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Home My WebLink About71 DP Viatil CS Business Center 00-22Drainage Report For REVIEWED FOR COl\~PLIAN <t-S0 JUN 1 2 zooo csr-- coLLEGE STATION ENGlNEERING Viatel, Inc . -Operations Center The Business Center at College Station College Station , Texas April 2000 Developer: Viatel , Inc. 3833 S . Texas Avenue Bryan, Texas Prepared By: TEXCON General Contractors 1707 Graham Rd. College Station , TX 77845 409/690-7711 CERTIFICATION I , Joseph P. Schultz, Licensed Professional Engineer No. 65889 , State of Texas , certify that this report for the drainage design for the Viatel , Inc. -Operations Center, 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 the stormwater runoff will be carried directly to the 100 year floodplain instead of being reduced to pre-development runoff values by routing the runoff through a detention facility. DRAINAGE REPORT VIATEL, INC. -OPERATIONS CENTER INTRODUCTION The purpose of this report is to provide the hydrolo gical effects of the construction of the Viatel, Inc . -Operations Center. The project consists of a 2 story, 129 ,360 sf building, a 451 space parking lot , storm sewer inlets and piping, and underground utilities GENERAL LOCATION AND DESCRIPTION The project is located on a 14.50 acre tract located north of the proposed extension of Lakeway Drive . The property is designated as Lot 3 , Block 4 of the Business Center at College Station , Phase III. The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 266 to elevation 250. The slope of the existing ground is approximately 2% with steeper slopes along the existing drainages. The general location of the project site is shown on the vicinity map on Exhibit 2 . FLOOD HAZARD INFORMATION The project site is located in the Lick Creek Drainage Basin . The stormwater runoff from the site flows into a tributary of Stream AC-1 , which is a tributary of Alum Creek, prior to flowing into Lick Creek. Alum Creek is designated as a primary drainage system in the Stormwater Management Plan for the City of College Station. 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 July 2, 1992 , panel number 48041 C0205C. A Zone X Area is in an area determined to be outside of the 500-yr floodplain . Exhibit 3 shows both the limits of the 1 OOyr flood plain on the adjacent property as scaled from the FIRM and as shown on the final plat which was developed by using the aerial topography of the site and the Base Flood Elevations given on the FIRM . Exhibit 1 shows the project site location on a portion of the FEMA map. Lick Creek is located approximately 8,000 ft downstream of the project site. DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to development generally flowed toward the north and northeast boundaries of the tract and into existing drainage channels that flow into Stream AC-1 . The pre-development drainage areas for the site are shown on Exhibit 2 . The construction of the streets for the Business Center, Lakeway Dri ve and Technology Way , which are adjacent to this project, will change the runoff patterns for a portion of the Business Center Area. The Lakeway Drive storm sewer system collects water that previousl y flowed to the existing drainag es to the east and the west of the Viatel project site and discharges runoff into the Viatel project site . This storm sewer piping system will extend through the Viatel project and a drainage easement provided for future maintenance of the system . The post-development drainage areas are shown on Exhibit 3 . Meetings were held with representatives of the City of College Station, the Lakeway Drive design engineer, McClure Engineering, and the Viatel project design team to discuss the stormwater runoff drainage issues concerning the construction of the Business Center streets and the project. It was decided that in order to maximize the developed area for the Business center, detention facilities would not be required for the Viatel project or undeveloped area across Lakeway Drive to the southwest of the Viatel project. There fore , the storm sewer for Lakeway Drive was designed to pass the 100 year storm event runoff with the upstream drainage area in a developed condition. The Viatel project storm sewer system downstream of this system will also be designed and constructed to pass the 100 year storm event at developed conditions. DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows: • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design. • Design Storm Frequency-Storm Sewer system -10 and 100-year storm events • Runoff Coefficients -Undeveloped Area -Impervious Area -Pavement and Building Roofs C=0.90 -Developed Area -Industrial Area C=0.40 C=0 .85 • Rainfall Intensity values are from the Intensity -Duration -Frequency Curves for the City of College Station (Figure III-I -Drainage Policy and Design Standards) for a Time of Concentration, Tc of 10 min. Storm Event 10 yr. 100 yr. • Time of Concentration Rainfall Intensity (in/hr) 8 .6 12 .6 The pre-development time of concentration, Tc , calculations are presented in Appendix A. The peak runoff calculations to the existing drainage are also shown. The calculated time of concentration for the onsite storm sewer system drainage areas are less than 10 minutes for the post-development condition. A minimum time concentration of 10 minutes was used for the post-development runoff calculations for the onsite storm sewer system . Also presented in Appendix A are the timesof concentration and 100 yr storm peak runoff calaculations for Pipes C-1 , C-2 , and C-3 which pass the upstream stormwater runoff through the Viatel project site. The onsite storm sewer system runoff also flows into this piping system at Inlets 4 and 6 prior to leavin g the Viatel site . STORM WATER RUNOFF DETERMINATION The post development peak runoff for each drainage area was determined in accordance with the criteria presented in the previous section for the 10 and 100 year storm events . The results for the post-development areas are presented in Table 1. Pipes C-1, C-2 , and C-3 are designed to carry the runoff for the 100 yr storm event, therefore no calculations were provided for the 10 yr storm ev ent. STORM SEWER DESIGN The storm sewer to be constructed for this project can be considered to be two separate systems. The onsite storm sewer system for the Viatel project area which collects the runoff froin the project site and drains into the public storm sewer system on Technology Way or the public system which flows through the Viatel site and the public storm sewer system which carries the Lakeway Dri ve storm sewer system flow through the Viatel site . Drainage Area 201 flows to Inlet 1 and Pipe F-1 which drains into the public storm sewer system on Technology Way . The runoff from this area was included in the design of the storm sewer by the design engineer, McClure Engineering. Pipes C-1 , C-2 , and C-3 carry runoff from the 100 year storm event through the Viatel project site. Pipe C-1 is a 54" pipe which connects to a 54" pipe to be installed as part of the Lakeway Drive construction . Pipe C-1 will be constructed at the same slope as the Lakeway Drive system pipe . Design information for this.pipe was taken from the Addendum to the Drainage Report for the Business Center at College Station Phase Two and Three, dated March 10, 2000 , prepared by Steven C. Franks , P.E. with McClure Engineering The storm sewer inlets are designed to collect the runoff for the 10 yr storm event for each drainage area without the depth of water in the parking lot exceeding six inches . Table 2 presents a summary of the storm sewer inlet design . The storm sewer piping for this project has been selected to be RCP meeting the requirements of ASTM C-76 , Class III , pipe and ADS pipe , which is corrugated high density polyethylene (HDPE) pipe. Only RCP is proposed for the storm sewer piping within public easements or right-of-ways. The minimum pipe size proposed is 8" in diameter and the maximum pipe size is 60". The curb and grate inlets and junction boxes will be cast-in-place or pre-cast concrete . Table 3 lists the drainage areas which drain into each storm sewer pipe and the runoff for the 10-year storm events. The onsite sewer system pipes were sized to pass the runoff from the 10-year storm event without head being placed on the pipe. As shown in Table 4 , some of the pipes also pass the 100-year event runoff with out headwater. The peak runoff amounts were increased by 25 % for the sizing of the onsite storm sewer pipes . Table 4 presents a summary of the storm sewer pipe design parameters. The storm sewer pipe design calculations are found in Appendix C . As shown in Table 4 , ev en during low flow conditions , the v elocity in the pipes w ill exceed 2 .5 fps and prevent sediment build-up in the pipes . The maximum flo w in the onsite storm sewer pipe sy stem will occur in Table 1 Drainage Area Runoff Calculations Industrial Pavement Drainage Undeveloped Area Area Time of Area Total Area Area (Acres) (Acres) (Acres) Composite Cone. i10 Q10 i100 0100 No. Acres c=0.40 c=0.85 c=0.90 £.. cA Tc. min in/hr cfs in/hr cfs Remarks 201 1.57 0.40 1.17 0.00 0.74 1.15 10 8.6 9.9 12.6 14.5 202 0.04 0.00 0.00 0.04 0.90 0.04 10 8.6 0.3 12.6 0.5 203 0.53 0.20 0.33 0.00 0.68 0.36 10 8.6 3.1 ·12.6 4.5 204 0.19 0.00 0.00 0.19 0.90 0.17 10 8.6 1.5 12.6 2.2 205 0.17 0.00 0.00 0.17 0.90 0.15 10 8.6 1.3 12.6 1.9 206 0.17 0.00 0.00 0.17 0.90 0.15 10 8.6 1.3 12.6 1.9 207 0.23 0.00 0.00 0.23 0.90 0.21 10 8.6 1.8 12.6 2.6 208 0.23 0.00 0.00 0.23 0.90 0.21 10 8.6 1.8 12.6 2.6 209 0.23 0.00 0.00 0.23 0.90 0.21 10 8.6 1.8 12.6 2.6 210 0.23 0.00 0.00 0.23 0.90 0.21 10 8.6 1.8 12.6 2.6 211 0.20 0.00 0.00 0.20 0.90 0.18 10 8.6 1.5 12.6 2.3 212 1.26 0.30 0.96 0.00 0.74 0.94 10 8.6 8.0 12.6 11.8 213 1.76 0.00 1.76 0.00 0.85 1.50 10 8.6 12.9 12.6 18.8 214 0.67 0.00 0.67 0.00 0.85 0.57 10 8.6 4.9 12.6 7.2 215 1.66 0.00 1.66 0.00 0.85 1.41 10 8.6 12.1 12.6 17.8 216 2.07 0.00 2.07 0.00 0.85 1.76 10 8.6 15.1 12.6 22.2 217 3.28 3.28 0.00 0.00 0.40 1.31 10 8.6 11.3 12.6 16.5 218 1.85 1.85 0.00 0.00 0.40 0.74 10 8.6 6.4 12.6 9.3 200 22.15 16.70 20.6 9.0 149.7 McClure Eng. Q = c*i*A Table 2 Storm Sewer Inlet Design Summary Curb Opening Length Drainage Area 010 Length Req'd Provided Structure t:lQ... ~ fi fi Description Inlet 1 201 9 .9 6 .9 10 Std Curb Inlet Inlet 2 203 3 .1 2 .2 5 Std Curb Inlet Inlet 3 215 12 .1 8.4 10 Std Curb Inlet Inlet 4 214 4.9 3.4 5 Std Curb Inlet Inlet 5 213 12 .9 9.0 10 Std Curb Inlet Inlet 6 212 8 .0 5.6 10 Std Curb Inlet Grate Inlet Area Open Area Provided Beg'd f1"2 ~ Inlet 7 211 1.5 0.55 1.21 Grate Inlet 18"x18" Model No .V-5720 ~ 1. Curb Inlet capacity determined from Figure V-1, City of College Station Drainage and Design Standards and reduced by 10% for clogging. 2 . Grate Inlet capacity determined from Figure V-2, City of College Station Drainage and Design Standards and reduced by 25% for clogging. 3. Curb Inlet depth for submerged inlets by Orifice eqation, 0=4.82Ao(Y)1/2 with the inlet area reduced by 10% for clogging . The calculated head is added to the midpoint depth of the opening . 0100 0100 Curb Opening Orifice Flow Water Surface 0100 Length Req'd depth Elevation ~ fi fi .ailolfil 14 .5 10.1 0.70 263.40 4 .5 3 .1 <Top of Inlet 17.8 12.4 0.92 258 .85 7.2 5 <Top of Inlet 18 .8 13.1 1.00 258 .38 11.8 8.2 <Top of Inlet Grate Inlet Area Open Area Provided Beg'd f1"2 ~ 2.3 0.84 1.21 Table 3 Storm Sewer Pipe Design Runoff Pipe Q10 Q100 Designation Drainage Areas cfs cf s A-0 202 0 .3 0.5 A-1 202 ,203 3.4 5.0 A -2 204 1.5 2 .2 A-3 202 ,203,204 4 .9 7 .2 A-4 202 thru 211 16 .2 23 .7 B-1 210 1.8 2 .6 B-2 209,210 3 .6 5 .2 B-3 208 ,209 ,210 5 .3 7 .8 B-4 207 thru 210 7 .1 10.4 B-5 205 thru 210 9 .8 14 .3 B-6 205 thru 211 11 .3 16 .6 C-1 200 149.7 McClure Eng. C-2 202 , 202 thru 212 173 .8 See Appendix A C-3 202 , 202 thru 216 218 .0 See Appendix A D -1 213 12 .9 18 .8 E-1 215 12 .1 17 .8 F-1 201 9 .9 14 .5 Downstream Dra inage 200 , 202 thru 217 226 .9 See Appendix A Channel Table 4 Storm Sewer Pipe Design Summary % Full HW, ft Pipe Dia. Slope Length Pipe Q, cfs Max Pipe Q, cfs at 100% of Area at 75% of Area. Velocity, fps N.Q. !io..l .%. fi Material 10.$ 1.0..Q..$ at 75% of Area 10.$ 1.0..Q..$ 10.$ 1.0..Q..$ 10.$ 1.0..Q..$ 25% Full A-0 8 1.00 102.1 ADS 0.3 0.5 0.8 33.0 43.0 <D <D 3.0 3.5 2.7 A-1 18 1.00 91.6 RCP 3.4 5.0 6.0 41.0 51.0 <D <D 5.0 5.6 3.9 A-1A 18 1.00 69.7 RCP 3.4 5.0 6.0 41.0 51.0 <D <D 5.0 5.6 3.9 A-2 12 1.00 54.5 ADS 1.5 2.2 2.4 43.0 54.0 <D <D 4.6 5.1 3.4 A-3 21 0.75 105.1 RCP 4.9 7.2 7.9 43.0 54.0 <D <D 5.0 5.5 3.7 A-4 27 0.75 36.4 RCP 16.2 23.7 -59.0 78.0 <D <D 6.7 7.1 4.4 B-1 12 1.00 56 ADS 1.8 2.6 2.4 48.0 100.0 <D 1.4 4.8 5.1 3.4 B-2 18 1.00 56 ADS 3.6 5.2 7.1 39.0 47.0 <D <D 5.7 6.3 4.5 B-3 18 1.00 56 ADS 5.3 7.8 7.1 48.0 100.0 <D 2.2 6.3 6.9 4.5 B-4 21 1.00 56 RCP 7.1 10.4 9.1 49.0 100.0 <D 2.3 6.1 6.6 4.3 B-5 27 0.50 80 RCP 9.8 14.3 -49.0 62.0 <D <D 5.1 5.5 3.6 B-6 27 0.50 35.7 RCP 11.3 16.6 -53.0 69.0 <D <D 5.2 5.7 3.6 C-1 54 0.63 173.9 RCP -149.7 --85.0 <D <D -10.4 6.4 C-2 60 0.82 426.4 RCP -173.8 --67.0 <D <D -12.4 7.8 C-3 60 0.82 362.3 RCP -218.0 - -82.0 <D <D -12.7 7.8 D-1 27 0.80 156.8 RCP 12.9 18.8 -48.0 63.0 <D <D 6.4 7.1 4.5 E-1 27 0.75 134.7 RCP 12.1 17.8 -49.0 63.0 <D <D 6.2 6.8 4.4 F-1 27 0.50 69.7 RCP 9.9 14.5 -49.0 62.0 <D <D 5.1 5.6 3.6 Pipe A-4 , which discharges into Pipe C-2. The maximum velocity for the onsite pipe system will be 8.0 fps and will occur in Pipe B-3 The maximum velocity for the public storm sewer system through the project is 12.7 fps, occuring in pipe C-3 . A concrete headwall with energy dissipation blocks is proposed for the outlet of the pipe to reduce the velocity to non-erosive flow conditions . Rock riprap will also be installed for a distance of 10 feet downstream of the headwall to assist in the transition of the water flow. Gabion baskets will also be installed in the existing drainage channel downstream to create berms which will break the flow of water in the channel and help prevent erosion from occurring in this area due to the increase in runoff. The location of these berms is shown on Exhibit 3. Details on the gabion baskets are presented in Appendix B. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site . No flood damage to downstream landowners is expected as a result of this development since the runoff will enter the 100 year floodplain while still within the limits of the Business Center. Approximately one additional acre of Business Center property downstream of the storm sewer system will be inundated by the 100 year storm event if the existing drainage in this area is left in its natural state . APPENDIX A Time of Concentration and Peak Runoff Calculations Pre-Development -Area 101 -22 .40 Acres · Overland Flow ................. 670 ' -Slope=l0.5 '/67 0'=1.56 % V=0.80 fps T T =837.5 sec Natural Woodlands Concentrated Flow ............ 480 ' -Slope= 4 '/480 '=0 .83 % V =l.00 fps TT =480 .0 sec Natural Channels 550' -Slope=l0'/550 '=1.80 % V=l .20 fps T T =458 .3 sec 600 ' -Slope=12 '/600 '=2.00 % V=l.30 fps T T =461.5 sec Tc =2 ,237 sec Tc =37.3 min IlOO @ Tc = 37 .3 min= 6 .3 in/hr QlOO = 22.40(0.40)6.3 = 59.l cfs Time of Concentration and Peak Runoff Calculations for C-1 thru C-3 Pipes (Post-Development) Pipe C-1 -Tc = 20 .62 per McClure Engineering Velocity= 10 .4 fps Travel Time = TT =173.9 '/10.4 fps = 16 .7 sec .= 0.28 min . Tc @ end = 20.62 + 0 .28 = 20.9 min . IlOO = 8 .9 in/hr Total CA = 16.70 + 2.83 = 19.53 QlOO = (8.9)(19 .53) = 173.8 Design Flow for Pipe C-2 Pipe C-2 -Velocity = 11.7 fps TT = 426.4 '/11. 7 fps = 36.4 sec = 0 .61 min . Tc @ end = 20 .90 +0.61=21.51 min . IlOO = 8.8 in/hr Total CA = 19 .53 + 5.24 = 24 .77 QlOO = (8 .8)(24.77) = 218 .0 Design Flow for Pipe C-3 Pip e C-3 -Velocity = 11 .7 fps TT = 362.3 /1 1. 7 fps = 31 sec= 0 .52 min Tc @ end = 21.51+0.52 = 22.03 min Area 217 -Area = 3.28 C = 0.4 CA = 1.31 TT = 135 '/3.5 fps = 39 sec = 0.64 min . Tc @ Floodplain = 22 .66 min . 1100 = 8 .7 in/hr Total CA = 24 .77 + 1.31 = 26.08 QlOO = (8 .7)(26 .08) = 226.9 cfs APPENDIXB Existing Drainage Channel 100 3.0' 9.0' 9 .0' 100 YR STORM EVENT 0.7' L WATER SURFACE ---------------- ROCK GABION BASKETS SEE EXHIBIT 3 FOR LOCATIONS 9 .0' SECTION "A" EXISTING DRAINAGE CHANN -EL 0100=226 .9 CFS (RATIONAL EQUATION METHOD) USE MANNINGS EQUATION TO DETERMINE DEPTH AND VELOCITY N=0.070 SLOPE=1 .5% DEPTH OF FLOW=5 .2' VELOCITY=2 .0 FPS WIDTH OF FLOW=170 FT CONNECT GABI ON BASKETS VARIES VARIES PLAN STEEL "T" POSTS (1 PER BASKET)\ ELEVATION GABION BASKET MATERIALS AND CONSTRUCTION TO BE IN ACCORDANCE WITH TXDOT SPECIFICATIONS . TYPICAL GABION BASKET DETAIL N.T.S. Appendix C Storm Sewer Pipe Design Calculations Pipe A-0 -10 yr 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 Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 8.0000 in 0.4000 cfs 0.0100 ft/ft 0.0120 3.0342 in 0.3491 ft2 0.1214 ft2 10.6156 in 25.1327 in 3.2947 fps 1.6469 in 37.9280 % 1.3091 cfs 3.7503 fps Pipe A-0 -100 yr 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 8.0000 in 0 .6000 cfs 0.0100 ft/ft 0.0120 3.8021 in 0.3491 ft2 0.1635 ft2 12.1705 in 25.1327 in 3.6687 fps 1.9351 in 47.5269 % 1.3091 cfs 3.7503 fps Pipe A-1 -10 yr 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 4.3000 cfs 0.0050 ft/ft 0.0140 10.2937 in 1.7671 ft2 1.0447 ft2 30.8707 in 56.5487 in 4.1159 fps 4.8732 in 57.1871 % 6.8971 cfs 3.9030 fps Pipe A-1 -100 yr Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 1 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 6.3000 cfs 0.0050 ft/ft 0.0140 13.5197 in 1.7671 ft2 1.4238 ft2 37.7447 in 56 .5487 in 4.4248 fps 5.4319 in 75.1095 % 6.8971 cfs 3.9030 fps Pipe A-2 -10 yr 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 12.0000 in 1.9000 cfs 0.0050 ft/ft 0.0120 7.3708 in 0 .78 54 ft2 0 .5059 ft2 21.6157 in 37 .6991 in 3 .7554 fps 3.3 704 in 61.4236 % 2.7292 cfs 3.4750 fps Pipe A-2 -100 yr 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 Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 12.0000 in 2.8000 cfs 0.0050 ft/ft 0.0120 10.1412 in 0.7854 ft2 0.7080 ft2 27.9908 in 37.6991 in 3.9548 fps 3.6423 in 84.5103 % 2.7292 cfs 3.4750 fps Pipe A-3 -10 yr 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 Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 6.1000 cfs 0 .0075 ft/ft 0.0140 11.3318 in 1.7671 ft2 1.1717 ft2 32.9917 in 56.5487 in 5.2059 fps 5 .114 4 in 62.9542 % 8.4472 cfs 4.7802 fps Pipe A-3 -100 yr 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 9.0000 cfs 0.0075 ft/ft 0.0140 16.1867 in 1.7671 ft2 1.6742 ft2 44.9214 in 56.5487 in 5.3758 fps 5.3667 in 89.9261 % 8.4472 cfs 4.7802 fps Pipe A-4 -10 yr 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 16.2000 cfs 0.0075 ft/ft 0.0140 14 '. 8432 in 4.9087 ft2 2.4217 ft2 46.8102 in 94.2478 in 6.6895 fps 7.4497 in 49.4773 % 32.9846 cfs 6.7196 fps Pipe A -4 -100 yr 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 29.6000 cfs 0.0075 ft/ft 0.0140 22.1961 in 4.9087 ft2 3.8939 ft2 62.1347 in 94.2478 in 7.6017 fps 9.0243 in 73.9871 % 32.9846 cfs 6.7196 fps Pipe B-1 -10 yr 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 12.0000 in 2.3000 cfs 0.0100 ft/ft 0.0120 6.6709 in 0.7854 ft2 0.4485 ft2 20.1941 in 37.6991 in 5.1283 fps 3.1981 in 55.5906 % 3.8597 cfs 4.9143 fps Pipe B-1 -100 yr 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 12.0000 in 3.3000 cfs 0.0100 ft/ft 0.0120 8.5375 in 0.7854 ft2 0.5977 ft2 24.0895 in 37.6991 in 5.5214 fps 3.5727 in 71.1460 % 3.8597 cfs 4.9143 fps Pipe B-2 -10 yr 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 Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 15.0000 in 4.5000 cfs 0.0100 ft/ft 0.0120 8.7485 in 1.2272 ft2 0.7430 ft2 26.0706 in 47.1239 in 6.0562 fps 4.1042 in 58.3234 % 6.9981 cfs 5.7026 fps Pipe B-2 -100 yr 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 6.5000 cfs 0.0100 ft/ft 0.0120 11.4328 in 1.2272 ft2 1.0036 ft2 31.8417 in 47.1239 in 6.4765 fps 4.5388 in 76.2189 % 6.9981 cfs 5.7026 fps Pipe B-3 -10 yr 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 6.6000 cfs 0.0100 ft/ft 0.0120 11.5921 in 1.2272 ft2 1.0176 ft2 32.2188 in 47.1239 in 6.4856 fps 4.5483 in 77.2807 % 6.9981 cfs 5.7026 fps Pipe B-3 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning's n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tail water ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 9.8000 cfs 0.0120 265.0000 ft 260.7500 ft 260.1900 ft 15.0000 in 56.0000 ft 0.0000 1.2500 ft 264.1194 ft From Inlet 0.0100 ft/ft 7.9858 fps Pipe B-4 -10 yr 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 Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 8.9000 cfs 0.0100 ft/ft 0.0120 11.9803 in 1.7671 ft2 1.2492 ft2 34.3497 in 56.5487 in 7.1246 fps 5.2368 in 66.5574 % 11.3797 cfs 6.4396 fps Pipe B-4 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning' s . n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE.PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 13.0000 cfs 0.0120 265.0000 ft 259.8400 ft 259.2800 ft 18.0000 in 56.0000 ft 0.0000 1.7500 ft 262.9914 ft From Inlet 0.0100 ft/ft 7.3565 fps Pipe B-5 -10 yr 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 12.3000 cfs 0.0050 ft/ft 0.0140 16.6599 in 3.1416 ft2 2.3275 ft2 47.2706 in 75.3982 in 5.2847 fps 7.0901 in 69.4161 % 14.8538 cfs 4.7281 fps Pipe B-5 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning 1 s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 17.9000 cfs 0.0140 264.0000 ft 258.7800 ft 258.3800 ft 24.0000 in 80.0000 ft 0.5000 2.0000 ft 261.3148 ft From Outlet 0.0050 ft/ft 5.6977 fps Pipe B-6 -10 yr Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 1 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 14.1000 cfs 0.0050 ft/ft 0.0 140 18.6595 in 3.1416 ft2 2.6208 ft2 51.8185 in 75.3982 in 5.3801 fps 7.2829 in 77.7478 % 14 .853 8 cfs 4.7281 fps Pipe B -6 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsriptiori WALL Flowrate .......... · ............. . Manning's n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tail water ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 20.8000 cfs 0.0140 264.0000 ft 258.2800 ft 258.1000 ft 24.0000 in 35.7000 ft 0.0000 2.0000 ft 261.3597 ft From Inlet 0.0050 ft/ft 6.6208 fps Pipe C-1 -100 yr 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 54.0000 in 149.7000 cfs 0.0063 ft/ft 0.0140 46 ,0465 in 15.9043 ft2 14.4474 ft2 127.1063 in 169.6460 in 10.3617 fps 16.3676 in 85.2713 % 144.9365 cfs 9.1130 fps Pipe C-2 -100 yr 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 60.0000 in 173.8000 cfs 0.0082 ft/ft 0.0140 40.3589 in 19.6350 ft2 14.0463 ft2 115.4012 in 188.4956 in 12.3733 fps 17.5273 in 67.2649 % 218.9950 cfs 11.1533 fps Pipe C-3 -100 yr 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 60.0000 in 218.0000 cfs 0.0082 ft/ft 0.0140 48 .9 313 in 19.6350 ft2 17.1451 ft2 135.2216 in 188.4956 in 12.7150 fps 18.2582 in 81.5521 % 218.9950 cfs 11.1533 fps Pipe D-1 -10 yr 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 16.1000 cfs 0.0080 ft/ft 0.0140 17.1049 in 3.1416 ft2 2.3952 ft2 48.2450 in 75.3982 in 6.7218 fps 7.1491 in 71.2704 % 18.7888 cfs 5.9807 fps Pipe D-1 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 23.5000 cfs 0.0140 260.0000 ft 253.8500 ft 252.6000 ft 24.0000 in 156.8000 ft 0.5000 1.0000 ft 257.4090 ft From Inlet 0.0080 ft/ft 7.4803 fps Pipe E-1 -10 yr 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 15.1000 cfs 0.0075 ft/ft 0.0140 16.6897 in 3.1416 ft2 2.3320 ft2 47.3354 in 75.3982 in 6.4750 fps 7.0943 in 69.5404 % 18.1922 cfs 5.7907 fps Pipe E-1 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tail water ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 22.3000 cfs 0.0140 258.4300 ft 253.6100 ft 252.6000 ft 24.0000 in 134.7000 ft 0.5000 1.0000 ft 256.9479 ft From Inlet 0.0075 ft/ft 7.0983 fps Pipe F-1 -10 yr Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 1 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 12.4000 cfs 0.0050 ft/ft 0.0140 16.7626 in 3.1416 ft2 2.3432 ft2 47.4940 in 75.3982 in 5.2919 fps 7.1045 in 69.8443 % 14.8538 cfs 4.7281 fps Pipe F-1 -100 yr Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . LED RING ENTRANCE Scale Decsription WALL Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVE SQUARE EDGE ENTRANCE WITH HEAD 18.1000 cfs 0.0140 263.2000 ft 259.8900 ft 259.5400 ft 24.0000 in 69.7000 ft 0.5000 1.0000 ft 262.5461 ft From Inlet 0.0050 ft/ft 5.7614 fps Table 4 Storm Sewer Pipe Design Summary Pipe Dia. Slope Pipe Q, cfs Adjusted Q, cfs Velocity, fps Material 1Q_yr 100 yr 1Q_yr 100 yr 1Q_yr 100 yr 25% Full A-0 8 1.00 102.1 0.3 0.5 0.4 0.6 <D <D 3.3 3.7 2.7 A-1 18 0.50 167 3.4 5.0 4.3 6.3 <D <D 4.1 4.4 2.7 A-2 12 1.00 54.5 ADS 1.5 2.2 1.9 2.8 <D <D 3.8 4.0 3.3 A-3 18 0.75 105.1 RCP 4.9 7.2 6.1 63.0 90.0 <D . <D. 5.2 5.4 3.4 A-4 30 0.75 36.4 RCP 16.2 23.7 20.3 49.0 74.0 <D <D 6.7 7.6 4.7 8-1 12 1.00 56 ADS 1.8 2.6 3.3 56.0 71.0 <D <D 5.1 5.5 3.3 8-2 15 1.00 56 ADS 3.6 5.2 6.5 58.0 76.0 <D <D 6.0 6.5 4.0 8-3 15 1.00 56 ADS 5.3 6.6 9.8 77.0 100.0 <D 3.4 6.5 8.0 4.0 8-4 18 1.00 56 ADS 7.1 8.9 13.0 67.0 100.0 <D 3.2 7.1 7.4 4.5 8-5 24 0.50 80 RCP 9.8 12.3 17.9 69.0 100.0 <D 2.9 5.3 5.7 3.3 8-6 24 0.50 35.7 RCP 11.3 14.1 20.8 78.0 100.0 <D 3.1 5.4 6.6 3.3 C-1 54 0.63 173.9 149.7 -149.7 -85.0 <D <D -10.4 6.4 C-2 60 0.82 426.4 -173.8 -173.8 -67.0 <D <D -12.4 7.8 C-3 60 0.82 362.3 218.0 -218.0 -82.0 <D <D -12.7 7.8 D-1 24 0.80 156.8 16.1 23.5 71.0 100.0 <D 3.6 6.7 7.5 4.2 E-1 24 0.75 134.7 22.3 70.0 100.0 <D 3.3 6.5 7.1 4.1 F-1 24 0.50 69.7 9.9 1 70.0 100.0 <D 2.7 5.3 5.8 3.3 Table 2 Storm Sewer Inlet Design Summary Curb Opening Length 010 Length Req 'd Provided Structure cfs f! ft Description Inlet 1 201 10 .0 6.9 10 Std Curb Inlet Inlet 2 3.0 2.1 5 Std Curb Inlet Inlet 3 12.1 .~ 10 Std Curb Inlet Inlet 4 2 4 4 .9 3.4 5 Std Curb Inlet Inlet 5 9.0 10 Std Curb Inlet Inlet 6 5.6 10 Std Curb Inlet Grate Inlet Area Provided ft 11 2 Inlet 7 1.5 1.21 Grate Inlet 18 "x18" Model No.V-5720 Note . 1. Curb Inlet capacity determined from Figure V-1 , City of College Station Drainage and Design Standards and reduced by 10% for clogging . 2. Grate Inlet capacity determined from Figure V-2 , City of College Station Dra inage and Design Standards and reduced by 25% for clogging . TEX, CON General Contractors Div. of CDS Enre rpri ses , Inc. 1707 Graham Rd . • Co ll ege Station , TX 77845 • 409-690-7711 • Fax: 409-690-9797 June 29, 2000 Natalie Thomas Ruiz Development Coordinator 1101 Texas Avenue City of College Station College Station, Texas 77845 Re : Response to Staff Comments No. 2 -Site Plan Submittal -Viatel Operations Center -College Station Business Center Dear Ms. Ruiz: w jdY1 {tJD 10 {J{) p Attached are 3 copies of the revised site plan, 5 copies of the ci v il sitework and utility construction drawings and the Engineer's cost estimate for the waterline and public portion of the storm sewer system for the above referenced project. Please contact Robert Payne if additional information is needed on the building construction plans . If you have any questions or need additional information, please feel free to give me a call at 690-7711. Sincerely yours, x~ Ci vi l Engineer cc : Robert L. Payne, Jr. AIA, R.L. Payne & Associates, Inc . Roger Smith, C. F. Jordan Attachments COST ESTIMATE 28-Jun -OO WATERLINE VIATEL, INC . -COLLEGE STATION BUSINESS CENTER COLLEGE STATION, TEXAS Item Est imated Unit Estimated No. Description Quantit~ Pr ice Cost Waterline 1 12" Waterline -PVC-Cl 200 (C900) 180 LF $32.00 $5 ,760 .00 2 8" Waterline -PVC-Cl 200 (C900) 420 LF $24.00 $10 ,080 .00 3 6" Waterline -PVC -Cl 200 (C900) 20 LF $22.00 $4 40 .00 4 12" x 8" M.J . Tee 1 EA $500.00 $500 .00 5 12" x 4" M .J . Tee 1 EA $500 .00 $500 .00 6 12" x 8" M .J. Reducer 1 EA $350 .00 $350 .00 7 12" x 6" M.J . Reducer 1 EA $350.00 $350 .00 8 12" 45 deg . M.J . Bend 1 EA $350 .00 $350 .00 9 8" x 6" M.J . Reducer 2 EA $250 .00 $500 .00 10 4" M.J . plug 1 EA $100.00 $100 .00 11 8" 11 .25 deg . M .J . Bend 1 EA $250.00 $250 .00 12 Fire Hydrant Assembly 2 EA $2 ,000.00 $4 ,000 .00 13 Trench Safety 600 LF $1 .00 $600 .00 14 Surveying/Layout 1 LS $2 ,500 .00 $2 .500 .00 Total $26 ,280 .00 Prepared by: Texcon General Contractors Item No . 1 2 3 4 5 6 7 8 COST ESTIMATE PUBLIC STORM SEWER SYSTEM PIPES C-1, C-2 , AND C-3 VIATEL , INC . -COLLEGE STATION BUSINESS CENTER COLLEGE STATION , TEXAS Estimated Descript ion Quantity Public Storm Sewer Systen 54" RCP 174 LF 60 " RCP 789 LF 60" Headwa ll 1 EA lnleUJunction Boxes 2 EA Rock Riprap 25 TONS Gabion Baskets 3 EA Trench Safety 960 LF Surveying/Layout LS Prepared by : Tex con General Contractors 28-Jun-OO Unit Est imated Price Cost $116 .50 $20 ,271 .00 $141.00 $111 ,249 .00 $4 ,000 .00 $4 ,000 .00 $3 ,500 .00 $7 ,000 .00 $50 .00 $1 ,250.00 $1 ,200 .00 $3 ,600 .00 $1.00 $960 .00 $3 ,000 .00 $3 ,000.00 Total $151.330.00 et·~ COLLE<;[ STATION DEVELOPMENT PERMIT PERMIT NO . 500022 DP-VIATEL CS BUSINESS CTR. PHASE 3 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Block 4 , College Station Business Ctr. 14 .50 Acres DATE OF ISSUE: July 1, 2000 OWNER: COLLEGE ST A TION, CITY OF ATTN: KIM FOUTZ SITE ADDRESS: 200 TECHNOLOGY WAY DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Tex con Joe Schultz (979) 690-7711 COLLEGE ST A TION, TX 77842 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans. Clearing in the proposed parking lot is contingent upon installation of 3"+ calliper trees in the island areas; No clearing a llowed in the proposed soil/material storage areas ; Requests for clearing in areas proposed as "future parking" will not be addressed until a final clearing plan is submitte ·;-- and, Hand clearing for sidewalk area only. Sidewalks must meander to "working around" the existing trees. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden 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 . Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. 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 approv ed 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 I 7 /'5/oo r1 Own I Agent/ Contractor a ~\~;o Date fV DEVELOPMENT PERMIT PERMIT NO . 500022 COLllGl STATION DP-CS BUSINESS CTR. PHASE 3 -VIA TEL FOR AREAS THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3 , Block 4 , College Station Business Ctr. 14 .50 Acres DATE OF ISSUE: March 24, 2000 OWNER: COLLEGE STATION, CITY OF ATTN: KIM FOUTZ COLLEGE STATION , TX 77842 TYPE OF DEVELOPMENT: Clearing and Grading Only SPECIAL CONDITIONS: SITE ADDRESS: 4905 LAKEWAY DR DRAINAGE BASIN: LICK CREEK VALID FOR 12 MONTHS CONTRACTOR: TEXCON, INC. JOE SCHULTZ ( 409) 690-7711 Clearing and grading may take place as shown on the approved Site Clearing Plan dated March 21 , 2000. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden 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. / Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced '6 fore any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures si,tll be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All de velopment shall be in accordance wit e plan specifications submitted to and approved by the City Engineer in the development permit application ti t project and all of the codes and ordinances of the City of College Station that apply. Date 3--2~--oc> Date 3 --Z~-lY() Date THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98) Form Approved . OMB No. 2040 -018 8 See R evers e for Instructions &EPA United States Environm ental Protection Agency NPDES Washington, DC 20460 FORM Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a N PDES General Permit Submission of this Notice of Intent constitutes notice that th e party identified in Section I of this form intends to be authorize d by a NPDES permit issu ed for stor m water d is charge s associated with construction activity in the State/Indian Country Land identified in Section II of this form. Submission of this Notice of Intent also constitutes noti ce that th e party identified in Section I of this form meets the eligibility requ irements in Part l.B . of the genera l permit (including those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued authorization to discha rge is contingent on maintaining permit eligibi lity, and that impleme ntation of the Storm Water Pollution Prevention Plan req uired under Part IV of th e general perm it will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM . I. Owner/Operator (Applicant) Information Name: i\1e l':l ll 10 Ii\ I I (.,I c IV\ I ( I r I ~ ii I 1Lt C>ll'\1+1r1 •1<-1+-10 1r1..S 1 I I I Phone : 1 '717 1 2J 6 1? I 0 I 717 I ( 1 I I Address : /I 11 1 D1l1 1 '-I r I 0..1\\1~1 l"..1 1~01ct1cl1 Status of ~ I I I I I I I I I I I I I I I I Owner/Op erator: City: /Lio 1l 1I1e131e1 151+1ll1+1; IQ !VI I I I I I I I I State : lJj_iJ Zip Code: 1]1 1S 14:12:1-1 I I I I II. Project/Site Information Is the facility located on Indian Country Lands? ~ Project Name : 1V1i 10..1+-1(.1 l1 11..i t"\i c.1 I D If I ~ I (I Cl 11-1 ; lb I" I ~ I 1L1~1 "'1f1 e 1r1 I I Yes D No Project Ad dress/Location : IW • I 5 1. I 8 1 !Jl.S I; 1n1(' 1s 15 1 I L i ~ I"'-rt· It 1I1 1~0 1 fi3i 1~/1 0 1 c 1 .f:1 111 j City: 1l-io 1l1l1e 1;1e 1 151+1 ~tt-1~ ID I ~ I I I I I I I I I State: CLlLJ Zip Code: /I ii I~ I 4-1 S I -I I I I I • I •' '" l 'l County: / 51 i I ~ 1 z. I o I S I Latitude : Js10 /'31J / 0 1<> / Lon gitude: I 1l 1 ~ I I 1.!r I J I ~ ' I I I I I I I I I I I I I Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared? Yes~ NoO Optional: Address of location of ~dr ess in Section I above D Address in Section II above D Other address (if know n) below : SWPPP for view ing SWPP P Phone: Add ress : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City: I I I I I I I I I I I I I I I I I I I I I I I State : LLJ Zip Code: I I I I I 1-1 I I I I Name of Receiving Water : 1A=LU 1rt'1 1 , e1f::1E..i£ ,tJ ., I I I I I I I I I I I I I I /01312=1o(l+o11) 10 I I I 11-i 3 1 11 z I <.:>I ~ I 0 I Ba se d on instruction provided in Add endum A of the permit, are Month Day Year Month Day Year there any listed enda ng ered or threaten ed species, or designated Estimated Con struction Start Date Estimated Completion Date critical hab itat in th e project area? Estimate of area to be di sturbed (to nearest acre): I I I I 1/1~ Yes D No~ Estimate of Likelihood of Discharge (choose only one): I have satisfied permit eligibility with regard to protection of 3. ~ce per week endangered species through the indicated section of Part 1.B .3.e .(2) 1. D Unlikely 5. D Continual of the permit (check one or more boxes): 2.0 Once per month 4 . D Once per day (a)~ (bJO (cJD (d)D Ill. Certification I certify under penalty of law that this document and all attachments were prepared under my d irection or supervision in accordance with a system designed to assure that qual ified personnel properly gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage this system , or those persons directly responsible for gathering the information , the information subm itted is, to the best of my knowledge and belief, true, accurate , and complete . I am aware that there are significant penalties for submitting false information, induding the poss ibility of fine and imprisonment for knowing violations . p~;ot N•me o {_ 1~1~i lfiy,I I I I I I I I I I I I I I I I I I Date : 10 1J I l 1c I 01 OJ Signature: EPA Form 3510 -9 replaced 3510-6 (8-98) - ,SEPA Instruction s -EPA Form 35 10-9 Form Approved . OMB No. 2040-01 81 Noti ce of Intent (NOi) for Storm Water Discharges Associated with Construction Activity to be Covered Under a NPDES Permit Who Must File a Notice of Intent Form Under the prov isio ns of th e Clea n Water Act, as amen ded , (33 U.S.C . 1251 et.seq.; the Act), except as provided by Part l.B.3 the permit , Federal law prohibits disch arges of pollutants in storm water from co nstruction activities without a National Pollutant Discharge Elimination System Permit. Operator(s ) of construction sites where 5 or more acres are disturbed , s mall er sites that are part of a la rg er common plan of development or sa le wh ere there is a cumulative disturbance of at least 5 acres, or any site desig nated by th e Director, must sub mit a n NOi to obtain coverage under an NPDES Storm Water Construction General Permit. If you have questions about whether you need a permit und er the NPDES Storm Water program, or if you need inform ation as to whether a particular program is administered by EPA or a State ag ency, write to or tel epho ne th e Noti ce of Intent Processing Center at (703) 931-3230 . Where to File NOi Form NO ls mu st be sent to th e following address: Storm Water Notice of Intent (4203) USE PA 401 M. Street, SW Wa shington, D .C. 20460 Do not send Storm Water Pollution Preventio n Plans (SWPPPs) to th e above address. For overnighVexpress delivery of NOls, pl ease include th e room numb er 2104 North east Mall and phone number (202 ) 260 -9541 in the address . When to Fi le This form mu st be filed at least 48 hours before construction begins . Comp let ing the Form OB TAIN AND READ A COPY OF THE APPROPRIATE EPA STORM WATER CO NSTRUCTION GENERAL PERMIT FOR YOUR AREA . To complete this fo rm , type or pr int, using upp ercase letters, in th e appropriate areas only. Please place each character between th e marks (abbreviate if necessary to stay within the number of characters allowed for each item). Use one space for breaks between words, bu t not for punctuation marks unless th ey are nee ded to clarify your response . If you have any question s on this form, call the Noti ce of Inte nt Processing Cen ter at (70 3) 931-3230. Section I. Facility Owner/Operator (Applicant) Information Provid e the legal nam e, mailing address, and telephon e num ber of the person, fir m, public organi zatio n, or any other entity th at mee t either of the following two crite ria : (1) they have operational control over con structio n plans and specifica tions , including the ability to make modifi cations to those plans and specifica tion s; or (2) they have the day-to-<lay operational control of those activities at th e project necessary to ensure compliance with SWPPP re quiremen ts or other permit conditions. Each perso n that meets either of these criteria must file this form . Do not use a colloquial name . Correspon- dence fo r the permi t will be sen t to th is address . Enter the appropriate letter to in dicate the legal status of th e owner/operator of the project: F = Fed e ral ; S = State ; M = Public (other than federa l or sta te); P =Private . Section II. ProjecUSite Information Enter the official or legal name and complete street address. including city, county, state, zip code , and phone number of the project or site. If it lacks a street addres s, indicate with a general statement the location of the site (e .g ., Intersection of State Highways 61 and 34). Complete site information must be provided for permit coverage to be granted . The applicant must also provide the latitude and longitude of the facility in degrees, minutes, and seconds to the nearest 15 seconds . The latitude and longitude of your facility can be located on USGS quadrangle maps. Quadrangle maps can be obtained by calling 1-800 USA MAPS . Longitude and latitude may also be obtained at the Census Bureau Internet site : http:l/www.census .gov/cgi -bin/gazetteer. Latitude and longitude for a facility in decimal form must be converted to degrees, minutes and seconds for proper entry on the NOi form . To convert decimal latitude or longitude to degrees , minutes, and seconds, follow the steps in the following example . Convert decimal latitude 45 .1234567 to degrees, minutes, and second s . 1) The numbers to th e left of the decimal point are deg re es. 2) To o btain minutes, multiply the first four numbers to the right of th e decimal point by 0 .006 . 12 34 x .006 = 7.404 . 3) The numbers to the left of the decimal point in th e result obtained in step 2 are the minutes: 7'. 4) To obtain second s, multiply the remaining three numbe rs to the right of the deci mal from the re sult in step 2 by 0.06: 404 x 0.06 = 24 .24 . Si nce the numbers to th e ri ght of the decimal point are not used, the result is 24". 5) Theconversio nfor45.1234=45° 7' 24". Indicate whether the project is on Indian Cou ntry Land s . Indicate if the Storm Water Pollution Prevention Plan (SWPPP) has be en developed. Refer to Part IV of the general permi t for information on SWP PP s. To be el igibl e for coverage, a SWPPP must have been prepared . Optional: Provide the address and phone numb er wh ere the SWPPP can be viewed if different from addresses previous ly given . Check appropriate bo x. Enter the n ame o f th e closest water body which receives th e project's construction storm wa te r di scharge. Enter the estimated construction start and completion dates using four digi ts for the yea r (i .e . 05/27/1998 ). Ent er th e es tim ated a rea to be disturb ed including but not limited to : grubbing, excavation , grading, and utiliti es a nd infra structure in stallation . In dicate to th e nearest acre; if less th an 1 acre, e nter "1 ." Note: 1 acre = 43 ,560 sq. ft . Ind ica te yo ur best estima te of th e likelihood of storm water discharges from th e project. EPA recogni zes that actua l discharges may differ from thi s estimate d ue to unforesee n or chance circu msta nces. Indicate if th ere are any listed endangered or th reatened species, or de sig nate d critical hab it at in the project area. Indicate w hi ch Part of th e permit tha t the app lica nt is eligible with regard to protection of endange red or threatened species, or designated crit ical hab itat. Sect ion Ill. Certification Federal Statutes provide for severe penalties for submitting false inform ation on this app li cation form. Fed eral regulations require this application to be signed as foll ows: For a co rporati on: by a responsible corporate officer, which means : (i) preside nt , secretary, treasurer, or vice president of the corporation in -charge of a principal business function, or any other person who perform s similar po li cy or decision making functions, or (ii) the manager of one or more man ufa ctu ring, production , or operating facilities employing more than 250 perso ns or having gross annual sa les or expenditures exceeding $25 million (i n second-quarte r 1980 dollars), if authority to sign doc um ents has been ass ig ned or delegated to the manager in accordan ce with corporate procedures; For a partnership or so le proprietorship: by a general partner of th e propri etor, or For a mun icipality, state , federal , or other public facility : by either a principal executive or ranking elected offi cial. An unsigned or undated NOi form will not be granted permit coverage . Paperwork Reduction Act Notice Publi c reporting burde n for this application is estimated to average 3.7 hours. This estimate includes time for reviewing instructions , searchin g existing data sources, gathering and maintaining the data needed , and completing and reviewing the collection of information . An agency may ~ot conduct or sponsor, and a person is not required to respond to, a collection of information unless it displays a currently valid OMB control number. Send comments regarding the burden estimate, any othe r asp~ct of the collection of information, or suggestions for improving this form. in?uding any suggestions which may increase or reduce this burden to : Direc~or , OPPE Regulatory Information Division (2137), U.S. Environmental Protection Agency, 401 M Street, SW, Washington, D.C . 20460 . Include the OMB control number on any correspondence. Do not send the comp leted form to this address . TO : FROM: RE : DATE: BUSINESS CENTER ADVISORY BOARD Meeting Minutes May 8, 2000 Natalie Reeves Busines s Center Advisory Board Members Bus iness Center Advisory Board Viatel Site Plan May 8, 2000 The Business Center Advisory Board met on May 8 , 2000 . Attending: Thomas E . Brymer Kim Foutz Jim Callaway Absent: n/a I. Consider Viatel Site Plan The site plan was approv ed with the follo w ing conditions: • All parking facilities , refuse facilities , and service areas must be screened from view. Options and requirements are specified on pages 11and1 2 of the Busines s Center Covenants and Restrictions. Compliance for this requirement will be checked at the time that the Business Center Advisory Board reviews the L a ndscape Plan . II . Adjourn . ~l~ ""' Fc '-'-t)- ~ r 1 ~.,, ~\~ t ()~ ~ .i .\.~ '-'~ v ~ v ~ ~ ~J s ~~ ~ ~A..~ ). DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: Date: 4--LlJ -ll 0 Address : Phone: b 'lo -77 I/ Fax: ~ 1o .--97' 7 We are transmitting the following for Development Services to review and comment : (Check all that apply.): 0 Master Development Plan 0 Preliminary Plat 0 Final Plat D ~ CLOMNCLOMR/LOMNLOMR !Jf'" Site Pl~ 1:9"' Grading Plan 0 Landscape Plan 0 Irrigation Plan 0 Building Construction Documents w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines .FRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. Thefallowing are included in the complete set : [!(' )Yaterline Construction Documents w/ 0 Redlines at" Sewerline Construction Documents w/D Redlines !!("Drainage Construction Documents w/ 0 Redlines 0 Street Construction Documents w/ D Redlines 0 ~ement application with metes & bounds decsription lJf'" Drainage Letter or Report w/ 0 Redlines 0 Fire Flow Analysis w/ 0 Redlines Special Instructions: TRANSMITTAL LEITER TRANSMIT.DOC 03123 /99 0 Development Permit App. 0 Conditional Use Permit 0 Rezoning Application 0 Variance Request 0 Other -Please specify 0 TxDOT Driveway Permit 0 TxDOT Utility Permit 0 Other -Please specify 1 ofl SITE PLAN APPLICATION MINIMUM SUBMTITAL REQUIREMENTS _L Site plan application completed in full. h~J tV -.l~~J lot C.,: "-7 G:i~..,c: ( _!l__ $100 .00 Application Fee. -=L_ $100 .00 Development Permit Application Fee. __:l:_ $300 .00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public waterline, scwerline, sidewalk, street or drainage facilities is involved.) V Ten ( 10) folded copies of site plan . 1 ____L"A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not I checked off. ! APPLICATION DAT A NAME OF PROJECT v,·~+~ I ' "L.c... -op-u-~:h'o ... s Lei\.. +e_/" ADDRESS -Z..cu -r~~\-..~.\,,'1 .w c.'1. . LEGALDESCRIPTION L.~l(e.5<? .)f..f, ...... tSusr"''H Lo.l..v -lf.S't)(J<.res APPLICANT (Primary Contact for the Project): -f AP~~ t1I -lo-I-3 Blide 4 Name L. F. JtirJ.c"\ -Lon\~~r(;*( Gr~""f -{Z.,.._ V'e...rl"O"' Street Address IS u ., E .-....u" l J p k.w 1 1 ~v.;./-(. t D ~ City --=-L..._c .:....!.l/-'-"c:5...=~-=S-:......::f-:......:,.:......:tr....:.~_ .. _____ _ State l-/.... Zip Code 7 7 ~ 4 5 E-Mail Address r v tr" o 11t Q._ c.f j o rJ '"' . co"" PhoneNumber 41'?...-b"b-OSCIC> FaxNumber q1°>' b'lb-06ol PROPER IT OWNER'S INFORMATION: Name \);r.~~.\ l'"'c. Street Address 5 '6 '3 1 -5 • I e. '/..G .s A \J ~ • State Ti Zip Code 7 I B 0 Z. ARCHITECT OR ENGINEER'S lNFORMA TION: Name Te + C.ov.. l!>e 1-\.'-f' .. l ~~h <' S Street Address l 7 u J Gru \.-.c.""'-f-~~ J State '-( f-.. Zip Code J 7 ~ 4-) Phone Number q 1 ~ -Co~ o -1 ( I ( City C.~ ({ ~j~ )+~f), ... E-Mail Address j o e. Sc l ... l+-z. <2_ f~'/.C.o"' • r\t. + Fax Numbe r Cf 1 't -0 'to -'1 7 1 7 OTIIER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name e'C) \, u-\-p "~ \'\ ~ ' Ar. A StreetAddrcss tS"'v9 £~0-lJ Pkw 7 JSv.:k f()4City Lot/~5~ 5-fc+;."" State T'{. Zip Code -z1Scf) E-Mail Address rpqyvie. Q_ rfr'"+"'~.LD"'1 Phone Number CJ ( 'f .... C..? b .... tZ7 t. Fax Number -~'l_..'.lc_C/!_.-_:'~9'.....'.':l.:._:_~~8:::'.....!...'./(_..'.4 _______ _ SITE PLAN APPLICATION SITEAPP.DOC 03'25199 I of3 I CURRENTZONING __ ~(Y\.___-_I ___ _ !RESENT USE OF PROPER1Y PROPOSED USE OF PROPER1Y Ge~ V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED 0 MULTI-FAMILY RESIDENTIAL Total Acreage ---- Floodplain Acreage __ Housing Units ___ _ # of 1 Bedroom Units # of 2 Bedroom Units # of3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ #Bedrooms ~ 132 sq . ft. __ -# Bedrooms < 132 sq . ft . • , # OF PARKING SP ACES PROVIDED 4 S ( iIY'" COMMERCIAL Total Acreage If .f O Building Square Feet (2 't 1J "0 Floodplain Acreage 0 . u 97ooD sf o-F J Bi..: 1vl«"'~ 0(11el.•tJ ; "' p ktAJ ~ 0 r\ < The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are troe and correct. Si~reofO~~~hf;i~ SITE PLAN APPLICATION SITEAPP.DOC 03/2.5199 Date 2 ofJ SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific waterway alterations : l_0 ..... ~ti--.... ckl~ af & lJ~ir~\ 4c.. Dp-v-J;; .... 5 GJ:v.-S;J.e / .... hof-f'\ J-.rt;" ,.J (. I' ~or+· c;...f ~ S ,f. ... j-.:..., ~etYJ( ..... < J ACKNOWLEDGMENTS: I .J I, ~~Sc. 'f h f) . Sch. . .J f-'Z... , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requireme nts of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I a g ree to construct the improvements proposed in th . s application acco rding to these documents and the requirements of Chapter 13 of th e Co ll ege Station C Code. Property Owner(s) CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) A. c.SAt \..-. h-l {-~ certify that any nonresidential structure on or proposed to be on this si te as part to prevent damage to th .: suucture or its contents as a result of floodin g from the 100 year sto nn . Date B . I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended. Engineer Date C . I, , certify that the alterations or development covered by this permit shall not diminish the flood<arrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroaclunentS of flood ways and of floodway fringes . Engineer Date D. I, do ce rtify that the proposed alterations do not raise the level of the I 00 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval :----------------------------- In accordance with Chapter l 3 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. i hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. SITE PLAN APPLICATION SITEAPP.DOC 03125199 3 of3 I Bridgett e George -adv brd min 0500-Viatel site .doc TO : FROM : RE : DATE: BUSINESS CENTER ADVISORY BOARD Meeting Minutes May 8, 2000 Natalie Reeves Business Center Advisory Board Members Business Center Advisory Board Viate l Site P lan May 8, 2000 The Business Center Advisory Board met on May 8, 2000 . Attending: Thomas E. Brymer Kim Foutz Jim Callaway Absent: n/a I. Consider Viatel Site Plan The site p lan was approved with the following conditions : • A ll p arking facilities, refuse facilities , and service areas m ust be screened from view. Options and requirements are specified on pages 11 and 12 of the Business Center Covenants and Restrictio ns. Compliance for this requ ireme nt will be checked at the time that the Bu siness Center Advisory Board reviews the Landscape P lan . II . Adjourn. Page 1 J Bridgette George -adv brd minutes 0300 .doc MEMORANDUM TO : Development Services Department FROM: Business Center Advisory Board DATE: March 20, 2000 RE : Minutes from the Business Center Advisory Board meeting The Business Center Advisory Board met on March 20 , 2000 at 11 :30 a .m . Attending : Jim Callaway Kim Foutz Tom Brymer Absent: Ni a The board considered the following : 1... Vjatel Site Clearjn~ Plan -14 .5 acres After some discussion, Jim Callaway moved to approve the plan without revisions, Kirn Foutz seconded the motion , and the motion was passed unanimously . 2... Prodj~ene Buildin~ Landscapin~ The Board discussed progress on the Prodigene buildin g landscaping plan and what the City's ordinances say about completion . It was determined that comp leti on of the landscaping plan would be monitored at the time that a certificate of occupancy was requested for the balance of the building. Adjourn. Page 1 TEX.CON G eneral Contractors Div. of CDS £111e rpri ses. Inc. 1707 Graham Rd . • College Station , TX 77 845 • 409-690-7711 • Fax: 409-690-9797 April 20, 2000 Natalie Thomas Ruiz Development Coordinator 1101 Texas Avenue City of College Station College Station, Texas 77845 Re: Site Plan Submittal -Viatel Operations Center -College Station Business Center Dear Ms . Ruiz: Attached is the site plan application for the above referenced project. Included are 10 copies of the site plan, 2 copies of the construction drawings and 2 copies of the drainage report . If you have any questions or need additional information, p lease feel free to give me a call at 690-7711 . Sincerely Yours, ~~ Joe Schultz, P .E. Civil Engineer cc: Robert L. Payne, Jr. AIA , R.L. Payne & Associates , Inc. Ron Vernon, C. F . Jordan Attachments ...... DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS /sioo .oo Development Permit Application Fee . v'" Qn1iRage llHS ero sion control plan, with Sl:lf!~Q rt iR S DraiRage R8f'J6Ft t'N0 (2) SQ~i@s 8a QR.· ~Notice oflntent (N.0.1 .) if disturbed area is g reater than 5 acres. LEGALDESCRIPTION Loi c.-c .){i;..+.:~ ..... f3w,·"C.-.f~ CC!"l'\.+v -14-. 5"D tJ~reS. -~ . . . 'r\_,se--Clv•c•) Lo+-J Ble1c.~4 APPLICANT (Pnmary Contact for the Project): t Name c_, f. -.JorrlGY\ -LolN\V\'\_(trc.: .. \ Gro .... ~ -e~..-.. \Jert'\•., Street Address lS'c °\ GVWlfold Pt1-rkw"1 15'.'.klC)S City ~l\~~ 5hl: .. "" State \{.. ZipCode 11~~5 E-MailAddress f.Jcrrio ... Q. c.tj.:irJc; .... (.o~ Phone Number ~ (:)<\ I, b<:t 'o .. D c;;c o Fax Number t\-oei { b '1 b -O bo I PROPERTY OWNER'S INFORMATION: Name v; ~+~ \ :ri'\C... I Oe?'\co__ C.ovi.W\'\.._ ... ;c.J-(.r \ ) . Street Address __ _.3'-'!6-=-3;;__'3 __ ~_._--C-_'-_J..-o_-l'--'1-_v_'-_-___ City _ __,CS.;.L...;..~-=-1-' -=-'-"..:._ _______ _ ~I I ~ t--Zip Code 7 1 i '\) '"Z. E-Mail Address ------------~ State ARCHITECT OR ENGINEER'S INFORMATION: Name \ e...£. (.C) ~ b e.'l\.efo. \ Lo ~.:\.-r" c::h r .s Street Address 11 eJ bro..~uM-R-o Q J Jt>~~ph P. s C-~lA. lt z. ~ P. E:. City tol/~5e. .f ./-o.h•111 State t c ~c.s Zip Code 71<@4~ E-Mail Address +ev.c~"' Uc.a.. nc f Phone Number ~qo -1-Z I \ Fax Numbe r __ 6--=?'-o_-_._,-'-7_1'--L,7 ________ _ Application is hereby m a de fo r th e follo w in g develo pment specific site/waterway a lterations: C.\ar;""~ b~ v~s~i."' D!\ o. poA/,11\ of' R~ 5;./-e .50 ~J a f,..et ACKNOWLEDGMENTS: I, ~ t>!>e.?'h ? . Sc....k .... ~+ 7... , d es ign e ngi neer/owner, he re by acknowledge or affirm that: The information and concl usions contai ne d in th e above p lans and supporting documents comply with the curre nt requirements of the City of C o ll ege S tation , T exas C ity Cod e, Cha pte r 13 and its associated Drainage Policy and Desi gn Standards . As a condition of approva l of thi s pe m1i t a ppl ica tion, I ag ree to construct the improve ments proposed in this app li cation 'ccording to these docume nts a nd th e require me nt s o f Cha pte r l3 of the College talion Ci Code. Prope rty Owner(s) D EVE LOPMENT PERMIT DPERMJT.DOC J n 4/99 I of2 4 ' _,,,,,,, CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) ---~E. OF r: '' ,. '\I>--• • •• • • •• ~ l. , .. \ () \: , ~ •• ···...&..···::-fl.!"¥ •• A. I, .....) t>S c ~ \..-\ · S ~ --tc., certify that any nonresidential structure on or pror/.~f? be ~s si~ 't>~art ~:01;!~ application is esignated to prevent damage to the structure or its contents as a result 1~~~:f~~b1Jf..~ P. ~ ~.:n0\L'> 65889 l$J '? '<' •;!'"~ Q •• ~ "' :; -l 0 -0~ ,~u-;·~~~.1f.~~··;~ Engineer ~ Date \\.,~<?NAL '(;.~--~,,~.- B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C . I, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this pennitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date In accordance with Chapter 13 of th e Cod e of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, e rosion , and sedim entation shall not be deposited in city streets, or existing drainage facilities. \11 development shall be in accord ance with th e plans and specifications submitted to and approved by the City Engineer )r the above named proj ect. All of th e applica bl e codes and ordinances of the City of College Station shall apply. SLOPMENT PERMIT MIT.DOC Jn4/99 2 of2 / TEX CON Gen era l Contractors Div. of CDS Enterprises , I nc. 1707 G ra ha m Rd . • Co ll ege Stat io n, T X 77845 • 409-690-7711 • Fax: 409-690 -9797 March 10, 2000 Natalie Thomas Rui z Development Coordinator 1101 Texas A v enue City of College Station Coll ege Station, Texas 77845 Re : Development Permit -Viatel Operations Center -College Station Business Center Dear Ms. Ruiz: Enclosed is the development permit application, the EPA Notice of Intent, (NOI) form , a check in the amount of$100.00 for the application fee and 3 copies of the Site Clearing Limits and Erosion & Sediment Control Plan for the Viatel Operations Center project in the College Station Business Center. If the application fee has been waived by the City Council please let me know and we will come pick up the check. This permit application is being made to allow clearing of portions of the site to begin so that a tree survey can be completed and adjustments to the site plan can be made which would allow the most desirable trees to remain. Also , tree protection fencing and erosion and sediment control structures will be installed. The grading and drainage plans, the drainage report and the public infrastructure plans will be submitted after the site plan is finalized . If you have any questions or need additional information, please feel free to give me a call at 690-7711 . Sincerely Yours , Jo Schultz, P .E. C ivi l E ngineer cc : Robert L. P ayne , Jr. AIA, R.L. Payne & Associ at es , Inc . Ron Vernon, C. F. Jordan E ncl osures DEVELOPMENT PERMIT ~plication Fee ($100) ( C,Ut11//~) zz.' J\pplication L}<'~on Control Plan /-/ LY-EPA/NOi (> S acres) -Al~ J"~~""d-~~ A 5. Public Infrastructure Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits issued 10. Engineer's Estimates ~ -4 necessary for rough grading/clearing ....... all others necessary for full permit) o:\dcve _ serl,Corms\engr\chklst.00c 3125199 11 ofl2 Natalie Ruiz -adv brd minutes 0300 .doc MEMORANDUM TO: Development Services Department FROM: Business Center Advisory Board DA TE: March 20, 2000 RE: Minutes from the Business Center Advisory Board meeting The Business Center Advisory Board met on March 20, 2000 at 11 :30 a.m. Attending: Jim Callaway Kim Foutz Tom Brymer A bsent: N i a The bo ard consi dered the following : L Yiatel Site C learing Plan -14.5 acres After some discussion , im Ca ll away moved to approve the plan without revisions, Kim Foutz seconded the motion, and the motion was passed unanimously . £. Prodigene Building Landscaping The Board di sc ussed progress on the Prodigene building land scaping plan and what the City's ordinances say abo ut comp leti o n . It was determined that completion of the landscaping plan would be monitored at the time that a certificate of occupancy was requested for the balance of the building. Adjourn. Page 1 ~~ DEVELOPMENT PERMIT PERMIT NO . 500022 COLLlGl STATION DP-VIA TEL CS BUSINESS CTR. PHASE 3 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Block 4 , College Station Business Ctr. 14 .50 acres DATE OF ISSUE: May 3, 2000 OWNER: COLLEGE STATION, CITY OF ATTN: KIM FOUTZ COLLEGE ST A TION, TX 77842 TYPE OF DEVELOPMENT: Clearing and Grading Only SPECIAL CONDITIONS: SITE ADDRESS: 200 TECHNOLOGY WAY DRAINAGE BASIN: LICK CREEK VALID FOR3 MONTHS CONTRACTOR: TEXCON, INC . JOE SCHULTZ (979) 690-7711 Clearing in the proposed parking lot is contingent upon installation of 3 "+ caliper trees in the island areas; No clearing allowed in the proposed topsoil/material storage areas; Requests for clearing in areas porposed as "future parking" will not be addressed until a final clearing plan is submitted ; and, Hand clearing for sidewalk area only. Sidewalks must meander to "working around" the existing trees. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden 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. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for deve lopment 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 1Y/(j Owner/ Agent Date Contractor Date