0:4 2H020 1 20��N6 9N090 11 1 0.00 0.12 6 _00 0.03 0.00 .,)4� ON8 0.00 0.09 mm� mom= OriTim off 111 111 111 11 111 rin, W111 11 11 off 11 111 #11 111 lot 111 mt I OrISTIM is 0 11 off off mom=1 11 111 111 1 11 1 11 1 11 111 1 11 too off off 1 11 1 11 1 11 1 11 its off # If mom= # 19 1 11 mmmm1 11 111 mmmm1 11 mmmm1 11 mlmm1 11 T T N N y i+ C G v E n 0 o o v v > > v v p p N d 0 a a I ( 0 ti ti 0 N 0 rn L Q i bA W L T G E a x O a p O a v � os a m r v O o � r r r 00® �O W 1 1 9 ® ay "r 00 00 O O O �r N (sp) a8aeyasl0 T T vt � y a+ C C N E fl. o- o o v v > > v ai p p � O a a I I 0 N 0 N 0 rn r O. n�A O � T 2 C c u O O. X O p p G c N Q E a on ! o W L a L r r 10 if LM '® O r � r o^ N ni + r + O r ® 1 OOv 00 O O V nj (SP) OBJE43SIG > o +. c c v E o, o ° v v 0 0 v 0 a a I I 0 ti ti 0 s a 0 2 v T o � 2 C d E u O a O X 'a 9 O O/ N p a o 0 co m ® O F L m / ® I T O ,e ✓ P d° e'1 �o m rvi, - oN i 4 � r O N O V (43) OBJeyosid T uT1 t!1 N N Y Y C � N � a o° w v v � o Y v N ° a a I ) ) 0 0 m C m b 0 T 2 C N E V o Q O % � D C 4! GJ G CL CL o O a a'1 / E L a ® t(1 ~ m / f Ln N do m s w r O m / m / o N a 0 (sjo) OOR43sip APPENDIX D Technical Design Summary SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subdivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section III of these Guidelines. Note: Part 1 — Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 — Executive Summary Report Part 2 — Project Administration Part 3 — Project Characteristics Part 4 — Drainage Concept and Design Parameters Part 5 — Plans and Specifications Part 6 — Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 — Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. j Ideally it will include one or more paragraphs about each item. i 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised Auoust 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY applications that are in process with either City: plat(s), site plans, zoning requests, or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ETJ is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use, of any of the following features: storm drains coupled with streets; detention / retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that has occurred or is planned with other entities (local, state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation, the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One -page drainage report dated , one set of construction drawings (sheets) dated , and a -page specifications document dated comprise the drainage report for this project." STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Start (Page 2.1) En ineerin and Design Professionals Information Engineering Firm Name and Address: Jurisdiction Schultz Engineering, LLC City: Bryan P.O. Box 11995 X College Station College Station, Texas 77842 Date of Submittal: 9117/12 Lead Engineer's Name and Contact Info.(phone, e-mail, fax): Other: Joe Schultz, P.E. (979-764-3900, joeschultz64@verizon.net, 979-764-3910) Supporting Engineering / Consulting Firm(s): Other contacts: . Devslo er er 7 A ° licant Iriforniation Developer I Applicant Name and Address: Phone and e-mail: CC BCS 1 LP CIO Odes Cooper 979-260-7000, 900 Research Parkway Ssit ccooper@caldwellcos.com Collage Stallon, Texas C01 Property Owner(s) if not Developer / Applicant (& address): Phone and e-mail: Project Identfjcation Development Name: Foster Avenue Apartments Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision? Site Project If multi -phase, subject property is phase of Legal description of subject property (phase) or Project Area: (see Section Il, Paragraph B-3a) Lot 9 & 10, Block 3, First Installment College Hills Estates, Volume 96, PG. 468, College Station, Brazos County, Texas If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. N/A General Location of Project Area, or subject property (phase): This project is located at the northwest corner of the intersection between Foster Ave. & Francis Dr. (1024 &1026 Foster Ave.). In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: acres. Bryan: College Station: College Station: 0.74 acres. Acreage Outside ETJ: STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Foster Ave. & Francis Dr. Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Wolf Pen Creek Watershed Plat Information For Project or'Subject Property (or Phase) Preliminary Plat File #: Final Plat File #: Date: Name: Status and Vol/Pg: If two plats, second name: File #: Status: Date: Zoning,16formation For Projector Subject Property (or phase) Zoning Type: PDD Existing or Proposed? Case Code: Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Storm water Management planning For"Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: N/A N/A Preliminary Report Required? N/A Submittal Date Review Date Review Comments Addressed? Yes _ No _ In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. N/A STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised Auoust 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Proiect Administration Continued (page 2.3) Coordination'! For Project or Subject Property (or ;Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Dept. Contact: Date: Subject: Coordination With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non -jurisdiction City Needed? Yes No X Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes —No X Summarize need(s) & actions taken (include contacts & dates): Coordination with TxDOT Needed? Yes No X Summarize need(s) & actions taken (include contacts & dates): Coordination with TAMUS Needed? Yes No X 1 Perm'its Fpr Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective ins aces below. Entity permitted or ' Approved . Status of Actions (include dates) US Army Crops of Engineers No X Yes _ US Environmental Protection Agency No X Yes Texas Commission on Environmental Quality General It will be filed by Construction Contractor. X Permit150000 No Yes Brazos River Authority No X Yes STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Start (Page 3.1) Nature and Scope of Proposed Work, Existing: Land proposed for development currently used, including extent of impervious cover? Multi -Family about 50% impervious cover X Redevelopment of one lap tted lot, or two or more adjoining la tted lots. Site Development _ Building on a single platted lot of undeveloped land. Project Building on two or more platted adjoining lots of undeveloped land. (select all applicable) Building on a single lot, or adjoining lots, where proposed plat will not form a new street (but may include ROW dedication to existing streets). — Other (explain): Subdivision — Construction of streets and utilities to serve one or more platted lots. Development Construction of streets and utilities to serve one or more proposed lots on Project _ lands represented by pending Plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of Multi -family development - 27,806 SF of Building - 80-90% Proposed Impervious Project Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? X No Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No X Yes (Section II, Paragraph 131) or a tributary thereof? Is any part of subject property in floodplain No X Yes Rate Map 48041 CO305E area of a FEMA-regulated watercourse? Encroachment(s) into Floodplain Encroachment purpose(s): — Building site(s) Road crossing(s) areas planned? Utility crossing(s) _Other (explain): No X N/A Yes _ If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. N/A STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Reference the study (& date) here, and attach copy if not already in City files. Yes Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. If subject property is not part of multi -phase project, describe stormwater management No x plan for the property in Part 4. If property is part of multi -phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. The drainage plan for this development will involve the installation of an onsite underground detention facility. 30" diameter pipes will be used to provide the majority of the storage volume. The storm runoff will collect in the parking area and flow into the detention facility through a series of grate inlets and pipes. The detention facility will capture the proposed storm water runoff and convey it through the outfall structure into a storm sewer pipe that will connect to an existing storm sewer pipe on Francis Dr. with a proposed Junction Box. The proposed detention pond will capture the proposed storm runoff and discharge at a rate equal to or less than the existing design flows. Do existing topographic features on subject property store or detain runoff? x No _ Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? x No _ Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) x Detention is required. _ Need must be evaluated. Detention not required. What decision has been reached? By whom? If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised Auqust 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase)'(contfnued) Does subject property straddle a Watershed or Basin divide? x No Yes If yes, describesplits below. In Part 4 describe design concept for handlin this. Watershed or Basin Larger acreage I Lesser acreage Above -Project Areas(Section II, Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? x No —Yes Sizes) of area(s) in acres: 1) 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary); N/A Flow determination: Outline hydrologic methods and assumptions: N/A Does storm runoff drain from public easements or ROW onto or across subject property? x No Yes if yes, describe facilities in easement or ROW: N/A Are changes in runoff characteristics subject to change in future? Explain N/A Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? No x Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). Through existing storm sewer system. STORMWATER DESIGN GUIDELINES Page S of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) j(contlnued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? _ plat, or easements instrument. If instrument(s), describe their provisions. exist for any part of N/A pathway(s)? x No Yes Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) N/A Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Existing storm sewer system along Francis Dr. (Existing 30" RCP Pipe) Nearby Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? x No Yes If yes, explain: STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. N/A Discharge(s) To Lower Property(ies) (Section II, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? x No _Yes Separate Instrument? x No Yes Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring x Pre -development Release (Scenario 2) property(ies)? Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit # ) N/A Scenario 2: Provide general description of how release(s) will be managed to pre -development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit # s ) Two types of release for the site: Type 1 - Detention and piped into existing storm sewer system and Type 2 - sheet flow partially concentrated discharged into Francis Dr. Combination: If combination is proposed, explain how discharge will differ from pre - development conditions at the property line for each area (or point) of release. N/A If Scenario 2, or Combination are to be used, has proposed design been coordinated with owners) of receiving property(ies)? x No Yes Explain and provide _ documentation. Receiving properties are public ROW. STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept( continued) Within Project Area Of Multi -Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result N/A in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? x No N/A Yes How will runoff from Project 1. _ With facility(ies) involving other development projects. Area be mitigated to pre- 2 x Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit # ) N/A 2. For Overall Project Area (type & location of facilities): (Attached Exhibit # B ) Underground detention storage facility, under parking & driveways. 3. By phase (or site) oroiect: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? X No Yes In which phase(s) or project(s)? o. Are other Best Management Practices for reducing stormwater pollutants proposed? a No X Yes Summarize type of BMP and extent of use: m Silt Fence, Construction Exit, Seeding, Grass Block Sod, & Erosion o z protection. cc If design of any runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. n 1 Detention elements Conduit elements Channel features Swales Ditches Inlets Valley gutters _ Outfalls Culvert features Bridges Other STORMWATER DESIGN GUIDELINES Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.3) Stormwater Management'Concept (continued) Within Project Area Of Multi -Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? x No Yes Identify type and general size and in which phase(s). N/A If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): No Project Phasing Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? Yes x No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? Surfaces? o• 3 U) Steepest side slopes: Usual front slopes: Usual back slopes: Vl } N Flow line slopes: least Typical distance from travelway: =o typical greatest (Attached Exhibit # ) o z 0 L Are longitudinal culvert ends in compliance with B-CS Standard Specifications? Yes No, then explain: w At intersections or otherwise, do valley gutters cross arterial or collector streets? No Yes If yes explain: U N N NAre valley gutters proposed to cross any street away from an intersection? rn0 No Yes Explain: (number of locations?) _ _ c STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) . Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Usual Greatest Are inlets recessed on arterial and collector streets? Yes No If "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _ Yes _ No If no, explain where and why not. C1• Will inlet size and placement prevent exceeding allowable water spread for 10-year 4) design storm throughout site (or phase)? _ Yes _ No If no, explain. rn nSag curves: Are inlets placed at low points? Yes No Are inlets and g conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? 8 Yes No Explain "no" answers. .3 u, d N m Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? Yes No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes _ No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? No x Yes Identify length(s) and where used. Lengths Vary, locations can be found on Exhibit C - Drainage Plan N Pipe runs between system Typical vary Longest 135 } access points mX Are junction boxes used at each bend? Yes x No If not, explain where y and why. o Detention Facility and drain system are connected. The inlets provide z -o access to the drain system. E y Are downstream soffits at or below upstream soffits? Least amount that hydraulic w Yes x No If not, explain where and why: grade line is below gutter line (system -wide): STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH, DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.5) Sto rnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). U 1) Watercourse (or system), velocity, and angle? w c a1 ' o E 2) Watercourse (or system), velocity, and angle? c a o 40 v C aa)i E v 3) Watercourse (or system), velocity, and angle? N 1 R N 7 O 'o a E y For each outfall above, what measures are taken to prevent erosion or scour of Nreceiving and all facilities at juncture? m 1) m n 2) �I N N 0 3) Are swale(s) situated along property lines between properties? No Yes Number of instances: For each instance answer the following questions. Surface treatments (including low -flow flumes if any): C1• N N d v, G Flow line slopes (minimum and maximum): .m O & treatment). Outfall characteristics for each (velocity, convergent angle, end -Z/ m 7� m 3 m < Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? Yes No If "no" explain: STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Desian Parameters Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? No Yes if so, provide the following: Is 25-year flow contained with 6 inches of freeboard throughout ? _ Yes _ No Y Are top of banks separated from road shoulders 2 feet or more? Yes No — _ Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No o — w For any "no" answers provide location(s) and explain: v m 0 If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: N Is 100-year design flow contained in conduit/swale combination? —Yes —No N If "no" explain: 0 U 0 Space for 100-year storm flow? ROW— Easement— Width Z c Swale Surface type, minimum Conduit Type and size, minimum and maximum }( and maximum slopes: slopes, design storm: 0 m Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): 0 c m — U O O c a o Access Describe how maintenance access is provided (to swale, into conduit): 0 o f6 E � a o w Instance 2 Describe general location, approximate length: E CD fN (U v Is 100-year design flow contained in conduit/swale combination? —Yes —No ° o If "no" explain: m a C E r Space for 100-year storm flow? ROW Easement Width 8 u Swale Surface type, minimum Conduit Type and size, minimum and maximum m and maximum slopes: slopes, design storm: 0 `m N Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): d m C 3 0 N a) Q Access Describe how maintenance access is provided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.7) Stormwater Management 'Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If 'yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c n o W ri t8 aS Is 100-year design flow contained in swale? Yes No Is swale wholly 2 } _ within drainage ROW? Yes No Explain "no' answers: m 0 Access Describe how maintenance access is provide: o �z a Instance 2 Describe general location, approximate length, surfacing: � m ` 1, � W a� o E 3 coIs 100-year design flow contained in swale? _ Yes _ No Is swale wholly m within drainage ROW? Yes No Explain "no' answers: _ o ca N O of Access Describe how maintenance access is provided: U_ d 7 a Instance 3. 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? _ No Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. Will design replicate natural channel? _ Yes No If "no", for each instance o n describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year o to design flow, and amount of freeboard: N � Instance 1: C } N E N 'o Instance 2: o. E 0 z _ a: C Instance 3: m r U STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.8) Stormwater Management Concept (continue Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks): Are these used? x No Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? x Yes _ No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. c c Watercourses (and tributaries): Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? x No Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address E existing and proposed section size and shape, surfaces, alignment, flow line changes, > length affected, and capacity, and provide full documentation of analysis procedures and data. Is full report submitted? Yes No If "no" explain: a E a N/A c co UAll Proposed Channel Work: For all proposed channel work, provide information requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? _ Yes _ No If not, identify location and explain: Are ROW / easements sized to contain channel and required maintenance space? Yes _ No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.9) Stormwater Managemerit Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 1 For each provide info. below. For each dry -type facility: Facility 1 Facility 2 Acres served & design volume + 10% .74 2775 100-yr volume: free flow & plugged 2723 2768 Design discharge (10 yr & 25 yr) 3.23 3.55 Spillway crest at 100-yr WSE? _ yes X no yes _ no Berms 6 inches above plugged WSE? _yes X no yes _no Explain any "no" answers: Spillway is a low point in the Parking lot. There are no berms, the water in the plugged condition will pond in the parking } lot and discharge in multiple spots into the Francis Dr. ROW and Street. For each facility what is 25-yr design Q, and design of outlet structure? Facility 1: Inflow:6.454 cfs Outflow:3.875 cfs, 8" orifice & rectangular 0 Z Facility 2: weir Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: X Yes _ No Facility 2: _ Yes _ No If "no" explain: Vl O a 0 Q. For each, what is velocity of 25-yr design discharge at outlet? & at s illwa ? °' Facility 1: N/A & Facility 2: & Are energy dissipation measures used? X No Yes Describe type and u- location: The detention facility discharges into a newly constructed junction box a set on the existing 30" RCP Storm Sewer along Francis Dr. 0 E a For each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility 1: 100 year water surface contained with in the parking area. Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility': Detention pond discharges into existing storm sewer. Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: N/A Facility 2: STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.10) Stormwater Management Concept (continued) , Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Facility 1; Yes L Facility 2: c o a) oFor additional facilities provide all same information on a separate sheet. Are parking areas to be used for detention? No X Yes What is maximum depth due to required design storm? 6" Roadside Ditches: Will culverts serve access driveways at roadside ditches? X No _ Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? Yes _ No Without causing flowing or standing water on public roadway? Yes _ No Designs & materials comply with B-CS Technical Specifications? Yes _ No Explain any "no" answers: C1• rn C oAre culverts parallel to public roadway alignment? Yes No Explain: U a)N } (0 o. Creeks at Private Drives: Do private driveways, drives, or streets cross drainage io ways that serve Above -Project areas or are in public easements/ ROW? NZ No Yes If "yes" provide information below. How many instances? Describe location and provide information below. Location 1: 2t U Location 2: Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Managettient Concept (continued) , Within Or Serving Subject Property (Phase, or Site) (continued) Named Resrulatory Watercourses 1& Tributaries): Are culverts proposed on these facilities? No Yes, then provide full report documenting assumptions, _ criteria, analysis, computer programs, and study findings that support proposed design(s). is report provided? Yes _ No If "no", explain: Arterial or Maior Collector Streets: Will culverts serve these types of roadways? NNo Yes How many instances? For each identify the location and provide the information below. Instance 1: N Instance 2: c 0 Instance 3: c O 0 W Yes or No for the 100-year design flow: 1 2 3 z E o Headwater WSE 1 foot below lowest curb top? c ESpread of headwater within ROW or easement? C1. ca rn Is velocity limited per conditions (Table C-11)? N Explain any "no" answer(s): W O CO N U 3 0 v o Minor Collector or Local Streets: Will culverts serve these types of streets? No Yes How many instances? for each identify the location and provide the information below: 0 0 m w Instance 1: Nc Instance 2: � m u, o Instance 3: tf w L) For each instance enter value, or "yes" / "no" for: 1 2 3 y Design yr. headwater WSE 1 ft. below curb top? 100-yr. max. depth at street crown 2 feet or less? E Product of velocity (fps) & depth at crown (ft) = ? o Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? _ Yes No If not, identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? No _ Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? No _ Yes If yes, identify location(s) and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? No _ Yes If "yes" identify location(s), describe outfall design treatment(s): c .c 0 U t r > Is scour/erosion protection provided to ensure long term stability of culvert structural 0 components, and surfacing at culvert ends? Yes _ No If "no" Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? _ Yes _ No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? No Yes if "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? Yes _ No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13) Stormwater Management Concept '(continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? x No Yes _ If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? N N m m A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? —Yes —No If "no" explain: Is a Stormwater Provide a general description of planned techniques: ;2:1 Pollution Prevention Construction Exists, detention pond, silt fence, & Plan (SW3P) revegetation C1 established for d project construction? m 3: No x Yes Special Designs — Non -Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? x No _ Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? Yes No If "no" explain: STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Desian Parameters Continued (Page 4.14) Stormwater ManagementConcept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs — Deviation From B-CS Technical Specifications -ma If any design(s) or tenal(s) of traditional runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements Drain system elements _ Channel features Culvert features _ Swales Ditches _ Inlets _Outfalls Valley gutters _ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters r Hydrology Is a map(s) showing all Design Drainage Areas provided? x Yes No Briefly summarize the range of applications made of the Rational Formula: Detention design & inlet design. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 0.74 acres Location (or identifier): STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Conceot and Desian Parameters Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of Toncentration, was segment analysis used? —No x Yes in approximately what percent of Design Drainage Areas? +oo As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? x No _Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall 2,5,10,25,50,100 100 Detention facilities: outlet and conveyance structure(s) 2,5,10,25,50,100 100 Detention facilities: volume when outlet plugged 100 100 Culverts serving private drives or streets Culverts serving public roadways Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) Lowest (feet per second) Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: For conduit type(s) Coefficients: STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16) 'Design Parameters {continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? x No _Yes Head and friction losses x No _ Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? x Yes _ No Are elevation drops provided at inlets, manholes, and junction boxes? x Yes _ No Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? _Yes No For 100-year flow conditions? _Yes _No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? _ Yes _ No Outside of straight sections, is flow regime within limits of sub -critical flow? Yes No If "no" list locations and explain: Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainaae Concept and Desian Parameters Continued (Page 4.17) Design ,Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher Excel spreadsheets, AutoCAD Hydraflow Express, AutoCAD Hydraflow Hydrographs Part 5 — Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions Add any concluding information 'The storm water system and detention facilities are designed in accordance with the BCS Drainage Design Guidelines. Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desi n Summa Draina a Re ort b si nin and sealin below. "This report (plan) for the drainage design of the development named in Part 8 was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regu/atory agencls;rT�rosed drainage improvements have been issued or fall under applicable g r�1¢i;��l��rmitse° �.�, 6y� ° 9is (Aff6�rSe�l)PRO, JOSEf I P. SCHo LT' License Professional Engineer ...... State of Texas PE No. STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012