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25 Brazos Valley Bank Bldg 04-56 4030 SH6 S
Drainage Report for Brazos Valley Bank Building Phase 2 College Station, Texas October 2004 Developer: Brazos Valley Bank Building Group, ltd. 2508 Menjrnac Court College Station , Texas 77845 (979) 764-2667 Prepared Bv: T E XCON General Contractors 1 70 7 Graham Road College Station , Texas 77 845 (9 7 9) 794-7743 CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No . 65889, State of Texas, certify that this report for the drainage design for the Brazos Valley Bank Building, Phase 2 in College Station, Texas , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof, with the exception that storm water runoff detention is not being required for this project since the site discharges directly into an existing storm s ewer system and then immediately into the 100-year floodplain limits. ~Lllc&z = GiilgCurso, P.E. TABLE OF CONTENTS BRAZOS VALLEY BANK BUILDING, PHASE 2 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OF TABLES ......................................................................................... .-........................................................................ 2 INTRODUCTION ................................................................................................................................................................... 3 GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 3 FLOOD HAZARD INFORMATION .................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ........................................................................................................................................ 3 STORM WATER RUNOFF DETERMINATION .............................................................................................................. .4 STORM SEWER PIPE & GRATE INLET DESIGN ......................................................................................................... .4 CONCLUSIONS ..................................................................................................................................................................... 5 APPENDIX A .......................................................................................................................................................................... 6 Calculations EXHIBIT A ............................................................................................................................................................................ 14 Post Development Drainage Area Map LIST OFT ABLES TABLE 1 -Rainfall Intensity & Runoff Data .......................................................................................... 4 2 DRAINAGE REPORT BRAZOS VALLEY BANK BUILDING, PHASE 2 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of th e parking area and permanent building for Phase 2 of the Brazos Valley Bank Buildin g, w hi c h is on Lot 1, Block l of the Graham Corner Plaza project. This report will also sho w th at th e storm wate r runoff generated by this project will be collected by a storm sewer sys tem th at ti es into the existing storm sewer system constructed with the Graham Corner Plaza Subdivision project. The existing storm system was designed for fully developed condition s, so there should be minimal offsite or downstream impact due to the construction of this project. GENERAL LOCATION AND DESCRIPTION The project is located on Lot 1, Block l of the Graham Corner Plaza de velopment (2.4 8 ac res) located in College Station, Texas. Before construction of Phase 1, the site was open land with grass . The existing ground elevations range from elevation 286 to elevation 289 . The ge ne ral location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Lick Creek Drainage Basin. The site is located in a Zone X Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal Emergency Management Agency for Brazos County, Texas and incorporated areas dated February 9, 2000 , panel number 48041C0201 D. Zone X Areas are determined to be outside of th e 500-yr floodplain. This site is not within the limit of study for the FIRM. However, th e approxim ate 100-year floodplain limits and the floodway were previously determined by Rob ertson Engineering for the City of College Station, and these limits were included on the Final Pl a t for the project. None of the floodplain area is located on this sit e. DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from this site is collected by the existing storm sewer system and then discharged into the North Fork of Lick Creek and the 100-year floodplain; there fore, no detention is required for this project. The drainage area boundaries are shown on E xhibit A . DRAINAGE DESIGN CRITERIA The desi gn parameters for the storm sewer are as follows : • The Rational Method is uti 1 iz ed to determine peak storm wat e r runoff rat es fo r th e stom1 sewer desi gn . • D esi gn Storm Frequ enc y Stom1 sewe r sys tem I 0 and I 00-yea r sto m1 s eve nt s • Runoff Coefficients Undeveloped areas Developed areas c = 0 .30 c = 0 .85 • Rainfall Intensity equations and valu es for Brazos County can be found in T abl e 1. • Time of Concentration, 4: -Since these are small e r drainage areas , a minimum tc of 10 minutes is used to determine the rainfall intensity values. STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 10-, 25-and 100-year storm events. The runoff coefficients are based on the development of this tract. The drainage areas are shown in Exhibit A . Runoff conditions are summarized in Table 1. TABLE 1 -Rainfall Intensity & Runoff Data Area c 10 year storm 25 year storm 100 year storm tc Area# (acres) A 1 A2 A l C 1 C 2 C3 CTotal Total *201 2 .27 2 .27 0 .85 0 .85 1 0.2 3 0.06 0.29 0.85 0 .67 2 0.4 6 0 .11 0 .57 0.85 0 .3 0 .74 2A 0 .22 0.05 0 .27 0 .85 0 .3 0 .75 3 0 .19 0.05 0 .24 0 .85 0.67 4 0.40 0.13 0 .53 0 .85 0 .3 0 .72 4A 0 .29 0.08 0 .37 0 .85 0 .3 0 .73 *207 1.07 1.07 0 .85 0.85 * Refer to Graham Comer F laza Drainage ~eport for more information . The Rational Method : Q =CIA Q = Flow (cfs ) A= Area (acres) C = Runoff Co eff. I = Rainfall Intensity (in/hr) Brazos County: 10 vear storm b = 80 d = 8 .5 e = 0.763 I = b I (tc+d)• tc =Time of concentration (min) 25 year storm b = 89 d = 8 .5 e = 0 .75 100 year storm b = 96 d = 8 .0 e = 0 .730 STORM SEWER PIPE & GRATE INLET DESIGN (min) 10 10 10 10 10 10 10 10 110 010 (in/hr) (cfs) 8.635 16 .66 8.635 1.69 8 .635 3 .66 8 .635 1.74 8 .635 1.39 8 .635 3.27 8 .635 2 .34 8 .635 7 .85 tc = L/(V*60) L = Length (ft) 125 (in/hr) 9 .861 9 .861 9 .861 9.861 9 .861 9.861 9 .861 9 .861 V =Velocity (fUsec) 02s 1100 (cfs) (in/hr) 19.03 11.639 1.93 11 .639 4 .18 11 .639 1.99 11 .63 9 1.59 11 .639 3.74 11 .639 2 .67 11 .639 8 .97 11 .639 This proj ect consists of the construction of the permanent bank building, additional parking, and expanding the storn1 se w er system . Th e propos ed storm sewer s yst em wi II ti e into the e xisting private storm sew e r s yst e m and discharge into th e North Fork of Lick C reek . T he ex istin g storm sewer pip e sys te m was d esi g ned for both Ph ases I & 2. Grate inl e ts w il l coll ec t th e runoff from th e Ph ase 2 d e ve lopm e nt , and conn ect to th e existin g stom1 0 100 (cfs) 22 .46 2.28 4 .94 2.35 1.88 4 .41 3.15 10 .59 sewer system . The existing private storm sewer system ties into the existing Pipe 2 (refer to the Graham Comer Plaza Drainage Report, July 2003). Pipes 6 & 10 were partially constructed with Phase 1. For the Phase 2 construction, these two pipes will be lengthened and connected to two proposed area inlets. As previously stated, the storm water runoff from this site will be collected by the proposed storm sewer system, which ties into the existing storm system, which flows directly into the North Fork of Lick Creek . The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe meeting the requirements of ASTM C-789 for the 24" and 30" diameter pipes. The 15" and 18" pipe material will be A-2000 corrugated PVC pipe or HDPE pipe. The grate inlets in the pavement areas .and the junction box will be cast-in - place or pre-cast concrete. The proposed storm sewer grate inlets were sized using the orifice equation , solving for the clear opening area: Q = 4 .82 *Ag* y 112 ¢ Ag = QI (4.82 * y1'2 ) where Q = capacity, cfs Ag= clear opening area, sq . ft. y = total depth of water on the inlet, ft. The capacities of the grate inlets were reduced by 50% for clogging. Data pertaining to inlet sizes and design calculations are summarized in Appendix A The grate inlets were designed for a maximum depth of 6" for the 10-year storm event. There are no curb inlets proposed for this development. Appendix A contains a summary of the storm sewer pipe design parameters and calculations , including a summary of the flows through the storm sewer system for the 10 and 100-year events. All pipes are 15 " in diameter or larger. The pipes for the storm sewer system were designed based on the 10-year storm event, and they will also pass the 100-year storm event. The velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second , and it does not exceed 15 feet per second. As the data shows , even during low flow conditions , the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pip e system will occur in Pipe No. 5 . The maximum velocity for the pipe system in this development will be 8 .6 feet per second and will occur in Pipe No. 6. Refer to Appendix A for calculations and data . Exhibit A also shows four 8" diameter roof drain collection pipes, which connect to the proposed storm sewer system. No design is provid ed for thes e pipes since the roof area is included in the drainage area calculations for the stonn sewe r inlets and pipes. CONCLUSIONS The construction of this project will increase the storm water runoff from this site . However, th e runoff will be collected b y the proposed storm sewer syste m, connect to the existing stom1 sewer system, and discharge into the l 00-yea r floodplain . The in c reased flow in this tributar y should not have a significant impact on the sun-otmding prop e rt y. No flood dama ge to do w nstr ea m or adjacent landown ers is expected as a res ult of this development. 5 APPENDIX A Calculations Brazos Vall ey Bank Phase 2 Grate Inlet Summary Q = 4.82 *Ag* y 112 ¢ y = (QI (4 .82 * Ag))2 Where : Q = flow at inlet, cfs Ag = open area of inlet, ft 2 y = depth at inlet, ft Conditions for Development of Phases 1 & 2: Inlet Grate Actual Inlet Contributing Model Size Ag Number Drainage Areas number (in x in) (in2) 1 4 V-5728 26 x 26 370 .0 2 2 V-5728 26 x 26 370 .0 3 (existing) 1+2A V-5728 26x 26 370.0 4 (existing) 3+4A V-5728 26x 26 370.0 Design A, 50"!. clogging (in2 ) 185.0 185.0 185.0 185.0 10-Year Storm 100-Year Storm 010 Depth, y 0100 Depth, y (cfs) (ft) (in) (cfs) (ft) (in) 3.27 0 .28 3 .3 4 .41 0 .51 6 .1 -------------- 3.66 0.35 4 .2 4 .94 0.64 7.6 ------- 3.43 0.31 3.7 4.63 0.56 6.7 --1-- 3.73 0.36 4.4 5.03 0.66 7.9 Brazos Valley Bank Phase 2 Pipe Calculations Pipe# Size Length Slope (in) (ft) (%) 2 (Exi stin g ) 30 167 .5 0 .70 --- 5 (Existing) 30 51 .8 0 .70 6 24 169 .3 1.40 - 7 15 117 .9 1.00 --- 8 18 38.4 1.20 : -·--- 9 (Existi ng ) 18 160 .8 1.10 - 10 15 196.5 0 .60 Pipe 2 0 10 Area 201 , 207 0 25 Area 201 , 207 0 100 Area 201 , 207 Pipe 6 0 10 Area 207 , 2 , 2A 0 25 Ar~a 207 , 2 , 2A 0 100 Area 207 , 2 , 2A Pipe 8 0 10 Ar ea 20 7 (exist. Pipe 1) 0 25 Area 207 (exist. Pipe 1) 0 100 Area 207 (e xi st. Pipe 1) Pipe 10 0 10 A rea 4 0 25 Area 4 0 100 Area 4 Inlet Outlet Invert Elev Invert Elev (ft) (ft) 277.45 276.28 277.96 277 .60 280 .83 278.46 282 .76 281 .58 282 .00 281 .54 280 .73 278.96 282.68 281 .50 24 .51 28 .00 33 .04 = 13 .26 15.14 17.87 7 .85 8.97 10 .59 3 .27 3 .74 4.41 10-year storm 100-year storm 010 0100 V10 Travel Time, lrn V 100 Travel Time, t1100 %Full % Full (cfs) (fps) (sec) (min) (cfs) (fps) (sec) (min) 24 .51 7 .2 65 .8 23 0 .39 33 .04 7.4 85 .7 23 0 .38 21 .95 7 .0 61 .0 7 0 .12 29 .59 7.4 76 .2 7 0 .12 13 .26 8 .0 52 .0 21 0 .35 17 .87 8 .6 62 .8 20 0 .33 3 .66 5 .1 56.4 23 0 .39 4.94 5.5 69 .1 21 0 .36 7.85 6 .6 63 .7 6 0 .10 10 .59 6.9 81 .2 6 0 .09 7 .00 6 .2 60 .7 26 0.43 9.44 6 .6 75 .8 24 0 .41 3.27 4.6 56 .0 43 0 .71 4 .41 4 .9 68 .5 40 0 .67 Pipe 5 0 10 Area 207 , 1, 2, 2A 3, 4, 4A 21.95 025 Area 207 , 1, 2, 2A 3. 4. 4A 25.07 0 100 Area 207, 1, 2 , 2A 3, 4, 4A = 29 .59 Pipe 7 0 10 Area 2 3.66 025 Area 2 4 .18 0 100 Area 2 4 .94 Pipe 9 0 10 Area 3, 4, 4A 7.00 025 Area 3, 4 , 4A 8.00 0 100 Area 3, 4, 4A 9 .44 Pipe 2 -10 Year Sto rm Mann i ng P i pe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ............................ . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30.0000 in 24.5100 cfs 0 .00 7 0 ft/ft 0 . 0 14 0 19 .7309 in 4 .9087 ft2 3 .4234 ft2 56.7501 in 94.2478 in 7.1596 fps 8 .68 6 6 in 65 .7698 % 31 .866 2 cfs 6.4917 fps Pipe 2 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .. : ....................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ................... · · · · · · · · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter .... · ................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valley Bank, Ph as e 2 College S t ation, Texa s Circular Depth of Flow 30 .0000 in 33.0400 cfs 0 .0070 ft/ft 0 .0140 25 .7185 in 4.9087 ft2 4.4792 ft2 71 .0042 in ·94 .2478 in 7.3763 fps 9.08 4 1 in 85 .72 85 % 31 .866 2 cfs 6 .491 7 fps Pipe 5 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth ......................... '.. Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ........................ . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30.0000 in 21.9500 cfs 0.0070 ft/ft 0. 0140 18.2978 in 4.9087 ft2 3.1358 ft2 53.7738 in 94.2478 in 6.9997 fps 8.3974 in 60.9926 % 31 .8662 cfs 6 .4917 fps Pipe 5 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Pha s e 2 College Stati o n, Texa s Circular Depth of Flow 30.0000 in 29.5900 cfs 0 .0070 ft/ft 0 .0140 22.8602 in 4.9087 ft2 4. 0135 ft2 . 63 .6705 in 94.2478 in 7. 3726 fps 9.0772 in 76 .2005 % 31 .8662 cfs 6.4917 fps Pipe 6 -10 Ye ar Storm Manning P i pe Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth ........................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 13 .2600 cfs 0 .0140 ft/ft 0. 014 0 12 .4712 in 3.1416 ft2 1 .6 493 ft2 38.6418 in 75 .3982 in 8.0397 fps 6.1462 in 51.9635 % 24.8552 cfs 7. 9117 fps Pipe 6 -1 00 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Brazos Valley Bank, Pha se 2 College Station , Te x a s Circular Depth of Flow 24.0000 in 17.8700 cfs 0. 0140 ft/ft 0. 0140 15 .0640 in 3.1416 ft2 2.0759 ft2 43.8958 in 75.3982 in 8 .6085 fps 6.8099 in 62.7667 % 24.8552 cfs 7.9117 fps Pipe 7 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 15.0000 in 3.6600 cfs 0.0100 ft/ft 0 .0140 8.4626 in 1 .2272 ft2 0.7136 ft2 25.4924 in 47.1239 in 5.1290 fps 4.0309 in 56.4173 % 5 .9984 cfs 4.8879 fps Pipe 7 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n ..................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ... · ................... . Velocity ....................... . . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Pha s e 2 College Stat io n, Tex a s Circular Depth of Flow 15.0000 in 4.9400 cfs 0.0100 ft/ft 0. 0140 10.3696 in 1 .22 72 ft2 0.9050 ft2 29.4513 in 47.1239 in 5.4583 fps 4.4252 in 69.1307 % 5 .9 984 cfs 4 .8879 fps Pipe 8 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area .......................... ·.· Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 7 .8500 cfs 0.0120 ft/ft 0 . 0140 11.4659 in 1.7671 ft2 1.1879 ft2 33.2699 in 56.5487 in 6.6083 fps 5.1415 in 63 .6992 % 10.6850 cfs 6.0465 fps Pipe 8 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Ph a s e 2 College St atio n, Texas Circular Depth of Flow 18.0000 in 10.5900 cfs 0.0120 ft/ft 0. 0140 14.6100 in 1.7671 ft2 1.5363 ft2 40.3883 in 56.5487 in 6.8931 fps 5.4775 in 81.1667 % 10.6850 cfs 6.0465 fps Pipe 9 -10 Year S torm Manning P i pe Cal c ulator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . F l owrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: ' Depth ........................... . Area ........................... . Wetted Area .................... . Wetted Peri mete r ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Rad i us ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circ ula r Depth of Flow 18 .0000 in 7 .0 0 00 cfs 0. OllO ft/ft 0.0 14 0 10.9306 in 1.7671 ft2 1.12 30 ft2 32.1 657 in 56.5 4 87 in 6.23 3 1 fps 5.0 2 76 i n 60.725 4 % 10.2301 cfs 5.7891 fps Pipe 9 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diamete r ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Resul t s : ·Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Perimete r ............... . Perimete r ...................... . . Velocity ....................... . Hydraul i c Radius ............... . Percent Fu l l ................... . Full f l ow Flowrate ............. . Full f l o w ve l oci t y ............. . Brazos Valle y Bank, Phase 2 College Stati o n, Texas Circular Depth of Flow 18.0000 in 9.4400 cfs O .OllO ft/ft 0. 0140 13 .6401 in 1. 7671 ft2 1 .4368 ft2 -38 .0245 in 56 .5 4 87 in 6 .5703 fps 5 .4411 i n 75 .7 786 % 10 .23 01 cfs 5 .7 891 fp s Pipe 10 -10 Year Storm Manning Pipe Cal cul ator Given Input Data: Shape .......................... . Solving for .................... . Diamete r ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Circular Depth of Flow 15.0000 in 3.2700 cfs 0 .0060 ft/ft 0 .0120 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 . 4024 in Area ............................ . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 1 .22 7 2 ft2 0.7074 ft2 25 .3712 in 47.1239 in 4.6228 fps 4.0148 in 56 .0161 % 5 .4207 cfs 4.4172 fps Pipe 10 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter .... · ................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Va lle y Bank, Phase 2 Col lege Station, Te x as Circular Depth of Flow 15.0000 in 4.4100 cfs 0.0060 ft/ft 0.0120 10 .2 752 in 1.2272 ft2 0 .8959 ft2 29.2476 in ·47 .1 239 in 4 . 9222 fps 4 . 4111 in 68 .5016 % 5 .420 7 cfs 4 .4172 fps EXHIBIT A Post Development Drainage Area Map 14 I Carol Cotter -Development Permit Information -BV Bank Buildi!lg From: To: Date: Subject: Dear Carol : Robert Payne <rpayne@RLPAYNE.com> 'Carol Cotter' <ccotter@cstx.gov> 12/13/2005 2:56 pm Development Permit Information -BV Bank Building The General Contractor for the construction of the building is Vaughn Construction . Contractor: Vaughn Construction Address : 1716 Briacrest Drive Suite 650 Bryan, Texas 77802 Telephone: 979-260-7600 Fax : 979-260-7676 Project Manager: Paul Byrne Email: pbyrne@vaughnconstruction .com Superintendent: Brett Shirley Cell Phone : 979-412-1324 I hope this helps , (Happy Holidays) Robert L. Payne , Jr. R. L. Payne & Associates, Inc. 1509 Emerald Parkway Suite 104 College Station , Texas 77845 (979) 696-7272 Voice RPayne@RLPayne .com www.RLPayne .com vr CITY OF C OLLEGE STAT I ON Planning & Development Services SITE LEGAL DESCRIPTION: Graham Corner Plaza Block 1, Lot1 DATE OF ISSUE: 11/11/04 OWNER: DEVELOPMENT PERMIT PERMIT NO . 04-56 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 4030 State Highway 6 South DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Brazos Valley Bank Building Group, Ltd . 4030 SH6 S College Station, Texas 77845 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E ., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to , paint, oil, solvents , asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilit ies . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date Item No . 1 2 3 4 5 6 7 8 9 10 11 12 WATERLINE CONSTRUCTION COST ESTIMATE BRAZOS VALLEY BANK BUILDING COLLEGE STATION , TX Description Water 6" Water PVC CL200 (C909) structural 6 " Water PVC CL200 (C909) non-structural 8" Water PVC CL200 (C909) non-structural 6" 22.5° Bend 8" 45° Bend 8"x6" M.J . Tee 6"x1 .5" Service Saddle with Valve 6" M.J . Cap Fi re Hydrant Assembly Relocate Blowoff Assembly 12"x8" Tapping Sleeve and Valve Connect to Existing Line Estimated Quantity Unit Price/Unit 107 LF $28 .00 11 LF $20.00 20 LF $22 .00 1 1 1 2 EA $250 .00 EA $350 .00 EA $350 .00 EA $500 .00 EA $200 .00 EA $2 ,250 .00 EA $150 .00 EA $4 ,500 .00 EA $500 .00 Total= _ .... ""''''' --"iE. OF /"\\l ;-<,..'r •••••••• l::J-'· , 0 ••• *··. ·~7 '& , •• •• '\S) f. '* .• •. •a t!*: '•*'I ~..................... . * ·~ "' JOSEPH ··············~ l·············a·P. SCH Tl ~ i~\ 6 ... ·······::···; ffo-<'··~~ 'T •• . . .. . 0'- '0A· • 1 'E.~ -'"'T\ 11-\ -.. -0.-.:" ....... ~:;(,~~""' //r/(r Ot 11 -Nov-04 Total $2 ,996 $220 $440 $250 $350 $350 $500 $200 $4 ,500 $150 $4,500 $500 $14,956 WATERLINE CONSTRUCTION COST ESTIMATE 11-Nov-04 BRAZOS VALLEY BANK BUILDING COLLEGE STATION , TX Item Estimated No . Description Quantity Unit Price/Unit Total W ater 1 6 " Water PVC CL2 00 (C909) structural 107 LF $28.00 $2,996 2 6" Water PVC CL200 (C909) non -structura l 11 LF $20.00 $220 3 8" Water PVC CL2 00 (C909) non -structural 20 LF $22 .00 $440 4 6" 22 .5° Bend EA $25 0 .00 $250 5 8" 45° Bend 1 EA $350 .00 $350 6 8"x6" M.J . Tee 1 EA $35 0 .00 $350 7 6"x1 .5" Service Sadd le with Valve 1 EA $500 .00 $500 8 6" M.J . Cap 1 EA $200 .00 $200 9 Fire Hydrant Assemb ly 2 EA $2 ,25 0 .00 $4 ,500 10 Relocate Blowoff Assembly EA $150 .00 $150 11 12 "x8" Tapping Sleeve and Valve EA $4 ,500.00 $4 ,500 12 Connect to Existing Line EA $500 .00 $50 0 T otal= $14,956 SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS ,/ Site plan application completed in full. ~ $200.00 Application Fee. V $200 .00 Development Permit Application Fee. FOR OFFICE USE ONLY P&ZCASENO.o Qc/-~3 DATE SUBMITTED:/0: ~ _J{_ $600.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public waterline , sewerline, sidewalk , street or drainage facilities is involved .) V Eleven (11) folded copies of site plan __L_ One ( 1) folded copy of the landscape plan. ~Two (2) copies of public infrastructure plans associated with this site plan (if applicable). f'l/A-One (1) copy of building elevation required for buildings with a footprint of 20 ,000 sq. ft. or greater __:!:_A list of building materials for all facades that are visible from the public right-of-way . ~ A copy of the attached site plan checklist with all items checked off or a brief e x planation as to why they are not checked off. ~Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: ___ N~A __________________ _ NAME OF PROJECT __ B_r <.l.._"L_c_s ~\J_o.._\\~t-1_6_,_"'_k__(3_"'-_:_l cl_~_"'--=~-.------- ADDRESS ___ 4_,,_~_3_o_r\_w_'1t---=-b-=-'5-=-o _v. t'-'-~ __ c_{)_\ '-~~--\--~_S_1-_i;;._t,_, "'--1-/-Y._..J...___:.7 __;_7_8__;_4-_S __ LEGAL DESCRIPTION ____ L_()_+_l__,__'1_/_o_c /c_· _( -~{:,~ro_~_a_~--~-r Vl._~_r_P_f G._Z_~--- APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Proje ct): Name le+ ca""' -.J ~ Sa__~" l-1-z. P. G . Street Ad dress l 1 b 1 6 <0 h. c ""' &c ._ 'J State l ...l. Zip Code 7 7 ~4-S Phone Number 7 bf-J 74 .5 E-Mail Address City ~ l)'l::_5~ f f--h~"' joC'. .rc~ . ..ln e. ~t1-.c.""'·V1.J Fa x Number ____ r_b __ 4.____-_,]--'-7_,S._~ ___ _ PROPERTY OWNER'S INFORMATION : O Name 131~ LoS V&ll~i oa-,,._fc f:31A :tJ ;..._) &ro "'f, l+J. .. Stree tAddress fc'3o Hv.r":( (o Se .... ~ City C.,,l)~cf ~+f,...,. State --C ~ Zip Code 1 ] '&4-S E-Mail Address ___________ _ Phon e Number bqO -L 7-h 5 Fax Num ber G 1o ~ 'L Lb~ ARC HITE CT OR ENGINEER 'S INFOR MATION : l p -~ Name :1 ~x c_o"' ..._ ~ ~ 5c...~-tz.. 1 • E . Str ee tAddress ((()\ ~ro.V\c lv\ ~o r,J City Call('._ c... Jf,..t (.v- St ate T±-Zip Code 7 1 B 1-f E-Mail Address ---+)_u _-c._5_c_l--_"-~+_'2_1?___f~_c_o _"_· "'"_t!_f Phone Number l b 4' 114 3 Fax Number I b4 -tl S °I -~---~~------ 61 13/03 OTHER CONTACTS {Please specify type of contact , i.e . project manager, potential buyer, local contact, etc .) Nam e ftr <:. \,.. : ~ d-·-\o v+. }..._ Po. V\ ~ ft: X A · PROPOSED USE OF PROPERTY VARIANCE(S ) REQUESTED AND REASON(S) __ ~_v-._e.. _______________ _ #OF PARKING SPACES REQUIRED _l_3_l __ #OF PARKING SPACES PROVIDED { j ) MULTl-FAMIL Y RESIDENTIAL PARKLAND DEDICATION Total Acreage ____ _ #of Multi-Family Dwelling Units Floodplain Acreage ___ _ --x $452 = $ ------- Housing Units ____ _ ___ # of acres in floodplain ___ #of 1 Bedroom Units _ __ # of acres in detention -~-# of 2 Bedroom Units ___ # of acres in greenways ___ # of 3 Bedroom Units ___ date dedication approved by Parks Board ___ # of 4 Bedroom Units COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage _______ _ ___ #Bedrooms = 13 2 sq. ft . Building Square Feet ____ _ ___ #Bedroom s < 13 2 sq . ft . Floodplain Acreage _____ _ NOTE : Parkland Dedication fee is due prior to the issuance of a Building Permit. The app li cant has p repared this applica tion and ce rti fies that the facts s tated here in and exhibit s attached hereto are true an d correct. Io-/-of Da te 2 nf Ei SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alteration s : c'"'4_ l""°' v<!V"l\.~..;A-.j f A.c_lt1-J ,·~ .bv-.~(J ;...._ 'vt'IM.(1.v•:-f <;.._J ACKNOWLEDGMENTS : I, ---~~c:>.::...f=---..::o-t·4-f-~-'---p ___ 5_~ __ ..,.__~_,_,_ ____ , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comp ly with th e current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drain age Policy and Desig n Standards . As a condition of approval of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requirements of Ch ter 13 of the C~leg St ion ity Code . "\ \--;. Property Own er(s) &J; ..__u_r CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A .I , ;Je5c~~ Q _ 'Sc-kl1 '-certify that any nonresidential structure on or proposed to be on this site as part of th is appli&tion is designated to prevent damage to the structure or its contents as a result of flooding from the 100year~(J-~ _/{}~-_(_..-o_Lf ____ _ Engineer~ Date Engineer Date D. I, , do certi fy th at the prop osed alterations do not ra is e the level of the 10 0 ye ar flood above elevation est abli shed in th e latest Federal In surance Administra ti on Flo od Ha zard Stud y. Engine e r Date Con ditio ns or co mment s as pa rt of approva l: ___________________________ _ In acco rdance wi th Chapter 13 o f the Co d e o f Ordinances o f th e City o f Co llege Sta ti on, meas ures sha ll be take n t o in s ure th a t debris fro m cons tru ctio n, erosion , and sedim enta ti o n s hall no t be deposited in city s treets, or exis ting draina ge f acilities. All deve lop m en t sha ll be in acco rd ance w ith th e plans and speci fi ca ti ons sub mitted to and approved by the Cit y Engineer for the above named project. All of th e appl icab le codes a nd ordina nces of the C ity of College S tat ion sha ll app ly. G.'13/C\I 1 . 2 . 3 . SUBMIT APPLICATION AND THIS LIST CHECKED OFF WITH 10 FOLDED COPIES OF SIT E PLAN FOR REVIEW SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: Sheet size -24" x 36 " (minimum). A key map (not necessarily to scale). Title blo ck to include: ~ Name, address, location, and legal description ri Name, address, and telephone number of applicant Ga Name, address, and telephone number of developer/owner (if differs from applicant) Ila" Name, address, and telephone number of architect/engineer (if differs from applicant) Gt' Date of submittal 0 Total site area 4. 5 . 6. 7 . c{ !JV CiY ~ aY ov 8. 00 ~ North arrow . Scale should be largest standard engineering scale possible on sheet. Ownership and current zo ning of parcel and all abutting parcels . Existing locations of the following on or adjacent to the subject site : Streets and sidewalks (R.O.W .). Driveways (opposite and adjacent per Se ctio n 7 .3 of the Unified Development Ordinance). Buildings . Water courses . Show all easements clearly designating as existing and type (utility , access, etc.). 100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is none on the site. Utilities (noting size and designate as ex isting) within or adjacent to the proposed site , includin g building transformer locations, above ground and underground service connections to buildings , and drainage inlets . Meter locations. Topography (2 ' ma x or spot e leva tion s) and other pertinent drainage information . (If plan has too much information , show drainage on separate sheet.) Proposed location, type a nd dimensions of th e following .: P has in g. Each phase must be a ble to stand alon e to meet ordinance requirements. Th e gro ss square footage of a ll bu ildin gs and structures and the proposed use of each. If different uses are to be located in a single bu ildin g , s how the loca tion and size of th e uses within t he building. Buildin g sepa rati on is a minimum of 15 f ee t w /o addi tional fir e p rot ecti o n. Setb acks . Show building se t backs as ou tlin e d in th e Unifie d Deve lopment O rdin ance , A rticl e 5. Off-S tree t parking areas w ith park in g spaces drawn , tabul ated , and dim ens io ned . Minimum pa rkin g space is 9' x 20', o r on a per im eter row 9 ' x 18 ' w ith a 2 ' overha ng . Designate numb er of pa rkin g spa ces requ ired by o rd ina nc e a nd pro v id ed by propos a l. .i cl 6 '\ NOTE: Handicap parking spaces . Parking Islands. Raised landscape islands , (6" raised curb) a minimum of 180 sq . ft . are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq. ft .). Additionally , 180 sq . ft . of landscaping for every 15 interior parking spaces must be provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete or other decorative materials as approved . Drives . Minimum drive aisle width. Curb cuts. For each proposed curb cut (including driveways , streets , alleys , etc.) locate existing curb cuts on the same opposite side of the street to determine separation distances between existing and proposed curb cuts. Indicate driveway throat length as measured in the Unified Development Ordinance, Section 7.3 Access Management and Circulation . Security gates (show swing path and design specs with colors). Sidewalks (both public and private). Sidewalks are required at time of development if property has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines the necessity. Medians . Show any and all traffic medians to be constructed on site . A fifteen foot parking setback from R.O .W. to curb of parking lot is required. Pavement may encroach into this 15' setback by up to 7 contiguous parking spaces. A double parking island (360 square feet) must be provided between each group of seven spaces . In no case may the pavement be less than 6 ' from the property line . D r\t< Common open spaces sites D J.t«-Loading docks D .;\t< Detention ponds D tJl~ Guardrails D/1 Retaining walls Gl Sites for solid waste containers with screening . Locations of dumpsters are accessible but not visible from streets or residential areas. Gates are discouraged and visual screening is required. (Minimum 12 x 12 pad required.) Show all easements clearly designating as proposed and type (utility, access , etc.). If dedicated by separate instrument list by volume and page. Utilities (noting size and designate as proposed) within or adjacent to the proposed site , including building transformer locations , above ground and underground service connections to buildings . Meter locations (must be located in public R.O.W. or public utility easement.). Proposed grading (1 ' max for proposed or spot elevations) and other pertinent drainage information . (If plan has too much information, show drainage on separate sheet.) Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district other than R-1, R-1A, or R-2 must be within 300 feet of a fire hydrant as measured along a public street , highway or designated fire lane . ~ Show fire department connections. FDC 's should be within 150' of the fire hydrant. In no case shall they be any further than 300 ' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure. cp..---Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum he ight cl ea rance of 14 feet must be established if an y portion of the proposed stru cture is more than 150 fee t from th e curb lin e or pavement edge of a public street or highway . Fire hydra nt s mu st be operable and accept ed by the City , and d riv es mu st have an all weath er s urface as defined in th e Zoning Ordinance Section 9 before a building permit can be issued . ~ 9 . W ill building be sprinkled? Yes ra/ No 0 c::V 10 . If th e decis io n to sprinkle is made aft er th e s it e plan has been approved, then the plan must be res ubmitted. W hee lstops may be required w hen cars ove rh a ng o nto prop erty not owned by the app lican t or 5 of 6 ...-.. . ,.~ . 11. 12 . ai ijJ'" g al Ill" (9'" (4}" Ul' (iJ1 a/ ~ 13 . s/ 14. r:i 15. ref 16 . O' 17. ~ 18 . [}"' 19 . cr' 20 . NOTE: where there may be conflict with handicap accessible routes or above ground utilities , signs or other conflicts. Show curb and pavement detail. A 6 " raised curb is required around all edges of all parts of all paved areas without exception. (To include island, planting areas, access ways, dumpster locations , utility pads , etc.) No exception wi ll be made for areas designated as "reserved for future parking ". Landscape plans as required in Section 7 .5 of the Unified Development Ordinance . The landscaping plan can be shown on a separate sheet if too much information is on the original site plan . If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan . Attempt to reduce or e liminate plantings in easements. Include information on the plans such as: required point ca lculations additional streetscape points required. Streetscape comp liance is required on a ll streets. ca lculations for# of street trees required and proposed (proposed street tree points will accrue toward total landscaping points.) proposed new plantings with points earned proposed locations of new plantings screening of parking lots , 50 % of all shrubs used for screening shall be evergreen . screening of dumpsters , concrete retaining wa lls , off street loading areas, utility connection points, or other areas potentially visually offensive. existing landscaping to remain show existing trees to be barricaded and barricade plan. Protected points will only be awarded if barricades are up before the first development permit is issued . Buffer as required in Section 7 .6 of the Unified Deve lopment Ordinance. Show irrigation system plan . (or provide note on how irrigation system requirement will be met prior to issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be sized by city according to irrigation demand submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT R.O.W.? Yes D No cV If yes , then TxDOT perm it must be submitted . Wi ll there be any utilities in TxDOT R .O .W .? Yes D No ctv- If yes, then TxDOT permit must be submitted . Will there be access from a TxDOT R.O .W .? Yes D No ~ If yes, then T x DOT permit must be submitted. The total number of multi-family buildings and units to be constructed on the proposed project site . The density of dwelling units per acre of the proposed project. Provid e a water and sanitary sewer lege nd to include water demands (minimum , ma x imum and average d e mand s in gallons per minute) and sewer loadings (ma x imum demands in gallons per day). Are th ere impact fees assoc iated with this d eve lopment? S ig ns are to be permitted sepa rate ly. Yes L~ No~ Design Report Waterline Fire Flow Analysis for Brazos Valley Bank Building College Station, Texas October 2004 Revised November 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the existing and proposed waterlines located at the Graham Comer Plaza Subdivision, and to provide the results of the analysis of these waterlines under fire flow conditions. An existing 24" waterline is located along SH 6 frontage Road adjacent to the project site. Also, there is an existing 12 " waterline located along Graham Road and an existing 8" waterline through the subdivision along the existing private driveway. Two fire hydrants will be added to meet the fire flow requirements for the Brazos Valley Bank Building project. One fire hydrant will be installed at the end of an 8" waterline stub and the second fire hydrant will be constructed on a new waterline which will connect to the 12" waterline along Graham Road. This project will consist of a bank office building to be located on Lot 1 of the Graham Comer Plaza Subdivision. The office building will be a 3-story structure, 32, 700 sf in size. The building will have a fire sprinkler system. 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the commercial site is 2,000 gallons per minute (gpm), as required by the 2000 International Fire Code. The fire hydrant flow for this building is 3,750 gpm from Table B 105 .1 for a building of 32,700 sf which will be built to Type II B Construction. The flow was reduced by 50% to 1,875 gpm since the building will have an automatic fire sprinkler system. The flow was rounded up to 2,000 gpm for this analysis , and we have assumed that a flow of 1,000 gpm comes from each of the two hydrants . 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Exhibit "l" is a schematic of the proposed waterlines, which shows the locations of the fire hydrants. The residual pressure in the existing 24" waterline was determined by calculating the headloss at a flow of 2,000 gpm for the existing line. Exhibit "2" presents the results of a pressure/flow test from fire hydrants connected to the existing 12" waterline on Graham Road . A static pressure of 100 psi and a residual pressure of 98 psi with the hydrant flow at 1, 175 gpm were determined by College Station Public Utility personnel. The residual pressure of 94 .5 psi at a flow of 2,000 gpm was calculated using the followin g equation : Where: QR = Q available @ desired residual pressure Qr-= Q during fire flow test HR = pressure drop to desired residual pressure Hr ·= pressure drop during fire flow test Thi s result s in a residu a l press ur e of94.5 psi where the existin g 12" wat e rlin e co nn ect s to th e 24 " w ate rline . Th e hydraulic g rad e was set at thi s pressure at thi s lo c ation . The computer model was run with a fire flow of 1,000 gpm at each of the proposed fire hydrants for this project. The residual pressure in the system with the flow at fire hydrant No. 1 (Junction J-15) and fire hydrant No. 2 (Junction J-18) is estimated by the model to be 91 . l psi, which exceeds the minimum of 20 psi required by the TCEQ regulations . The slight drop in pressure is due to the proximity of the fire hydrants to the 24" waterline, and also that the 8" waterline is "looped" between the 12" and 24" waterline. Exhibit "3" is a summary of the pipe system junction nodes for this scenario. Exhibit "4" is a summary of the pipe sections for the system under this demand scenario. Exhibit "5" is a summary of the pipe sections for this system. The maximum velocity for the 8" water mains is 6.4 feet per second, and occurs in Pipes P-15, P-16, and P-19 . Minor losses were not considered in the analysis as they were not deemed to be significant. The calculations for the domestic water demand for this project are shown on Exhibit "6". A l" water meter should be adequate for the demand of 20 gpm . This flow was not included in the Fire Flow Analysis because it is not significant. 4.0 CONCLUSIONS The proposed and existing waterlines for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 24" water main based on the flow test data presented in Exhibit "2". 2 Exhibits , _, / ,A / / / / / / // / .. .,,. T itl e : E 1 16 B razo s Va l ley B a n k Build ing .J.2 .J.16 .J.1 q~ .J.3 g :l ... l rire fl o w a n a lysislb r azos ba nk b u il ding .w ed t 1/05/04 01 ·35 :34 PM © H aesta d M e tho d s. Inc . Scenario: Base R-1 \ \ /FH:ftJ- .J.10 .J.9 .J.10 Te xcon G enera l Contra c t o r s \ \ \"' ·,. \ \ \ \ \ .J.11 3 7 B rooks ide Road W;ci te rt1u r y . CT or>70 B USA \ \ .).1 ' ' .J.13 P ro ject E n g inee r : J oe S c h u ltz W a te r C AO v6 .5 i 6 .5 1 20il ·• t -203-755 -t GG!:i P age 1 o f t , 03/0 l/2 004 13 :01 FAX 979 764 345 2 COL LEGE STATf ON PUB .lITL . 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 27 FEB 04 Number pages including cover sheet -1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From : Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax : 979 -764 -3452 FLOW TEST REPORT Location: GRAHAM AT IDGHW A Y 6 FEEDER Flow hydrant number: Q-151 Pito t reading: 90 (GPM): 1175 Static hydrant number: Q-121 Static PSI: 100 Residual PSI : 98 ({]0 01 Label Elevation Zone Type Base Flow (ft) (gpm) J-1 283.00 Zone Demand 0 .00 Fixed J-2 283.00 Zone Demand 0 .00 Fixed J-3 283.00 Zone Demand 0 .00 Fixed J-4 283.00 Zone Demand 0 .00 Fixed J-5 283.00 Zone Demand 0 .00 Fixed J-6 280.50 Zone Demand 0.00 Fixed J-7 280.50 Zone Demand 0.00 Fixe d J-8 280.00 Zone Demand 0 .00 Fixed J-9 280.00 Z o ne Demand 0 .00 Fixed J-1 0 280.00 Zone Demand 0.00 Fixed J-1 1 280.00 Zo ne Demand 0 .00 Fixed J-12 280.00 Zone Demand 0 .00 Fixed J-13 278.00 Zone Demand 0 .00 Fixed J-14 283 .00 Zo ne Demand 0 .00 Fixed J-15 283 .00 Zone Demand 1,000.00 Fixed J-16 283 .00 Zon e Demand 0 .00 Fixed J-17 283.00 Z one Demand 0 .0 0 Fixed J-18 280.00 Z on e Dema nd 1 ,0 00.00 Fixed T itle: E 11 6 Brazos V a ll ey Ba n k Building Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Ca lculated ~ydraulic Grad (gpm ) (ft) 0.00 494 .74 0 .00 494 .64 0 .00 494 .56 0 .0 0 493 .88 0 .00 493 .86 0 .00 493.22 0 .00 493 .20 0.00 4 92 .83 0 .00 493 .21 0 .0 0 493.81 0.00 494.0 8 0 .00 494.21 0 .0 0 494 .98 0 .0 0 493 .71 1,000.0 0 4 9 3 .63 0 .00 4 9 3 .63 0 .00 493 .63 1 ,000.00 492 .27 Te x con Ge nera l Contra c tors Pressure ~ (psi) 91 .61 91 .57 91 .53 91 .24 91 .23 92 .04 92 .03 92.08 92.25 92.51 92.62 92 .68 93 .88 91 .17 91 .13 -91 .13 91 .13 --91 .84 Pro j ect E n gineer: Joe Scl1ullz Wa te rCAO v6 .5 16 .5 120jJ g:l ... l f ire fl ow ana l ysi slbrazos bank bu il ding .wed 1 1/05/04 01 :33 :4 2 PM © Haestad Methods. Inc . 37 Brookside R oa d Wa terbury. CT 06708 USA + 1-203-755-166G Page 1 o f 1 Analysis Results Scenario: Base Steady State Analysis Title : Project Engineer: E116 Brazos Valley Bank Building Joe Schultz Project Date : 10/15/04 10: 13 :06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Number of Spot Elevations Pressure Pipes Inventory 6.0 in 8 .0 in Total Length Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Water at 20C(68F) 1.0804e-5 ft2 /s 19 1 18 0 0 0 0 0 0 0 0 116.00 ft 845 .00 ft 1,949 .00 ft Titl e : E 11 6 Bra zos Va ll ey Bank Building Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCV's: -PBV's : -PRV's : -PSV's: -TCV's: -GPV's : 12 .0 in 24 .0 in Te x con G e neral Contra cto rs 0 0 0 0 0 0 0 0 0 0 g :l ... l fir e flow ana lys islbrazos bank building .wee! 11 /05 104 0 1:34 ·01 PM ©Haes tad Me thods. In c . 37 Broo ksid e Roa d Wa terbury. CT 067 08 USA 1.00 348 .00 ft 640 .00 ft ('x h I . b 10 t-l • t 'l '5h(,ef-{of d- Project En g in ee r : Joe Schult z Wa lerCAD v6 .5 [6 .5 I 20j ] + 1-203-755-1 GG6 Label Control Discharge Velocity S tatus (gpm) (ft/s) P-1 Open 1.426.79 4 .05 P-2 Open 1.426.79 4 .05 P-3 Open 1.426.79 4 .05 P -4 Open 1.426.79 4.05 P-5 Open 426.79 1 .21 P-6 Open 426.79 2 .72 P-7 Open 426.79 2 .72 P-8 Open 426.79 2 .72 P-9 Open -573 .21 3 .66 P-10 Open -573 .21 3 .66 P-11 O pen -573 .21 3 .66 P-12 Open -573 .21 3 .66 P-13 Open -573 .21 3 .66 P-14 O pen -573 .2 1 0.4 1 P-15 Open 1.000.0 0 6 .38 P-16 Open 1,000.00 6 .38 .,.-- P-17 Open 0 .0 0 0 .00 P-18 O pe n 0 .00 0 .00 P-19 Open 1 ,000.00 6 .38 Tille : E 11 6 Brazos Vall ey B ank Building g ·\ ... lfire fl nw ana lys islbr azos ba nk bu ilding .wed 1 1105/0<l 0 1·:l4 :01 PM ©Haes tacJMett10<1 s.l11 c Analysis Results Scenario: Base Steady State Analysis Pres su re P ipes @ 0.00 hr Upstream Structure Down stream Structure Calculated Hydraulic Grade Hydraulic Grade Friction (ft) (ft) Head loss (ft) 495.00 494 .74 0 .26 494 .74 494 .64 0 .09 494 .64 494 .56 0 .09 494 .56 493 .88 0 .68 493 .88 493.86 0 .02 493 .86 493.22 0 .64 493 .22 493 .20 0 .0 2 493 .20 492 .83 0 .37 492 .83 493.21 0 .38 493 .21 493 .81 0 .60 493 .81 494 .08 0 .27 494 .08 494.21 0 .13 494 .21 494 .98 0 .77 494 .98 495.00 0 .0 2 493.88 493.71 0 .17 493.71 493.63 0 .08 493.63 493.63 0 .00 493 .63 493 .63 0 .00 492.83 492 .27 0 .56 Te xcon General Contractors Calculated Pressure Headless Minor Pipe Gradient Head loss Head loss (fl/1 OOOft) (ft) (ft) 0 .00 0 .26 3 .76 0 00 0 .09 3 .75 0 .00 0 .09 3 .76 0 .00 0 .68 3 .76 0 .00 0.02 0.40 0 .00 0 .64 2 .90 0 .00 0 .02 2 .90 0 .00 0 .37 2 .90 0 .00 0 .38 5 .00 0 .00 0 .60 5 .00 0.00 0 .27 5.00 0.00 0 .13 5.00 0.00 0 .77 5.00 0.00 0 .02 0 .02 0 .0 0 0 .17 14 .02 0 .00 0 .08 14 .01 0.00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .56 14 .01 Proj ect E n g ineer : J oe Scl1 u llz Wa te rCAD v6 .5 I G.5 t 20j l 37 Brooks ide Roa d Waterbury . CT 06708 USA •1 -203-75 5-161;0 Pag e 2 Label Length Diamete1 Material Hazen-Check (ft) (in) Williams Valve? Scenario: Base Steady State Analysis Pipe Report Minor Control Pischarg.t: pstream Structlli Loss Status (gpm) Hydraulic Grade l!lwnstream Structu Hydraulic Grade c Coefficien (ft) (ft) P-1 70 .00 12.0 PVC 150 .0 false P-2 25.00 12 .0 PVC 150 .0 false P-3 23.00 12 .0 PVC 150.0 false P-4 180.00 12 .0 PVC 150.0 false P-5 50 .00 12 .0 PVC 150.0 false P-6 220 .00 8 .0 PVC 150.0 false P-7 8 .00 8 .0 PVC 150.0 false P-8 128.00 8 .0 PVC 150.0 false P-9 76 .00 8 .0 PVC 150.0 false P-10 121 .00 8 .0 PVC 150.0 fa lse P-11 54.00 8 .0 PVC 150.0 false P-12 26.00 8 .0 PVC 150.0 false P-13 154.00 8 .0 PVC 150.0 false P-14 640 .00 24 .0 PVC 150.0 false P-15 12.00 8 .0 PVC 150.0 false P-16 6.00 8 .0 PVC 150.0 false P-17 88 .00 6.0 PVC 150.0 false P-18 28.00 6 .0 PVC 150.0 false P-19 40.00 8 .0 PVC 150.0 false Ti tl e : E 11 6 Bra zos Va ll ey Bank Bu ildin g g :I ... I fi re fl ow a nal ysislbrazos bank b uilding wc<J 11 /05/04 01 3 4 ·27 PM © Haes l ad M e lllocl s. inc 0.00 Open 1,426.79 495 .00 494 .74 0 .00 Open 1 ,426.79 494 .74 494 .64 0 .00 Open 1,426.79 494 .64 494 .56 0 .00 Open 1,426.79 494 .56 493 .88 0 .00 Open 426.79 493 .88 493 .8 6 000 Open 426.79 493 .86 493 .22 0 .00 Open 426.79 493 .22 493 .20 0 .00 Open 426.79 493 .20 492 .83 0 .00 Open -573.21 492 .83 493.21 0 .00 Open -573.2 1 493 .21 493 .81 0 .00 Open -573 .21 493 .81 494 .08 0 .00 Open -573 .21 494 .08 494 .21 0 .00 Open -573.21 494 .21 494.98 0 .00 Open -573.2 1 494 .98 495.00 0 .00 Open 1,000.00 493 .88 493.71 0 .00 Open 1,000.00 493 .71 493 .63 0 .00 Open 0 .00 493 .63 493.63 0 .00 Open 0.00 493 .63 493.63 0 .00 Open 1 ,000.00 492 .83 492.27 Tex con G e n e r al Contrac t o rs :17 B rook s ide Rorie! Wa l erbury . CT 06708 USA e>ressure Head loss Pipe Gradient Headless (ft/1 OOOft) (ft) 0 .26 3 .76 0 .09 3 .75 0 .09 3 .76 0.68 3 .76 0 .02 0.40 0 .64 2 .90 0 .02 2 .90 0 .37 2 .90 0 .38 5 .00 0 .60 5 .00 0 .27 5 .00 0 .13 5 .00 0 .77 5 .00 0 .02 0 .02 0 .17 14 .02 0 .08 14 .01 0 .00 0 .00 0 .00 0 .00 0 .56 14 .01 Projec l Engin eer : Joe Scllullz W;i l e rCAD v6 .5 [6 .5 120jJ Page I o f 1 Brazos Valley Bank Building Toilets Urinals Lavatories Item Water Demand Analysis Quantity 9 3 6 Fixture Unit 1 4.0 4 .0 2.0 60 Fixture Units -Demand = 20.0 gpm 2 -1" Water Meter 1. Table E101 B -2000 International Plumbing Code 2 . Table E102 -2000 International Plumbing Code E x hibit "6 " Total Fixture Unit 36.0 12.0 12 .0 60.0 Date : To: From: Subject: Remarks: TEX, CON TRANSMITTAL November 8, 2004 Bridgette George Development Services City of College Station Joe Schultz , P .E. \ Q_ Texcon General C~ractors Phone: (979) 764-7743 Revised Construction Plans , etc . Brazos Valley Bank Building College Station, Texas Attach ed are 8 sets of the rev is ed construction plans marked "Issued for Construction'', 2 copies of the revised Site Plan, 1 copy of the Landscaping Plan, and 2 copies of the revised Water Report . Our responses to Staff Review Comments No . 2 are as follows: Planning: The landscapin g has been addressed in the revised Landscape Plan. Engineering: The fire flow has been addressed in the revised Water R eport. Let me know if you need anything else or have any questions. Design Report Waterline Fire Flow Analysis for Brazos Valley Bank Building College Station, Texas October 2004 Revised November 2004 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the existing and propos ed waterlines located at the Graham Comer Plaza Subdivision, and to provide the results of the analysis of these waterlines under fire flow conditions. An existing 24" waterline is located along SH 6 frontage Road adjacent to the project site. Also, there is an existing 12" waterline located along Graham Road and an existing 8" waterline through the subdivision along the existing private driveway. Two fire hydrants will be added to meet the fire flow requirements for the Brazos Valley Bank Building project. One fire hydrant will be installed at the end of an 8" waterline stub and the second fire hydrant will be constructed on a new waterline which will connect to the 12" waterline along Graham Road. This project will consist of a bank office building to be located on Lot 1 of the Graham Comer Plaza Subdivision. The office building will be a 3-story structure , 32, 700 sf in size. The building will have a fire sprinkler system . 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the commercial site is 2,000 gallons per minute (gpm), as required by the 2000 International Fire Code. The fire hydrant flow for this building is 3,750 gpm from Table B 105 .1 for a building of 32,700 sf which will be built to Type II B Construction. The flow was reduced by 50% to 1,875 gpm since the building will have an automatic fire sprinkler system. The flow was rounded up to 2,000 gpm for this analysis , and we have assumed that a flow of 1,000 gpm comes from each of the two hydrants. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods , Inc. Exhibit "l" is a schematic of the proposed waterlines , which shows the locations of the fire hydrants . The residual pressure in the existing 24" waterline was determined by calculating the headloss at a flow of 2,000 gpm for the existing line . Exhibit "2" presents the results of a pressure/flow test from fire hydrants connected to the existing 12 " waterline on Graham Road . A static pressure of 100 psi and a residual pressure of98 psi with the hydrant flow at 1,175 gpm were determined by College Station Public Utility personnel. The residual pressure of 94.5 psi at a flow of 2,000 gpm was calculated using the following equation : Where : Q R= Q available @ d es ired residual pressure QF = Q during fire flow test H R =pressure drop to desired res idual press ur e HF = pressure drop during fire flow test T hi s res ult s in a res idu a l press ur e of 94.5 psi where the ex isting 12" wate rlin e connects to the 24" wate rlin e . The hyd ra ulic gra d e was se t at this press ur e at thi s locat ion. The computer model was run with a fire flow of 1,000 gpm at each of the proposed fire hydrants for this project. The residual pressure in the system with the flow at fire hydrant No . 1 (Junction J-15) and fire hydrant No. 2 (Junction J-18) is estimated by the model to be 91.1 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations . The slight drop in pressure is due to the proximity of the fire hydrants to the 24" waterline, and also that the 8" waterline is "looped" between the 12" and 24" waterline. Exhibit "3" is a summary of the pipe system junction nodes for this scenario. Exhibit "4" is a summary of the pipe sections for the system under this demand scenario . Exhibit "5" is a summary of the pipe sections for this system . The maximum velocity for the 8" water mains is 6.4 feet per second, and occurs in Pipes P-15, P-16, and P-19. Minor losses were not considered in the analysis as they were not deemed to be significant. The calculations for the domestic water demand for this project are shown on Exhibit "6". A l" water meter should be adequate for the demand of 20 gpm . This flow was not included in the Fire Flow Analysis because it is not significant. 4.0 CONCLUSIONS The proposed and existing waterlines for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 24" water main based on the flow test data presented in Exhibit "2". Exhibits , -' Scenario: Base R-1 J.2 J.3 J.17 J.16 } ~ " \ " Titl e: E 11 6 Brazos Val le y B a nk Building g :\ ... l fire fl o w a n a lys islbrazos b a nk bui lding .w ed Texcon General Contract ors 11 /05/0'1 01 :35 :34 PM © H aesta d M e tho d s. Inc . 3 7 B roo k s ide R oad W a terbury. C T 06708 USA ~ \ ~ ~ '\ J.1 \ \ J.13 " ' ' Proj e c t Engine er: Joe Schultz W a l e rCAD v6.5 16.51 2 0j) .. 1-203-755-t GnG P age 1 o f 1 , 03 /0 112 004 1 3 :0 1 FAX 979 764 34 5 2 COLLE GE STAT £0 N PUB .UTL. · ·M· ·' Waterislife · .· ·· Power is Progress · _ · Service is Pride ~illI1lt!JiJ f!!11JlJ1NJ ~ ... 0-...- 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 27 FEB 04 Number pages including cover sheet - 1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From : Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Location: GRAHAM AT IDGHW A Y 6 FEEDER Flow hydrant number: Q-151 Pitot reading: 90 (GPM): 1175 Static hydrant number: Q-121 Static PSI: 100 Residual PSI : 98 li]OOl Label Elevatior Zone Type Base Flow (ft) (gpm) J-1 283.00 Zone De mand 0 .00 J-2 283.00 Zone De mand 0 .00 J -3 283.00 Zone De mand 0 .00 J-4 283.00 Zone De mand 0 .00 J-5 283.00 Zone De mand 0 .00 J-6 280 .50 Zone De m a nd 0.00 J-7 280.50 Zone D e mand 0 .00 J-8 280.00 Zone Demand 0 .00 J -9 280.00 Zone Demand 0.00 J -10 280.00 Zone Demand 0 .00 J-11 280.00 Zone Demand 0 .00 J -12 280.00 Zone De mand 0 .00 J -13 278.00 Zone Demand 0 .00 J-14 283.00 Zone De m a nd 0.00 J -15 283.00 Zone Demand 1 ,000.00 J-16 283.00 Zone Demand 0 .00 J-17 283.00 Zone Demand 0 .00 J-18 280 .00 Zone Demand 1 ,000.00 Tit le : E 116 Brazos Val le y B a n k Bui ld ing g :l ... l fir e fl ow a na lysisl brazos ba nk bu ild ing .wed ·11 105/04 01 :33 :42 PM © Haestad Me thod s. Inc Fi xed Fi xed Fi xed Fixed Fi xed Fi xed Fix ed Fixed Fix e d Fixed Fixed Fixed Fi xed Fixed Fi xed Fi xed Fixed Fixed Scenario: Base Steady State Analysis Junction Report Pattern Demand Calculated Calculated Hydraulic Grad {gpm) (ft) 0 .00 494 .74 0.00 494 .6 4 0 .00 494 .56 0.00 493.88 0.00 493 .86 0 .00 493.2 2 0 .00 493.20 0.00 492.83 0.00 493.21 0 .00 493 .81 0 .00 494.08 0.00 494.21 0 .00 494 .98 0.00 493.71 1,000.00 493.6 3 0 .00 493 .63 0 .00 493.63 1,000.00 492.27 Te x con G e ne ral C o ntract o r s Pressure e (psi) 91 .61 91 .57 91 .53 91.24 91 .23 92.04 92.03 92.08 9 2 .25 92.51 92.62 92.68 93 .88 91 .17 91 .13 -91 .13 91 .13 91 .84 P roje ct Eng in eer : Joe Schultz Wa te rC AO v6 .5 j6 .5 120j ] 37 Brookside Roa d Wa te rb u ry . C T 0 6 708 U SA + 1-203-755-16 6() Page 1 o r 1 Ana lysis Results Scenario: Base Steady State Analysis Title : Project Engineer: E 116 Brazos Valley Bank Building Joe Schu ltz Project Date : 10/15/04 10:13:06 AM Comments : Scenario Summary Scenario Active Topology Alternative Physical Alternative Demand Alternative Initial Settings A lternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Cap ital Cost Alternative Energy Cost Alternative User Data Alterna tive Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Pressure Pipes Number of Reservoirs Number of Pressure Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Exte nded : -Custom Extended : -Multiple Point : Number of Spot Elevations Pressure Pipes Inventory 6 .0 in 8 .0 in Total Length Base Base-Active Topology Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-U ser Data Water at 20C(68F) 1.0804e-5 112/s 19 18 0 0 0 0 0 0 0 0 116.00 ft 845 .00 ft 1,949.00 ft T itle : E 11 6 Bra zos Valle y Bank Bui ld ing Specific Gravity Number of Tanks -Constant Area : -Variable Area: Number of Valves -FCV's : -PBV's : -PRV's: -PSV's : -TCV's: -GPV's: 12 .0 in 24.0 in g :\ ___ \fire fl ow a n a lysislbrazo s bank building .w ee! Texcon Gen e r a l Contractors 0 0 0 0 0 0 0 0 0 0 1 110 5/04 O 1-3 4 :0 1 PM © H aes l a d M e ll1 o d s. Inc _ 37 Broo ks irle Rn;H I W a te r b ury. CT 06708 U SA 1.00 348 .00 ft 640 .00 ft Cxh ,·bt. f-1 ' t., '5he-e+-I of d- Pro ject Engineer: Joe Schul tz Wa te rCAD v6 .5 !6 .5 t 20J I ~ 1-203-755-l GGG P aqe 1 Label Control Discharge Velocity Status (gpm) (fVs) P-1 Open 1,426.79 4 .05 P-2 Open 1,426.79 4 .05 P-3 Ope n 1,426 .79 4 .05 P-4 Open 1,426.79 4 .05 P-5 Open 426 .79 1 .21 P-6 Open 426.79 2 .72 P-7 Open 426.79 2 .72 P-8 Open 426 .79 2 .72 P-9 Open -573 .21 3 .66 P-10 Open -573.21 3 .66 P-11 Open -573 .21 3 .66 P-12 Open -573.21 3 .66 P-13 Open -573 .21 3.66 P-14 Open -57 3 .21 0 .41 P-15 Open 1,000.00 6 .38 P-16 Open 1,000 .00 6 .38 .,,...--- P-17 Open 0.00 0 .00 P-18 Open 0 .0 0 0 .00 P-19 Open 1,000 .00 6.38 Ti tl e : E 1 16 Brazos V a ll ey B a n k Build in g q :l ... l fi re flow a 11 alys islbrazos b a n k b uild ing .wed 1 1/05 /!N o 1·3 4 :0 1 PM © Haes l ad M e t11ods. Inc Analys is Re s ults Scenario : Base Steady State Analysis P re ss ure Pipes @ 0.00 hr Upstream Structure Downstream Structu re Calculated Hydraulic Grade H ydraulic Grade Friction (ft) (ft) Headloss (ft) 495.00 494 .74 0 .26 494 .74 494 .64 0 .09 494 .64 494 .56 0 .09 494 .56 493 .88 0 .68 493 .88 493 .86 0.0 2 493 .86 493 .22 0 .64 493 .22 493 .20 0 .02 493.20 492 .83 0 .37 492 .83 493 .21 0.38 493 .21 493 .81 0.60 493 .81 494 .08 0 .27 494 .08 494 .21 0 .13 494 .21 494 .98 0 .77 494 .98 495.00 0 .02 493 .88 493 .71 0 .17 493 .71 493 .63 0 .08 493 .63 493 .63 0 .00 493 .63 493 .63 0 .00 492 .83 492.27 0 .56 Te x c o n Ge n e ral C o ntract o rs Calculated Pressure Headloss Minor Pipe Gradient Head loss H ead loss (fV1000ft) (ft) (ft) 0 .00 0 .26 3 .76 000 0 .09 3 .7 5 0 .00 0 .09 3 .76 0 .00 0 .68 3 .76 0 .00 0 .02 0.40 0 .00 0 .64 2 .90 0 .00 0 .02 2 .90 0 .00 0 .37 2 .90 0 .00 0 .38 5 .00 0.00 0 .60 5 .00 0 .00 0 .27 5 .00 0 .00 0.13 5.00 0.00 0 .77 5 .00 0.00 0 .02 0 .02 0 .00 0 .17 14.02 0 .00 0 .08 14 .01 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .56 14 .01 Pro j ec l E n gin eer : Joe Schult z Wate r CAD v6 .5 j 6 .5 120jJ :J7 Brooks ide Road Wa terbury. C T 06708 USA •I -203-755-16 1)0 Label Length Diamete1 Material Hazen- (ft) (in) Williams c P-1 70 .00 12 .0 PVC 150 .0 P-2 25.00 12 .0 PVC 150.0 P-3 23 .00 12 .0 PVC 150 .0 P-4 180.00 12.0 PVC 150 .0 P-5 50 .00 12 .0 PVC 150 .0 P-6 220 .00 8 .0 PVC 150.0 P-7 8 .00 8 .0 PVC 150 .0 P-8 128.00 8 .0 PVC 150 .0 P-9 76.00 8 .0 PVC 150 .0 P-10 121 .00 8 .0 PVC 150 .0 P-11 54 .00 8 .0 PVC 150 .0 P-12 26 .00 8 .0 PVC 150 .0 P-13 154.00 8 .0 PVC 150 .0 P-14 640 .00 24 .0 PVC 150 .0 P-15 12.00 8 .0 PVC 150.0 P-16 6 .00 8 .0 PVC 150.0 P-17 88 .00 6 .0 PVC 150.0 P-18 28.00 6 .0 PVC 150 .0 P-19 40.00 8 .0 PVC 150.0 Titl e : E 11 6 Brazos Va ll ey B a nk Bui lding Check Valve? false false false false false false false false false false false false false false false false false false false Scenario: Base Steady State Analysis Pipe Report Minor Control Discharg4: ~pstream Structt..li Loss Status (gpm) Hydraulic Grade C:oefficien (ft) 0.00 Open 1,426.79 495 .00 0 .00 Open 1,426 .79 494 .74 0 .00 Open 1,426 .79 494.64 0.00 Open 1,426.79 494 .56 0 .00 Open 426.79 493 .88 0.00 Open 426.79 493 .86 0 .00 Open 426.79 493 .22 0 .00 Open 426.79 493 .20 0 .00 Open -573 .21 492 .83 0 .00 Open -573 .21 493 .21 0.00 Open -573 .21 493 .81 0 .00 Open -573 .21 494 .08 0 .00 Open -573 .21 494 .21 0 .00 Open -573 .21 494 .98 0.00 Open 1 ,000 .00 493 .88 0 .00 Open 1,000 .00 493.71 0 .00 Open 0.00 493.63 0 .00 Open 0.00 493 .63 0 .00 Open 1,000.00 492.83 g :l ... l fir e fl o w a nal ys i slbrazos ba nk builcl1n g .w c d Texcon Ge n e r a l Con t r ac t o rs l!lwnstream Structu Hydraulic Grade (ft) 494 .74 494 .64 494 .56 493 .88 493 .86 4 93 .22 493 .20 492.83 493 .21 493 .81 494 .08 494.21 494 .98 495 .00 493 .71 493 .63 493 .63 493 .63 492 .27 e>ressure Headless Pipe Gradient He adles s (fV1 OOOft) (ft) 0 .26 3 .76 0 .0 9 3 .75 0 .0 9 3 .7 6 0 .6 8 3 .7 6 0 .0 2 0 .4 0 0 .6 4 2 .90 0 .0 2 2 .90 0 .37 2 .90 0 .38 5 .00 0.60 5 .00 0 .2 7 5 .00 0 .13 5 .00 0 .77 5 .00 0.02 0 .0 2 0 .17 14 .02 0 .08 14 .01 0.00 0 .00 0 .00 0 .00 0 .56 14 .01 Project Enginee r : Joe Sch u ltz Wa te rCAD v6 .5 f6 .5 120jJ 11 /05/04 0 I :34 27 PM © H a e s l a d M e lhncl s. Inc . 37 Bro oks 1cl e Roricl Wal e rbury . CT 06708 USA • 1-2 0 '.l-75 ')-l (i()() Page~ 1 or 1 Brazos Valley Bank Building Toilets Urinals Lavatories Item Water Demand Analysis Quantity 9 3 6 Fixture Unit 1 4 .0 4.0 2.0 60 Fixture Units -Demand = 20 .0 gpm 2 -1" Water Meter 1. Table E101B -2000 International Plumb ing Code 2. Table E102 -2000 International Plumbing Code Ex hi b it "6'' Total Fixture Unit 36.0 12 .0 12.0 60.0 Drainage Report for Brazos Valley Bank Building Phase 2 College Station, Texas October 2004 Developer: Brazos Valley Bank Building Group, Ltd. 2508 Merrimac Court College Station , Texas 77845 (979) 764-2667 Prepared Bv: TEXCON General Contractors 1707 Graham Road Co llege Station, Texas 77845 (979) 794-7743 CERTIFICATION I, Joseph P . Schultz , Licensed Professional Engineer No. 65889, State of Texas , certify that this report for the drainage design for the Brazos Valley Bank Building, Phase 2 in College Station , Texas , was prepared by me in accordance with the provisions of the City of College Station Drain ag e Policy and Design Standards for the owners hereof, with the exception that storm water runoff d etention is not being required for this project since the site discharges direc tly into an existing storm sew er syste m and then imm ediately into the 100-year floodplain limits . 3'LcJao= = GiI1gC U rso , P.E . TABLE OF CONTENTS BRAZOS VALLEY BANK BUILDING, PHASE 2 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OF TABLES .................................................................................................................................................................. 2 INTRODUCTION ................................................................................................................................................................... 3 GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 3 FLOOD HAZARD INFORMATION .................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ........................................................................................................................................ 3 STORM WATER RUNOFF DETERMINATION .............................................................................................................. .4 STORM SEWER PIPE & GRATE INLET DESIGN ......................................................................................................... .4 CONCLUSIONS ..................................................................................................................................................................... 5 APPENDIX A .......................................................................................................................................................................... 6 Calculations EXHIBIT A ............................................................................................................................................................................ 14 Post Development Drainage Area Map LIST OFT ABLES TABLE I -Rainfall Intensity & Runoff Data .......................................................................................... 4 2 DRAINAGE REPORT BRAZOS VALLEY BANK BUILDING, PHASE 2 INTRODUCTION The purpose of this report is to provide the hydrolo g ical effects of the construction of th e parking area and permanent building for Phase 2 of the Brazos Valley Bank Building, which is on Lot 1, Block 1 of the Graham Corner Plaza project. This report will also sho w that th e storm water runoff generated by this project will be collected by a storm sewer s yst e m th a t t ies into the existing storm sewer system constructed with the Graham Corner Plaz a Subdiv ision project. The existing storm system was designed for fully developed conditions, so there should be minimal offsite or downstream impact due to the construction of this project. GENERAL LOCATION AND DESCRIPTION The project is located on Lot 1, Block 1 of the Graham Corner Plaza development (2.4 8 acr es) located in College Station, Texas . Before construction of Phase 1, the site was open land with grass. The existing ground elevations range from elevation 286 to elevation 289 . The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Lick Creek Drainage Basin. The site is located in a Zone X Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal Emerg ency Management Agency for Brazos County, Texas and incorporated areas dated February 9 , 2000, panel number 48041C0201 D. Zone X Areas are determined to be outside of the 500-yr floodplain. This site is not within the limit of study for the FIRM. However, the approxim ate 100-year floodplain limits and the floodway were previously determined by Robertson Engineering for the City of College Station, and these limits were included on the Final Pl at for the project. None of the floodplain area is located on this site . DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from this site is collected by the existing storm sewer system and th e n discharged into the North Fork of Lick Creek and the 100-year floodplain; therefore , no detention is required for this project. The drainage area boundaries are shown on Exhibit A. DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows : • The Rational Method is utili zed to d e tennine peak storm water runoff rat e s for th e storm se w e r design . • D e si g n Storm Frequ e nc y Stom1 sewer sys te m ' ·' 10 and 100-year s to rm s eve nt s • Runoff Coefficients Undeveloped areas Developed areas c = 0 .30 c = 0 .85 • Rainfall Intensity equations and values for Braz os County can be found in T abl e 1. • Time of Concentration, tc -Since these are smalle r drainage areas , a minimum tc of 10 minutes is used to determine the rainfall intensity values . STO RM WATER R UN O FF DETERMINATIO N The peak runoff values were determined in accordance with the criteria presented in the previou s section for the 10-, 25 -and 100-year storm events. The runoff coefficients are based on the development of this tract. The drainage areas are shown in Exhibit A. Runoff conditions are summarized in Table 1. TABLE 1 -R a in fa ll Inte n sity & Run off Da t a Area c 10 ye ar storm 25 ye ar storm 10 0 year storm le Area# (ac res ) A 1 Ai A 3 C 1 C 2 C 3 C rota l Tot al ·201 2.27 2.27 0.85 0.85 1 0.23 0 .06 0.29 0 .85 0 .67 2 0 .46 0.11 0 .57 0 .85 0 .3 0 .74 2A 0.22 0 .05 0.2 7 0 .85 0 .3 0.75 3 0 .19 0 .05 0.24 0 .85 0 .67 4 0.40 0 .13 0 .53 0 .85 0 .3 0 .72 4A 0.29 0 .08 0 .37 0 .85 0 .3 0.73 ·207 1.07 1.07 0 .85 0 .85 • Refer to Graham Corne r Plaza Drain age Report fo r more inform ation . The Rational Me t hod : Q =CIA Q = Flow (cfs) A= Area (acres) C =Run off Coeff. I = Rai nfa ll In tensity (in /hr) Brazos Co unty: 10 ye ar storm b = 80 d = 8 .5 e = 0 .763 I = b I (tc +d)e tc; =Time of concentration (min) 25 year storm b = 89 d = 8 .5 e = 0 .75 100 year storm b = 96 d = 8 .0 e = 0 .730 STO RM SEWER P IPE & G RATE I NLET DESIGN (m i n) 10 10 10 10 10 10 10 10 110 0 10 (i n /hr) (cfs ) 8 .635 16.66 8.635 1.69 8 .635 3.66 8.635 1.74 8.635 1.39 8.635 3.27 8.635 2 .34 8.635 7.85 tc = L/(V*60) L = Length (ft) 125 (i n/hr) 9 .861 9 .861 9.861 9.861 9 .861 9.861 9 .861 9.861 V =Velocity (ft/sec) 025 1100 (cfs) (i n/hr) 19 .03 11 .639 1.93 11 .639 4 .18 11.639 1.99 11 .639 1.59 11 .639 3.74 11 .639 2 .67 11 .639 8 .97 11 .639 This project consists of the construction of the permanent bank building, addition a l parking, and expanding the storm s e w e r system . The proposed storm sewer s ystem w ill ti e into the existi ng private storm sewe r sys te m and discharge into the North Fork of Li c k C re e k . T h e ex ist in g s torm s e wer pip e sys te m was d es ig ne d for both Ph ases 1 & 2. Grate inl e ts w ill coll ect th e runoff from th e Ph ase 2 d e ve lo pm e nt , and co nn ec t to th e ex is tin g s to rm 4 0 100 (cf s) 22 .46 2 .28 4 .94 2.35 1.88 4.41 3 .15 10 .59 sewer system . The existing private storm sewer system ties into the existing Pip e 2 (refer to the Graham Comer Plaza Drainage Report, July 2003). Pipes 6 & 10 were part ia lly constructed with Phase 1. For the Phase 2 construction, these two pipes will be le ngthen ed and connected to two proposed area inlets. As previously stated, the storm water runoff from this site will be collected by th e proposed storm sewer system , which ties into the existing storm system, which flows directly into the North Fork of Lick Creek. The storm sewer piping for this proj ect has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements o f ASTM C-76, Class III pipe meeting the requirements of ASTM C -789 for the 24" and 30" diameter pipes. The 15 " and 18 " pipe material will be A-2000 corrugated PVC pip e or HDPE pipe. The grate inlets in the pavement areas .and the junction box will be cast-in - place or pre-cast concrete. The proposed storm sewer grate inlets were sized using the orifice equation, solv ing for th e clear opening area: Q = 4.82 *Ag* y 112 q Ag= QI (4.82 * y112 ) where Q = capacity, cfs Ag = clear opening area, sq . ft . y = total depth of water on the inlet, ft. The capacities of the grate inlets were reduced by 50% for clogging. Data pertaining to inlet sizes and design calculations are summarized in Appendix A . The grate inlets were designed for a maximum depth of 6" for the 10-year storm event. There are no curb inlets proposed for this development. Appendix A contains a summary of the storm sewer pipe design parameters and calculations , including a summary of the flows through the storm sewer system for the l 0 and 100-year events . All pipes are 15 " in diameter or larger. The pipes for the storm sewer system were designed based on the l 0-year storm event, and they will also pass th e l 00-year storm event. The velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows , even during low flow conditions , the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes . The maximum flow in the storm sew er pip e system will occur in Pipe No. 5. The maximum velocity for the pipe system in this development will be 8.6 feet per second and will occur in Pipe No . 6 . Refer to Appendi x A for calculations and data . Exhibit A also shows four 8" diameter roof drain collection pipes, which connect to the propos ed storm sewer system. No design is provid ed for th ese pipes since the roof area is included in the drainage area calculations for the stom1 sew e r inlets and pipes . CONCLUSIONS The construc tion of this proj ect will inc re ase th e stom1 wat er runoff fr o m this si te. However , th e runoff will be collect ed by the proposed storm sewer s yst em, conn ec t to the existin g s toffi1 sew e r s yst em , a nd di sch arge into th e 100-year floodpl a in . Th e in c reased flow in thi s tributar y should not ha ve a s ignific a nt impact on th e s uno undin g prop e rt y. No flood damage to do w nstr ea m or adj ac ent landown e rs is ex pect ed as a result o f thi s deve lo pm e nt. 5 APPENDIX A Calculations Brazos Valley Bank Phase 2 Grate Inlet Summary Q = 4.82 * Ag * y 112 q y = (Q I (4 .82 * Ag))2 Where : Q = flow at inlet, cfs Ag = open area of inlet, ft 2 y = depth at inlet, ft Conditions for Development of Phases 1 & 2: Inlet Grate Actual Inlet Contri buting Model Size Ag Number Dra i nage Areas number (in x in) (in2) 1 4 V-5728 26 x 26 370 .0 2 2 V-5728 26 x 26 370 .0 3 (existin g) 1+2A V-5728 26x 26 370 .0 4 (existing) 3+4A V-5728 26x 26 370 .0 Design A., 50 % clogging (in2 ) 185 .0 185 .0 185.0 185.0 10-Year Storm 100-Year Storm 010 Depth, y 0 100 Depth , y (cfs) (ft) (in) (cfs) (ft) (in) 3.27 0 .28 3.3 4.41 0.51 6 .1 ---- 3.66 0.35 4 .2 4 .94 0.64 7.6 --------- 3.43 0.3 1 3.7 4.63 0.56 6.7 3.73 0.36 4.4 5.03 0.66 7.9 Brazos Valley Bank Phase 2 Pipe Calculations Pipe# S ize Length Slope (in) (ft) (%) 2 (Exi sting) 30 167 .5 0.70 5 (Existing) 30 51 .8 0 .70 6 24 169.3 1.40 -- 7 15 117 .9 1.00 --- 8 18 38.4 1.20 -- 9 (Existing) 18 160.8 1.1 0 - 10 15 196.5 0 .60 Pipe 2 0 10 Area 201 , 207 0 25 Area 201 , 207 0 100 Area 201 , 207 Pipe 6 0 10 Area 207 , 2 , 2A 0 25 Area 207 , 2 , 2A 0 100 Area 207 , 2, 2A Pipe 8 0 10 Area 207 (exi st. Pipe 1) 0 25 Area 207 (ex ist. Pipe 1) 0100 Area 207 (ex is t. Pipe 1) Pipe 10 0 10 Area 4 0 25 Area 4 0 100 Area 4 Inlet Outlet Invert Elev Invert Elev (ft) (ft) 277.45 276 .28 277.96 277.60 280 .83 278.46 282 .76 281 .58 282 .00 281 .54 280.73 278.96 282 .68 281.50 24 .51 28.00 = 33 .04 13 .26 15 .14 17 .87 7 .85 8.97 10 .59 3.27 3 .74 4.41 10-year storm 100-year storm 010 0100 V 10 Travel Time , Im V 100 Travel Time, tn00 %Full % Full (cfs) (fps) (sec) (min) (cfs) (fps) (sec) (min) 24 .51 7 .2 65.8 23 0 .39 33 .04 7 .4 85 .7 23 0 .38 21 .95 7 .0 61 .0 7 0 .12 29 .59 7.4 76 .2 7 0 .12 13 .26 8 .0 52.0 21 0.35 17 .87 8 .6 62 .8 20 0 .33 3.66 5.1 56.4 23 0.39 4 .94 5.5 69 .1 21 0 .36 7.85 6 .6 63 .7 6 0.10 10 .59 6 .9 81.2 6 0 .09 7.00 6 .2 60.7 26 0.43 9.44 6 .6 75 .8 24 0.41 3 .27 4 .6 56 .0 43 0 .71 4.41 4.9 68 .5 40 0 .67 Pipe 5 010 Area 207. 1, 2, 2A 3. 4. 4A 21 .95 025 Area 207. 1, 2. 2A 3, 4. 4A 25.07 0 100 Area 207 . 1, 2. 2A 3. 4. 4A 29.59 Pipe 7 0 10 Area 2 3.66 025 Area 2 4 .18 0 100 Area 2 = 4 .94 Pipe 9 0 10 Area 3 , 4 , 4A 7.00 025 Area 3, 4 , 4A 8 .00 0 100 Area 3 , 4 , 4A 9.44 Pipe 2 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area .......................... ·.· Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30.0000 in 24.5100 cfs 0.0070 ft/ft 0. 0140 19 .7309 in 4.9087 ft2 3.4234 ft2 56.7501 in 94.2478 in 7 .1596 fps 8.6866 in 65.7698 % 31.8662 cfs 6.4917 fps Pipe 2 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .. : ....................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter .. __ .................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Bra zos Valley Bank, Pha se 2 College Station, Texa s Circular Depth of Flow 30.0000 in 33 .0400 cfs 0.0070 ft/ft 0. 0140 25.7185 in 4.9087 ft2 4.4792 ft2 71.0042 in 94.2478 in 7.3763 fps 9.0841 in 85 .728 5 % 31.8662 cfs 6.4917 fps Pipe 5 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth ......................... : . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ........................ . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30 .0000 in 21.9500 cfs 0 .0070 ft/ft 0 . 0140 18 .2 978 in 4.9087 ft2 3.1358 ft2 53.7738 in 94.2478 in 6.9997 fps 8.3974 in 60.9926 % 31.8662 cfs 6.4917 fps Pipe 5 -10 0 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Ph ase 2 College Stat io n, Te xas Circular Depth of Flow 30 .0000 in 29.5900 cfs 0.0070 ft/ft 0 . 0140 22.8602 in 4.9087 ft2 4.0135 ft2 .63.6705 in 94.2478 in 7.3726 fps 9.0772 in 76.2005 % 31.8662 cfs 6. 4917 fps Pipe 6 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth ........................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 13 . 2600 cfs 0. 0140 ft/ft 0. 0140 12 .4 712 in 3 .1416 ft2 1 .6493 ft2 38 .6 418 in 75.3982 in 8.0397 fps 6.1462 in 51.9635 % 24.8552 cfs 7. 9117 fps Pipe 6 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Braz o s Valley Bank, Phas e 2 Col lege Station, Te x as Circular Depth of Flow 24 .0000 in 17 .8700 cfs 0. 0140 ft/ft 0.0140 15 .0640 in 3.1416 ft2 2.0759 ft2 .43.8958 in 75.3982 in 8.6085 fps 6.8099 in 62.7667 % 24 .8 552 cfs 7. 9117 fps Pipe 7 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 15.0000 in 3.6600 cfs 0.0100 ft/ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. 4626 in Area ............................ . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 1.2272 ft2 0.7136 ft2 25.4924 in 47.1239 in 5.1290 fps 4.0309 in 56.4173 % 5.9984 cfs 4.8879 fps Pipe 7 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n ..................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter . ·-.· ................... . Velocity ....................... . . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Ph ase 2 Co llege Sta t i on, T exas Circular Depth of Flow 15 .0000 in 4.9400 cfs 0.0100 ft/ft 0.0140 10.3696 in 1.2272 ft2 0.9050 ft2 29 .4513 in ·47 .1239 in 5.4583 fps 4.4252 in 69.1307 % 5.9984 cfs 4.8879 fps Pipe 8 -10 Year Storm Mann i ng Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................ · · ·.· Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18 .0000 in 7.8500 cfs 0 .0120 ft/ft 0 .0140 11. 4659 in 1.7671 ft2 1.1879 ft2 33.2699 in 56.5487 in 6.6083 fps 5 .1415 in 63.6992 % 10.6850 cfs 6.0465 fps Pipe 8 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth ........ : ................. . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ....................... . Velocity ....................... . . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valle y Bank, Ph as e 2 College Stat io n, T ex a s Circular Depth of Flow 18.0000 in 10.5900 cfs 0.0120 ft/ft 0. 0140 14.6100 in 1.7671 ft2 1. 5363 ft2 40.3883 in 56.5487 in 6.8931 fps 5.4775 in 81.1667 % 10 .6850 cfs 6.0465 fps Pipe 9 -10 Year Storm Manning P i pe Calculator Giv en Input Data : Shape .......................... . So l v ing fo r .................... . Diameter ....................... . F lowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth ........................... . Area ........................... . Wette:d Area .................... . Wetted Perimete r ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth o f F low 18 .0000 in 7.0000 c fs 0. 0110 f t/f t 0 .0140 10 .9306 in 1 .7671 ft2 1.1230 ft2 32 .1657 in 56 .5487 in 6 .2331 fps 5.0 2 76 in 60.7254 % 10 .2301 cfs 5.7891 fps P i pe 9 -100 Year Storm Manning Pipe Calculator Gi ven Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Fl ow rate ............. . Full fl ow v e l o c ity ............. . Brazos Va l le y Bank , Phase 2 College Stati o n, Texa s Ci r cular Depth of Flow 18 .0000 in 9 .4400 cfs 0 . 0110 ft/f t 0. 0140 13. 6401 in 1.7671 ft2 1 .4368 ft2 38 .0245 in 56 .5487 in 6.5703 fps 5.4411 in 75.7786 % 10 .23 01 cf s 5 .7891 fps Pipe 10 -10 Year Storm Manning P i pe Ca lculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Circular Depth of Flow 15.0000 in 3.2700 cfs 0.0060 ft/ft 0 .0120 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. 4024 in Area .......................... ·.· Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 1. 2272 ft2 0.7074 ft2 25.3712 in 47.1239 in 4.6228 fps 4.0148 in 56.0161 % 5 .42 07 cfs 4.4172 fps Pipe 10 -100 Year Storm Manning P i pe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Brazos Valley Bank, Phase 2 College Station, Texas Circular Depth of Flow 15 .0000 in 4 .4100 cfs 0.0060 ft/ft 0 .0120 10 .2752 in 1 .2272 ft2 0 .8959 ft2 29.2476 in 47.1239 in 4 .92 22 fps 4 .4 111 in 68 .5016 % 5.4207 cfs 4 .41 72 fps EXHIBIT A Post Development Drainage Area Map 14 vr CITY OF COLLEGE STATION Plann ing & Drotlopment Strviw SITE LEGAL DESCRIPTION: Graham Corner Plaza Block 1, Lot1 DATE OF ISSUE: 12/13/05 OWNER: DEVELOPMENT PERMIT PERMIT NO. 04-56 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 4030 State Highway 6 South DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Brazos Valley Bank Building Group , Ltd. 4030 SH6 S College Station, Texas 77845 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and requ ired to remain is strictly prohibited . The disposal of any waste material such as, but not limited to , paint, oil, solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to reta in all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and /or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy mach in ery and/or equipment as well as erosion, siltat ion or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage fac ilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance wit h the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. I I Date