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PEBBLE CREEK DEVELOPMENT PEBBLE CREEK PHASE 7132 FINAL DRAINAGE REPORT MAY 2003 WORK ORDER #10173 "I hereby certify that this report for the drainage design of Pebble Creek Phase 96 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Ryan A. Virden Licensed Professional Engineer State of Texas No. 88673 OF 7' `N; % RYAN ANDREW VIR..DEN Leo 88673 Prepared by: The Wallace Group, Inc. Engineers ■ Architects ■ Planners ■ Surveyors P. O. Box 22007 - Waco, Texas 76702 - (254) 772-9272 S i. 3 o 2° Pebble Creek Phase 7132 Final Drainage Report A. General Location and Description 1. Location a) This phase is located to the east of future Pebble Creek Parkway adjacent to Lick Creek. Phase 7B2 includes an extension of Royal Adelade Drive to the east. Phase 7132 also has an extension of Whistling Straits Dr. to the north. b) Phase 7132 drains east to Lick Creek. c) This development is north and east of Pebble Creek Phase 7B 1 and south of Pebble Creek golf course. 2. Description of Property a) Phase 7132 covers 31.42 acres. b) This property will be developed as single-family residential. The land cover will be consistent with residential developments including streets, driveways, homes, and lawns. c) The secondary system drainageways will all be contained in the proposed right-of- way in closed conduits and in the proposed gutters. The primary system drainageway for this phase is a channel in the adjacent golf course property. d) The general description for this Project is a residential subdivision very similar to the adjoining residential subdivisions of Pebble Creek. B. Drainage Basins and Sub-Basins 1. Primary Basin Description a) This Project is in the Lick Creek Drainage Basin as delineated in the Stormwater Management Plan for the City of College Station. More information is available for this drainage basin in the July 2, 1992, FEMA, Flood Insurance Studv and the Flood Insurance Rate Map with Community Panel No. 48041CO205D dated February 9, 2000. b) This Phase drains through an area that is made up of undeveloped land and floodplain property. 2. Secondary Drainage Basin Description This property is bounded to the north and east by the golf course and the Lick Creek floodplain. The property to the south and west is phase 7B I and drains into this phase via a natural channel and the surface runoff from the streets. Pebble Creek Phase 7132 Final Drainage Report Page 1 of 4 C. Drainage Design Criteria 1. No optional criteria was used nor was there any deviation from the City of College Station Standards. 2. Development Criteria Reference and Constraints a) No previous drainage studies have been produced for this site. b) This property's elevation is much higher than the surrounding golf course and floodplain to the north, east, and northwest. Part of Phase 7B 1 drains through Phase 7B2 in an existing ditch which is maintained in its natural state with this construction. The streets of Phase 7B 1 drain into the proposed streets with this phase. 3. Hydrologic Criteria a) The design rainfall was taken from the City of College Station intensity duration and frequency curves. These curves are based on the TxDOT Bridge Division Hydraulic Manual. b) The rational method was used to calculate peak flow discharges. c) No detention required. d) The 10-year design storm was used for the storm sewer. The 100-year storm was checked for flow depth in the proposed right-of-way. e) Not applicable. 4. Hydraulic Criteria a) The storm sewer was designed for a 10-year design storm. These conduits were designed for the open-channel flow condition using Manning's formula. The 100- year hydraulic grade line for the storm sewer was also calculated. The WSEL 100 shown on the plans represents the 100-year flow in the street gutter. b) No detention/retention outlet necessary. c) No other alternative standards were used. D. Drainage Facility Design 1. General Concept a) The typical drainage patterns for this Phase generally drain from Phase 7B1 east to the Lick Creek floodplain and the Pebble Creek golf course. b) The only off-site runoff considerations coming onto this phase is from Phase 7B I to the west and south. Runoff drains to the existing ditch along Mission Hills Dr., and surface drainage from the existing streets in Phase 7B 1 flows into this phase. c) The attached sheets consist of the drainage area map for this development and the drainage calculations. The drainage area map shows the sub-basins and what the Pebble Creek Phase 7B2 Final Drainage Report Page 2 of 4 individual sub-basin runoff is. The drainage calculation sheets show the runoff calculations for the sub-basins including the storm sewer calculations for those sub- basins. These sheets also show the storm sewer inlet calculations for this development and the hydraulic calculations for the surcharged storm sewer system during a 100-year storm event. Also attached are the individual right-of-way calculations which show the 100-year depth at specific stations. d) The proposed drainage patterns will flow from the individual lots to the proposed streets. These streets generally drain to the east to the low areas and then on to Lick Creek. 2. Specific Details. a) No particular drainage problems occurred with the design of this subdivision. b) No detention storage is provided for this site. c) Maintenance of this drainage design should be straightforward. All storm sewer associated with this Project is in public right-of-way. Access points are included throughout the system at inlets and junction boxes. Maintenance of the channel and storm sewer can be done from access points along the proposed Mission Hills Dr. right-of-way. E. Conclusions 1. This Project was designed in compliance with the City of College Station Drainage and Design Standards. 2. This drainage system will be effective in controlling stormwater drainage for both the 10- year and 100-year events which will in turn minimize damage. The 100-year storm event will be conveyed above ground inside the right-of-way through the subdivision to the low points and on to the adjacent golf course. 3. Phase 7132's drainage design was laid out with a minimum number of sump conditions. An overflow swale has been designed to convey the 100-year storm event. The major storm flow will be conveyed off-site aboveground using the streets, right-of-ways, and channel system. F. References 1. The criteria used for this design is Stormwater Management Plan for the City of College Station, Drainage Policy and Design Standards. Pebble Creek Phase 7B2 Final Drainage Report Page 3 of 4 DRAINAGE CALCULATIONS Pebble Creek Phase 7132 Final Drainage Report Page 4 of 4 e+ n c ~ r Y 25~~ 8~ o YJ o~ B~ ~ ~ N~ ~ ~ 'a~ 8' 5 1525 15 ~ 'o6 'a m_ Y33~~ ~1S ~i5 ~ l4 58 219 8 815 58 8 ti fS~ f3 ffi l314 9 ~ S~ iS Qgx M~ m D N<N ~A ~ D «y p Np y D <yN p 0p D< p 61 -I D <Lyl ,y N,y -1 D <N p Np ~ D < ppp Nppp 4y1 y O D «-1 ppp 6ppp y R D GN1 ,,,lll 6,l,l,l 111112 D < . 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OD W D) Z A m D fv D rv y f i . D D D D D _ 0 2 0 2 N m a (p q z z O Z 1 r z m z p N N N N V A A A W W N D) N N O J O O O V V V V V D V V V V V A A N N N N O A V V V A O) W A A A A C N N G1 N N V N N V " Pi V V V V 'C V V V V N D -1 -1 O O O O O O O O O O O O A O 0 0 0 W U V V V N O O in (A En EA O 0 0 0 W N W W W N W W N N N N O) V V v N O O W ( D V O V 0 OD V N O A A (D W W W W D 1 O D O W Cn co co Mission Hills Sta. 3+50 Worksheet for Irregular Channel Project Description Worksheet Mission Hills Sta.3- Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 8.18 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinc Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 100.01 ft Elevation Range .50 to 101.00 Flow Area 4.2 ft= Wetted Perimeter 20.96 ft Top Width 20.45 ft Actual Depth 0.51 ft Critical Elevation 99.96 ft Critical Slope 0.008701 ft/ft Velocity 1.97 ft/s Velocity Head 0.06 ft Specific Energy 100.07 ft Froude Number 0.77 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+33 0.018 0+33 0+43 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.50 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.00 0+32 100.03 0+32 100.16 0+33 100.41 0+43 101.00 Project Engineer: Ryan Virden gAand desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:31:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Mission Hills Sta. 4+50 Worksheet for Irregular Channel Project Description Worksheet Mission Hills Sta.4- Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 009000 ft/ft Discharge 8.18 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 99.96 ft Elevation Range .50 to 101.00 Flow Area 3.3 f:2 Wetted Perimeter 17.96 ft Top Width 17.50 ft Actual Depth 0.46 ft Critical Elevation 99.96 ft Critical Slope 0.008534 ft/ft Velocity 2.51 ft/s Velocity Head 0.10 ft Specific Energy 100.06 ft Froude Number 1.03 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+33 0.018 0+33 0+43 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.50 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.00 0+32 100.03 0+32 100.16 0+33 100.41 0+43 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:31:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Mission Hills Sta. 8+00 Worksheet for Irregular Channel Project Description Worksheet Mission Hills Sta.8- Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 035900 ft/ft Dischargf 8.02 cfs Options Current Roughness Methc>ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 99.87 ft Elevation Range .50 to 101.00 Flow Area 1.9 ft2 Wetted Perimeter 13.65 ft Top Width 13.27 ft Actual Depth 0.37 ft Critical Elevation 99.96 ft Critical Slope 0.008557 ft/ft Velocity 4.21 ft/s Velocity Head 0.28 ft Specific Energy 100.15 ft Froude Number 1.96 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+33 0.018 0+33 0+43 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.50 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.00 0+32 100.03 0+32 100.16 0+33 100.41 0+43 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:32:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Mission Hills Sta. 23+50 Worksheet for Irregular Channel Project Description Worksheet Mission Hills Sta.23 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 8.48 cfs Options Current Roughness Methc rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel We ighting Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 100.01 ft Elevation Range .50 to 101.00 Flow Area 4.3 ft2 Wetted Perimeter 21.53 ft Top Width 21.02 ft Actual Depth 0.51 ft Critical Elevation 99.97 ft Critical Slope 0.008862 ft/ft Velocity 1.96 ft/s Velocity Head 0.06 ft Specific Energy 100.07 ft Froude Number 0.76 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+33 0.018 0+33 0+43 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.50 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.00 0+32 100.03 0+32 100.16 0+33 100.41 0+43 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:31:03 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Mission Hills Sta. 28+50 Worksheet for Irregular Channel Project Description Worksheet Mission Hills Sta.28 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 039100 ft/ft Discharge 5.93 cfs Options Current Roughness Methc>ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel We ighting Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 99.84 ft Elevation Range .50 to 101.00 Flow Area 1.5 ft2 Wetted Perimeter 11.93 ft Top Width 11.58 ft Actual Depth 0.34 ft Critical Elevation 99.92 ft Critical Slope 0.008909 ft/ft Velocity 4.04 ft/s Velocity Head 0.25 ft Specific Energy 100.09 ft Froude Number 2.00 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+33 0.018 0+33 0+43 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 100.50 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.00 0+32 100.03 0+32 100.16 0+33 100.41 0+43 101.00 Project Engineer: Ryan Virden g:\Iand desktop r2\1 01 73\calcs\1 01 73-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:31:24 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Royale Adelade Sta. 22+00 Worksheet for Irregular Channel Project Description Worksheet Royale Adelade Sta. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharg( 13.16 cfs Options Current Roughness Methc)ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefflciei 0.018 Water Surface Elev 100.00 ft Elevation Range .50 to 101.00 Flow Area 6.6 ft2 Wetted Perimeter 32.68 ft Top Width 31.67 ft Actual Depth 0.50 ft Critical Elevation 99.96 ft Critical Slope 0.008606 ft/ft Velocity 2.00 ft/s Velocity Head 0.06 ft Specific Energy 100.06 ft Froude Number 0.78 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+50 0.018 0+50 0+60 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.08 0+48 99.63 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k) 05/07/03 01:32:40 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Royale Adelade Sta. 22+00 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+50 99.50 0+50 100.00 0+50 100.00 0+60 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:32:40 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Royale Adelade Sta. 25+00 Worksheet for Irregular Channel Project Description Worksheet Royale Adelade Sta. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 9.37 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 99.95 ft Elevation Range .50 to 101.00 Flow Area 5.1 ftz Wetted Perimeter 28.70 ft Top Width 27.79 ft Actual Depth 0.45 ft Critical Elevation 99.91 ft Critical Slope 0.009006 ft/ft Velocity 1.84 ft/s Velocity Head 0.05 ft Specific Energy 100.00 ft Froude Number 0.76 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+50 0.018 0+50 0+60 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.08 0+48 99.63 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:33:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Royale Adelade Sta. 25+00 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+50 99.50 0+50 100.00 0+50 100.00 0+60 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:33:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Royale Adelade sta. 27+00 Worksheet for Irregular Channel Project Description Worksheet Royale Adelade Sta. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 18.00 cfs Options Current Roughness Methcwed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei Water Surface Elev Elevation Range Flow Area Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 0.018 100.05 ft .50 to 101.00 8.6 ft' 39.27 ft 38.25 ft 0.55 ft 100.01 ft 0.008547 ft/ft 2.09 ft/s 0.07 ft 100.12 ft 0.78 Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+50 0.018 0+50 0+60 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.08 0+48 99.63 Project Engineer: Ryan Virden gAand desktop r2\1 01 73\calcs\1 01 73-streets.fm2 The Wallace Group FlowMaster v6.1 [614k) 05/07/03 01:33:17 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Royale Adelade sta. 27+00 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+50 99.50 0+50 100.00 0+50 100.00 0+60 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:33:17 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Royale Adelade Sta. 30+50 Worksheet for Irregular Channel Project Description Worksheet Royale Adelade Sta. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 008600 ft/ft Discharge 5.00 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weig htini Horton's Method Results Mannings Coefficiet 0.018 Water Surface Elev 99.84 ft Elevation Range .50 to 101.00 Flow Area 2.6 ft2 Wetted Perimeter 20.21 ft Top Width 19.52 ft Actual Depth 0.34 ft Critical Elevation 99.83 ft Critical Slope 0.009792 ft/ft Velocity 1.94 ft/s Velocity Head 0.06 ft Specific Energy 99.90 ft Froude Number 0.94 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+50 0.018 0+50 0+60 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.08 0+48 99.63 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:33:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Royale Adelade Sta. 30+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+50 99.50 0+50 100.00 0+50 100.00 0+60 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\caics\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:33:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Royale Adelade Sta. 33+50 Worksheet for Irregular Channel Project Description Worksheet Royale Adelade Sta. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 021000 ft/ft Discharge 5.00 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coefficiei 0.018 Water Surface Elev 99.80 ft Elevation Range .50 to 101.00 Flow Area 1.8 f:2 Wetted Perimeter 16.90 ft Top Width 16.29 ft Actual Depth 0.30 ft Critical Elevation 99.83 ft Critical Slope 0.009793 ft/ft Velocity 2.72 ft/s Velocity Head 0.12 ft Specific Energy 99.91 ft Froude Number 1.43 Flow Type Supercritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+50 0.018 0+50 0+60 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+11 100.00 0+11 99.50 0+13 99.63 0+31 100.08 0+48 99.63 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:34:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Royale Adelade Sta. 33+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+50 99.50 0+50 100.00 0+50 100.00 0+60 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:34:00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Whistling Straits Sta. 2+50 Worksheet for Irregular Channel Project Description Worksheet Whistling Straits Sta.2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 8.15 cfs Options Current Roughness Metho ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weig htinc Horton's Method Results Mannings Coefficiei 0.020 Water Surface Elev 100.10 ft Elevation Range .7 1 to 101.00 Flow Area 4.9 ft' Wetted Perimeter 28.17 ft Top Width 27.88 ft Actual Depth 0.39 ft Critical Elevation 100.04 ft Critical Slope 0.011044 ft/ft Velocity 1.65 ft/s Velocity Head 0.04 ft Specific Energy 100.14 ft Froude Number 0.69 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0.018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99.83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99.75 Project Engineer: Ryan Virden g:\Iand desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:31 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Whistling Straits Sta. 2+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+38 99.71 0+38 99.83 0+39 100.00 0+50 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Whistling Straits Sta. 5+50 Worksheet for Irregular Channel Project Description Worksheet Whistling Straits Sta.5 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 9.64 cfs Options Current Roughness Methcnred Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.020 Water Surface Elev 100.12 ft Elevation Range .71 to 101.00 Flow Area 5.7 ft2 Wetted Perimeter 30.38 ft Top Width 30.09 ft Actual Depth 0.41 ft Critical Elevation 100.07 ft Critical Slope 0.011194 ft/ft Velocity 1.69 ft/s Velocity Head 0.04 ft Specific Energy 100.17 ft Froude Number 0.68 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0.018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99.83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99.75 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Whistling Straits Sta. 5+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+38 99. 71 0+38 99. 83 0+39 100. 00 0+50 101. 00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Whistling Straits Sta. 7+50 Worksheet for Irregular Channel Project Description Worksheet Whistling Straits Sta.7 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 012700 ft/ft Discharge 13.22 cfs Options Current Roughness Metho ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightinc Horton's Method Results Mannings Coefficiei 0.020 Water Surface Elev 100.10 ft Elevation Range .71 to 101.00 Flow Area 5.0 ft' Wetted Perimeter 28.40 ft Top Width 28.11 ft Actual Depth 0.39 ft Critical Elevation 100.11 ft Critical Slope 0.010419 ft/ft Velocity 2.63 ft/s Velocity Head 0.11 ft Specific Energy 100.21 ft Froude Number 1.10 Flow Type Supercritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0.018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99.83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99.75 Project Engineer: Ryan Virden g:\land desktop r2\1 01 73\calcs\1 01 73-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:51:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Whistling Straits Sta. 7+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+38 99.71 0+38 99.83 0+39 100.00 0+50 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:51:16 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Whistling Straits Sta. 13+50 Worksheet for Irregular Channel Project Description Worksheet Whistling Straits Sta.1: Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 005100 ft/ft Discharge 5.26 cfs Options Current Roughness Methc ~ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coefficiei 0.019 Water Surface Elev 100.03 ft Elevation Range .71 to 101.00 Flow Area 3.3 ft= Wetted Perimeter 22.76 ft Top Width 22.47 ft Actual Depth 0.32 ft Critical Elevation 99.99 ft Critical Slope 0.010345 ft/ft Velocity 1.57 ft/s Velocity Head 0.04 ft Specific Energy 100.07 ft Froude Number 0.72 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0.018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99.83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99.75 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Whistling Straits Sta. 13+50 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+38 99.71 0+38 99.83 0+39 100.00 0+50 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:50:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Somerset Hills Sta. 11+00 Worksheet for Irregular Channel Project Description Worksheet Somerset Hills Sta.* Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 010000 ft/ft Discharge 8.89 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.019 Water Surface Elev 100.06 ft Elevation Range .71 to 101.00 Flow Area 4.0 ft2 Wetted Perimeter 24.96 ft Top Width 24.67 ft Actual Depth 0.35 ft Critical Elevation 100.06 ft Critical Slope 0.010245 ft/ft Velocity 2.25 ft/s Velocity Head 0.08 ft Specific Energy 100.14 ft Froude Number 0.99 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0.018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99.83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99.75 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07/03 01:49:39 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Somerset Hills Sta. 11+00 Worksheet for Irregular Channel Natural Channel Points Station Elevation (ft) (ft) 0+38 99.71 0+38 99.83 0+39 100.00 0+50 101.00 Project Engineer: Ryan Virden g:\land desktop r2\10173\calcs\10173-streets.fm2 The Wallace Group FlowMaster v6.1 [614k] 05/07103 01:49:39 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Culvert Design Report N/A Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 233.50 ft Storm Event Design Computed Headwater Elev, 233.05 ft Discharge 79.30 cfs Headwater Depth/Height 1.13 Tailwater Elevation 231.17 ft Inlet Control HW Elev. 232.80 ft Control Type Entrance Control Outlet Control HW Elev. 233.05 ft Grades Upstream Invert 228.55 ft Downstream Invert 226.76 ft Length 99.00 ft Constructed Slope 0.018081 ft/ft Hydraulic Profile Profile Composite PressureP rofileSIS2 Depth, Downstream 4.41 ft Slope Type N/A Normal Depth 1.79 ft Flow Regime N/A Critical Depth 2.70 ft Velocity Downstream 6.31 ft/s Critical Slope 0.004806 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 4.00 ft Section Size 48 inch Rise 4.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 233.05 ft Upstream Velocity Head 1.20 ft Ke 0.50 Entrance Loss 0.60 ft Inlet Control Properties Inlet Control HW Elev. 232.80 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 12.6 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: Bob Wallace g:\land desktop r2\1 01 73\calcs\1 01 73.cvm The Wallace Group CulvertMaster v2.0 [2.005] 04122/03 11:50:16 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Culvert Design Report N/A Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 233.50 ft Storm Event Check Computed Headwater Elevi 232.25 ft Discharge 57.91 cfs Headwater Depth/Height 0.93 Tailwater Elevation 230.68 ft Inlet Control HW Elev. 231.95 ft Control Type Entrance Control Outlet Control HW Elev. 232.25 ft Grades Upstream Invert 228.55 ft Downstream Invert 226.76 ft Length 99.00 ft Constructed Slope 0.018081 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 3.92 ft Slope Type Steep Normal Depth 1.50 ft Flow Regime N/A Critical Depth 2.29 ft Velocity Downstream 4.63 ft/s Critical Slope 0.004159 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 4.00 ft Section Size 48 inch Rise 4.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 232.25 ft Upstream Velocity Head 0.94 ft Ke 0.50 Entrance Loss 0.47 ft Inlet Control Properties Inlet Control HW Elev. 231.95 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 12.6 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: Bob Wallace g:\land desktop r2\10173\calcs\10173.cvm The Wallace Group CulvertMaster v2.0 (2.005] 04/22/03 11:50:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project me: f f~dt~7r 7E?--' Review Date:. I'Z.?-L') e- Reviewer: BA Public Water Infrastructure General X Overall utility layout sheet - showing easements (platted or by separate instrument) ❑ If separate instrument easements are needed - do not approve until we get them recorded ❑ TXDOT permits needed? /Y JQ Sealed and Signed F~(it?~L (?TAL ❑ Engineers Estimates wtu - J>ebV(W T Lines X[ Pipe material Pipe sizes (allowable.... 6, 8,12,16,18 - note no 10" approved) ')9 Depth (4'+) (min,max) Separation distances (TNRCC) I All utilities in plan & profile w/sizes and type ❑ Private vs. Public line distinction ❑ Wyes not past property line (so meter can be within ROW/easement) JC Max # of connections for size waterline (TNRCC) Pipe deflection (noted as degrees, radius - with begin/end curve, not at jQ Grades - existing and proposed (centerline, right and left) shown in profile Full TNRCC compliance Conflicts with other utilities shown Labels on all major items in plan & profile (crossings) 9 Size/Location sufficient for overall City needs/masterplan Minimize dead-end lines T4 Lines located in PUE/ROW X Stationing on all fittings and taps Valves N[. Valve spacing (500') M Valves - system isolation )Q Valves - at hydrant ❑ Backflow preventers/ and check valves uses as necessary (@i.mgation/fire sprinkler/pools/hazards) N: Blowoffs (FH A too) @ end of dead end lines ❑ ' ' Air release valves at all major high points Fire Hydrants Fire hydrant spacing (Coverage) Fire hydrant location (relative to curb) Fire hydrant - deta V*W specified ❑ Fireflow calculations provided Service Lines Service lines - materials and size specified from main to meter Services provided to all lots to a point beyond sidewalks on both sides of street o:ld,,,: =-\ror=\enqkzbkIsLdoc 3/25/39 1 of 12 Project Nai„e: I LL)Dx- CoTtt a z Review Date: Reviewer: B W Public Water Infrastructure(cont) Details X Standard Details noted or included (references as city of CS Standard Details) ❑ Details for all non-standard items (included/ok) (not on CS Std. detail sheet) All MJ valves and fittings Thrust blocking Easement width adequate Embedment details (specify option) Trench safety if deeper than 5' 0 Erosion control notes The following items are variances to the College Station public waterline standards: 2 of o:ldeve s,-\fo~ms\=VW* Ldoc 325/99 12 Project Nwne: fEmep- C ~ 7 Z Review Date: 0 Z Reviewer: Public Wastewater Infrastructure General X Overall utility layout sheet - showing easements (platted or by separate instrument) V' If separate instrument easements are needed - do not approve until we get them recorded ❑ TXDOT permits needed? g Sealed and Signed ❑ Engineers Estimates Lines Pipe material Pipe sizes (allowable.... 6, 8,10,12,15,18) Depth (min cover) I' Depth (excessive) Separation distances (TNRCC) fK All utilities in plan & profile w/sizes and type ❑ Private vs. Public line distinction ❑ Wyes not past property line )G Grades - existing and proposed (centerline, right and left) shown in profile Flowlines (specified/labeled) Full TNRCC compliance Conflicts with other utilities shown (min. 1'clear / except water - sett TNRCC) Labels on all major items in plan & profile (crossings) ;l Size/Location sufficient for overall City needs/masterplan g Lines lc-cat-ad in PUE/ROW J9 Stationing on all manholes and services Manholes Lines end in MH Manhole spacing (max 500') Manhole diameter based on depth and line size (4'vs.5' diam.) ❑ Manhole covers - "watertight" cover if in floodplain Id ; Manholes accessible from public ROW/easement Manholes at change of alignment, grade or size I Drops through manhole ('rNRCC) Service Lines Service lines - materials and size specified from main to end Services provided to all lots to a point beyond sidewalks on both sides f Services > 6" enter at manholes o:\dcve serlformslengrNdik]sLdoo 3/25/99 3 of 12 Project ? te: 1. ~~~K ! !J Z- Review Date: leg 0? Reviewer: Public Wastewater Infrastructure(cont.) Details Y4 Standard Details noted or included (referenced as city of CS Standard Details) 19 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 19 Easement width adequate Embedment details (specify option) Trench safety if deeper than 5' ❑ Erosion control notes The following items are variances to the College Station public wastewater standards: o:\deve_ga-lX r wNengk~klst.dw 3/25/99 4 of 12 Project Y F&.& c-E C At-E-,C 78 Z Review Date: Reviewer: ILr'l~/ Public/Private Streets General Q Overall plan layout of streets Plan and profile for all streets ❑ If separate instrument easements are needed - do not approve until we get them recorded ❑ TXDOT permits needed? Sealed and Signed ❑ Engineers Estimates Street Paving Plan Sidewalk locations per subdivision regs. Curb inlets shown A Culverts location K Storm Sewer location ❑ Bike lanes/striping Street widths Right of way/easement width Radius sizes for (curb returns, median noses, tum lanes, etc) Curb and Gutter delineated Street Names Plan and Profile - stationed Benchmarks referenced Centerline stationing info. (PC, Pi, PT, other angle/bearing) Curve info (length, tangent, radius, angle) Min, and Max. grades Radii Sidewalks Width Location 5Z X-slope $t X-section (bedding, thickness, steel) - s= details l C Handicap ramps (location, x-slope, long slope, landing width, sideslopes, no curb returns on ramps) Paving Profile All proposed and existing utility conflicts shown with size and flowline Profile of existing ground (centerline, right and left) lit Location of proposed storm sewers with size and grade Top of curb profile with grades Proposed paving profile o:~deve_scr~forms~eagt~chklsLdoe 3/25/99 5 of 12 Project ne:_ 1j p«~ [j 7~Z Review Date:__ Reviewer:_ xA V Public/Private Streets(cont.) Details Sidewalk x-section Tie between sidewalk and back of curb ( if applicable) ~I. Paving x-section w/crown dimensioned 1C Handicap ramps X Curb and gutter The following items are variances to the College Station street standards: oA&-ve_=e fbnw\engrkhk doc 3125/99 6 of 12 Project ie: PWLE' Ceccirx GU C1 Review Date: of OZ Reviewer: 1?A V Public/Private Storm Sewer General 'C Overall plan layout of drainage facilities (can be shown on street plan) showing easements If separate instrument easements are needed - do not approve until we get them recorded Plan and profile for all storm sewers ❑ =OT permits needed? IX Sealed and Signed ❑ Engineers Estimates Storm Server/Culverts Pipe material (RCP = storm, RCPorCNIP = culvert) Pipe sizes labeled (see pg.47 DPDS) Size/Location sufficient for overall City needs/masterplan pC Depth (min cover) K Depth (excessive) K All utilities in plan & profile w/sizes and type ❑ Private vs. Public line distinction Street grades - existing and proposed (centerline, right and left) shown in profile Flowlines (specified/labeled) Conflicts with other utilities shown Labels on all major items in plan & profile Located within drainage easement or right-of-way (specify width) (public only) Easement width adequate per DPDS DW., Stationing shown X Outfall location (if open, is rip-rap needed per design talcs) 0 Does it match drainage report (sizes, inlets, etc) ❑ Hydraulic Grade Line (on plan or in drainage report) Junction Boxes/Manholes/Inlets Lines end in JBINM ~i. JMAanhole spacing (see pg 47 DPDS) JB/Manholes accessible from public ROW/easement JB/Manholes at change of alignment, grade or size !i Drops through inlet/manhole/JB (see pg 48 DPDS) l~ Curb inlets shown and labeled (referenced to drainage report) Details Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (included/ok) (not on CS Std, detail sheet) J~ Embedment details (specify option) Trench safety if deeper than 5' Erosion control notes ❑ Culverts (SET) X Inlet/? Box or manhole details (manhole access) o:kxve_scmorrns\engr\chk xLdoc 3/25199 7 of 12 Project Name: Review Date: Reviewer: EAU Public/Private Storm Sewer (cont.) Channels $6 Cross sections with side slopes - meets DPDS % Channel Liner - per DPDS ;5 Longitudinal slope (0.4% min.) A Rip Rap needed? Details Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (include/ok) (not on CS Std. detail sheet) . Erosion control notes Detention System ❑ Side slopes ❑ Bottom slopes ❑ Grading plan ❑ Low flow flume ❑ Outlet Structure shown - corresponds to drainage report ❑ Inlet Structure shown - corresponds to drainage report ❑ Emergency spillway - corresponds to drainage report ❑ Rip Rap if high velocities exist at inlet or outlet - length/width/sizeldetails ❑ Flowlines at inlet and outlet ❑ Complies with drainage report Details , ❑ Standard Details noted or included (referenced as city of CS Standard Details) ❑ Details for all non-standard items (included/ok) (not on CS Std. detail sheet) ❑ Erosion control notes ❑ Inlet structure ❑ Outlet structure The following items are variances to the College Station drainage standards: 0.\&ve_w fw=\L s doc 3/25199 8 of 12 W The Wallace Group, Inc. Engineers ■ Architects ■ Planners ■ Surveyors COLLEGE STATION PEBBLE CREEK PHASE 7112 ENGINEER'S OPINION OF PROBABLE COST October 17, 2003 Item Description Unit Quantity Unit Price Amount GENERAL CONDITIONS 1 Mobilization LS 1 $ 5,000.00 $ 5,000.00 2 SWPPP LS 1 $ 1,500.00 $ 1,500.00 3 SWPPP Implementation LS 1 $ 3,750.00 $ 3,750.00 4 Trench Safety Plan LS 1 $ 500.00 $ 500.00 STREET IMPROVEMENTS 5 Excavation CY 14,974 $ 3.50 $ 52,409.00 6 Standard Curb & Gutter LF 3,819 $ 7.50 $ 28,642.50 7 Mountable Curb & Gutter LF 6,386 $ 7.00 $ 44,702.00 8 Handicap Ramp EA 14 $ 415.00 $ 5,810.00 9 Concrete Fillet SF 1,817 $ 3.70 $ 6,722.90 10 2" HMAC SY 5,198 $ 4.50 $ 23,391.00 11 1-1/2" HMAC SY 9,509 $ 3.30 $ 31,379.70 12 8" Cement Stabilized Base SY 5,198 $ 7.00 $ 36,386.00 13 6" Cement Stabilized Base SY 9,509 $ 5.50 $ 52,299.50 14 6" Lime Stablization SY 18,466 $ 1.50 $ 27,699.00 15 Hydrated Lime (#35/SY) TN 323 $ 80.00 $ 25,840.00 16 Concrete Sidewalk SF 30,644 $ 3.00 $ 91,932.00 WATER IMPROVEMENTS 17 8" C-900 Waterline LF 1,780 $ 15.25 $ 27,145.00 18 8" Gate Valve EA 9 $ 500.00 $ 4,500.00 19 6" C-900 Waterline LF 2,269 $ 14.00 $ 31,766.00 20 6" Gate Valve EA 5 $ 390.00 $ 1,950.00 21 6"- 11.25 Degree Bend EA 1 $ 250.00 $ 250.00 22 6"- 22.5 Degree Bend EA 4 $ 250.00 $ 1,000.00 23 6"- 45 Degree Bend EA 14 $ 250.00 $ 3,500.00 24 2" Blow-off Valve EA 2 $ 350.00 $ 700.00 25 Air Release Valve EA 3 $ 500.00 $ 1,500.00 26 Fire Hydrant Assembly EA 5 $ 2,000.00 $ 10,000.00 27 Single Water Service EA 7 $ 460.00 $ 3,220.00 28 Bullhead Water Service EA 20 $ 600.00 $ 12,000.00 29 Connect to Existing EA 5 $ 500.00 $ 2,500.00 1 SANITARY SEWER IMPROVEMENTS 30 4' Diameter Manhole 31 6" SDR-26 PVC Sanitary Sewer 32 Single 4" Sanitary Sewer Service 33 Double 6" Sanitary Sewer Service 34 4' MH Built on 18" Sewer w/ Pamtight Cover 35 Connect to Ex. MH w/ Drop Conection 36 Trench Safety Implementation DRAINAGE IMPROVEMENTS EA 38 $ 2,000.00 $ 76,000.00 LF 3,673 $ 24.50 $ 89,988.50 EA 8 $ 450.00 $ 3,600.00 EA 17 $ 700.00 $ 11,900.00 EA 1 $ 3,500.00 $ 3,500.00 EA 2 $ 1,000.00 $ 2,000.00 LF 5,868 $ 1.00 $ 5,868.00 37 48" RCP LF 279 $ 85.00 $ 23,715.00 38 36" RCP LF 66 $ 60.00 $ 3,960.00 39 30" RCP LF 906 $ 50.00 $ 45,300.00 40 30"-15 Degree Bend EA 1 $ 1,000.00 $ 1,000.00 41 30" x 48" Wye EA 1 $ 1,250.00 $ 1,250.00 42 24" RCP LF 220 $ 40.00 $ 8,800.00 43 18" RCP LF 750 $ 35.00 $ 26,250.00 44 10' Inlet LF 16 $ 2,950.00 $ 47,200.00 45 Junction Box EA 2 $ 3,100.00 $ 6,200.00 46 Headwall-Type "A" EA 3 $ 1,500.00 $ 4,500.00 47 Headwall-Type "B" EA 2 $ 1,500.00 $ 3,000.00 48 Concrete Valley Gutter SF 462 $ 6.00 $ 2,772.00 49 Concrete Riprap SY 1,059 $ 27.00 $ 28,593.00 Total Construction Cost $ 922,641.10 Since the ENGINEER has no control over the cost of labor, materials, or equipment, or over the Contractor(s)' methods of determining prices, or over competitive bidding or market conditions, his opinions of probable Project Cost or Construction Cost provided for herein are to be made on the basis of his experience and qualifications and represent his best judgement as a design professional familiar with the construction of the industry, but ENGINEER cannot and does not guarantee that proposals, bids, or the Construction Cost will not vary from opinions of probable cost prepared by him. If prior to the Bidding or Negotiating Phase Owner wishes greater assurance as to the Construction Cost, he shall employ an independent cost estimator. V ' Z0Doi ' OG 2 Project Name: Fag cE CA&E-A ` Z Review Date: ! '2•~'OZ Reviewer: JLl'ly Public/Private Streets General Overall plan layout of streets Plan and profile for all streets ❑ If separate instrument easements are needed - do not approve until we get them recorded ❑ TXDOT permits needed? Sealed and Signed ❑ Engineers Estimates Street Paving Plan Sidewalk locations per subdivision regs. Curb inlets shown Culverts location K Storm Sewer location ❑ Bike lanes/striping Street widths Right of way/easement width J[ Radius sizes for (curb returns, median noses, turn lanes, etc) Curb and Gutter delineated Street Names Plan and Profile - stationed it Benchmarks referenced Q; Centerline stationing info. (PC, PI, PT, other angle/bearing) Curve info (length, tangent, radius, angle) Min. and Max. grades Radii Sidewalks Width Location 5Z X-slope $t X-section (bedding, thickness, steel) - see details Handicap ramps (location, x-slope, long slope, landing width, sideslopes, no curb returns on ramps) Paving Profile f All proposed and existing utility conflicts shown with size and flowline Profile of existing ground (centerline, right and left) lit Location of proposed storm sewers with size and grade Top of curb profile with grades Proposed paving profile , o:\deve_seAfor=\&nV ch~doc 3!25/99 5 of 12 Project Name: 1 Ci1~~.~ t- 7QZ Review Date:_ X23 • Reviewer: Ca Public/Private Streets(cont.) Details JRL Sidewalk x-section Tie between sidewalk and back of curb ( if applicable) J~ Paving x-section w/crown dimensioned IC Handicap ramps X Curb and gutter The following items are variances to the College Station street standards: oAdeve_sc fmms`englchk doc 3/25199 6 of 12 Project Name: (~g C~ 780 Review Date: Reviewer: Public/Private Streets General )Q Overall plan layout of streets JK Plan and profile for all streets ❑ If separate instrument easements are needed - do not approve until we get them recorded ❑ TXDOT permits needed? fd Sealed and Signed ❑ Engineers Estimates Street Paving Plan J~ Sidewalk locations per subdivision regs. Curb inlets shown )6 Culverts location K Storm Sewer location ❑ Bike lanes/striping Street widths Right of way/easement width Radius sizes for (curb returns, median noses, turn lanes, etc) Curb and Gutter delineated g Street Names Plan and Profile - stationed bd Benchmarks referenced Q: Centerline stationing info. (PC, PI, PT, other angle/bearing) J4 Curve info (length, tangent, radius, angle) Min. and Max. grades Radii Sidewalks f Width Location 6C X-slope X-section (bedding, thickness, steel) - see details lC Handicap ramps (location, x-slope, long slope, landing width, sideslopes, no curb returns on ramps) Patine Profile All proposed and existing utility conflicts shown with size and flowline Profile of existing ground (centerline, right and left) lit Location of proposed storm sewers with size and grade Top of curb profile with grades 't Proposed paving profile OA&Ve_aemb m \=gr~~doc 3/23/99 5 of 12 Project Name: C~~EIC TZI Review Date:_ Reviewer: /L A v Public/Private Storm Sewer General Overall plan layout of drainage facilities (can be shown on street plan) showing easements If separate instrument easements are needed - do not approve until we get them recorded Plan and profile for all storm sewers ❑ TXDOT permits needed? Sealed and Signed ❑ Engineers Estimates Storm Sewer/Culverts pipe material (RCP = storm, RCPorCMP = culvert) .Gr Pipe sizes labeled (see pg.47 DPDS) Size/Location sufficient for overall City needs/masterplan it Depth (min cover) K Depth (excessive) K All utilities in plan & profile w/sizes and type ❑ Private vs. Public line distinction fit Street grades - existing and proposed (centerline, right and left) shown in profile 5C Flowlines (specified/labeled) K Conflicts with other utilities shown Labels on all major items in plan & profile Located within drainage easement or right-of-way (specify width) (public only) Easement width adequate per DPDS ~t Stationing shown 9L Outfall location (if open, is rip-rap needed per design talcs) ❑ Does it match drainage report (sizes, inlets, etc) ❑ Hydraulic Grade Line (on plan or in drainage report) Junction Boxes/Manboles/Inlets l~ Lines end in JB/MH JB/Manhole spacing (see pg 47 DPDS) JB/Manholes accessible from public ROW/easement JB/Manholes at change of alignment, grade or size I!~ Drops through inlet/manhole/JB (see pg 48 DPDS) Curb inlets shown and labeled (referenced to drainage report) Details Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (included/ok) (not on CS Std. detail sheet) fJ4 Embedment details (specify option) 16 Trench safety if deeper than 5' t Erosion control notes ❑ Culverts (SET) % Inlet/J-Box or manhole details (manhole access) 7 of 12 dot 3/25/99 eerlfomu\,,g o:~deve Project Name: Pratt c4t~g - T~Z Review Date: L Reviewer: ?AU Public/Private Storm Sewer (cont.) Channels g Cross sections with side slopes - meets DPDS 16 Channel Liner - per DPDS Longitudinal slope (0.4% min.) Rip Rap needed? Details Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (include!ok) (not on CS Std. detail sheet) Erosion control notes Detention System ❑ Side slopes ❑ Bottom slopes ❑ Grading plan ❑ Low flow flume ❑ Outlet Structure shown - corresponds to drainage report ❑ Inlet Structure shown - corresponds to drainage report ❑ Emergency spillway - corresponds to drainage report ❑ Rip Rap if high velocities exist at inlet or outlet - length/width/size/details ❑ Flowlines at inlet and outlet ❑ Complies with drainage report Details ❑ Standard Details noted or included (referenced as city of CS Standard Details) ❑ Details for all non-standard items (included/ok) (not on CS Std_ detail sheet) ❑ Erosion control notes ❑ Inlet structure ❑ Outlet structure The following items are variances to the College Station drainage standards: o: deve_sc fomis\engNi&1stdoc 31'25/99 8 of 12 THE WALLACE GROUP, INC. o WACO, TEXAS 76702 -2007 DATE INVOICE NO. DESCRIPTION INVOICE AMOUNT DEDUCTION BALANCE 4 -19 702 10173 project 10173 phase 1000.00 1000.00 I i i CHECK [ NUMCK TOTALS DATE BER _ _ 1000.00 r ��no� v�Ini.n InIJ rVY111 VIV ANV HC I AIIV F'VH YVUH htVUhub. THE WALLACE GROUP INC. P.O. BOX 22007 • WACO, TEXAS 76702 -2007 PH. 254 - 772 -9272 CENTRAL NATIONAL BANK 48 -719 3 5 7 0 E WACO, TX 767022525 119 thousand dollars and no cents DATE April 19, 2002 PAY TO THE CITY OF COLLEGE STATION ORDER ATTN: ACCOUNTS RECEIVABLE OF P.O. BOX 9973 COLLEGE STATION, TX 77842 -9973 CHECK NO. AMOUNT 35708 $ * * * ** *1,000.00 -") 2 AUTHORIZED SIGNATURE 11 3 5 70811' 1 : 111907199 1 : 11' 1 10 6 20 211' The JD Wallace Group, Inc. Engineers ■ Architects ■ Planners ■ Surveyors 8225 Central Park Drive, Suite 100 P.O. Box 22007 Waco, Texas 76702 -2007 (254) 772 -9272 FAX (254) 776 -2924 LETTER OF TRANSMITTAL To: City of College Station Attn: Bridgette George From: Ryan Virden, P.E. Project: Pebble Creek Phase 7132 Project No.: 10173 Date: 4 -19 -02 Pages: cc: file Enclosed Please Find The Following For Your Use: Copies Dated Description 1 4 -19 -02 Final Plat Application & Checklists 2 4 -19 -02 Construction Plans 1 4 -19 -02 Check for Final Plat & Infrastructure Inspections 13 7132 Final Plat 1 Preliminary Plat Remarks: Please call with any questions. A LA ' Y RU I_ J E N G I N E E R S A R C H I T E C T S P L A N N E R S S U R V E Y O R S WACO KILLEEN AUSTIN DALLAS ROUNDROCK Dan Flaherty, R.P.L.S. Sean Flaherty, R.P.L.S. Kevin Hessel, R.P.L.S. Luke Jackson, R.P.L.S. George Jezek, A.I.A. Mike Keahey, P.E., R.P.L.S. Tony Krauska, P.E. David Marek, P.E. Brian A. McDaniel, P.E. Thomas Mireur, Jr., R.RL.S. Ronald Morrison, RE., T.C.F.M. Nicole L. Moser, P,E. Dan Nixon, R.P.L.S. J.A.'Jake* Pavlas, Jr., P.E. Scott Posey, R.P.L.S. Christopher L, Randazzo, PE. Lynn Simpson, R.P.L.S. David P. Smith, P.E. Darrell Vickers, A.I.A. Ryan A. Virden, P.F. GeorSe t, 'Jed' Walker, Jr., P,E. R . f J Wallace, PE., R.PI.S. GII r. Wiederhold, BF. pnEn F. W,,Wer, PE. Mark L. Woodward, A.I.A. P.O.Box22007 Waco, Texas 76702 8225 Central Park Drive Suite 100 Waco, Texas 76712 May 13, 2003 City of College Station 1101 S. Texas Avenue College Station, Texas 77840 Attn: Spencer Thompson Re: Pebble Creek Phase 713-2 Dear Spencer: Attached, please find two copies of the construction plans for Pebble Creek Phase 7B -2. I am also submitting a copy of the final Drainage Report for this subdivision for your use. Due to the amount of time that has passed between the initial plan review and this submittal, I am submitting to you a copy of the initial application and associated documents. I am also submitting a copy of the staff review comments number 1 for your use. Please note, comments 2, 3, 8, and 11 all deal with air relief valves on 6" and 8" waterlines. In residential neighborhoods with small lines, we typically do not provide air relief valves since services and fire hydrants are very near and can perform the same function. Other cities we work with require air relief valves on larger waterlines only with certain exceptions due to project constraints. While reviewing this set of plans, please consider whether these air relief valves are necessary in this installation. Please call me if you have any questions or concerns. Sincerely, &i�, 4J Ryan A. Virden, P.E. The Wallace Group, Inc. RAV:nrn Attachments cc: File - Project # 10173 Davis Young — Pebble Creek Development (254) 772.9272 (800)336.1683 TRANSMISSION VERIFICATION REPORT TIME 0512212003 15:57 NAME COCS DEVELOPMENT SER FAX 9797643496 TEL 9797643570 SER.# BROE2J341073 DATE,TIME FAX NO. /NAME DURATION PAGE(S) RESULT MODE 05122 15:56 912547762924- -152 00:00:38 02 OK STANDARD CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764,3570 / Fax 979.764.3496 MEMORANDUM May 22, 2003 TO; Ryan Virden, Via fax 254,776.2924 FROM: Bridgette George, Assistant Development Manager SUBJECT: PEBBLE CREEK PHASE 78 -2 Final Plat Staff reviewed the abovo--mentioned engineering dor..umPnts as requested. The following page is a list of staff review comments detailing items that need to be addressed_ please address the comments and submit the following information for further staff review and approval of the plans: One (1) sets of revised construction documents. If you have any questions or need additional infurniation, please call Spencer Thompson or myself at 764.3570, Attachments: Staff Review Comments 01/23/02 17:39 22979 764 3496 DEVELOPMENT SVCS [a 001 To: Davis Yount ' Fax Phone: 6906081 From: Bridgette George Title: Assistant Development Manager Company: City of College Station Address: 1101 TCxs$ Ave College Station, TX 77840 Fax Phone: 979 - 7543496 Phone: 979 -764 -3570 Subject: Pebble Creels 7B -1 Messaee: 3 pages including, savor ATTN: Ryan Virden Ryan, the tax eertific:aues for 7B -1 will suffice for 7B -2. Bridgette ASH & BROMWE ENGINEERING, IIYC. Engineers and Consultants P.O. Boa 10838, College Station, Texas 77842 979 - 846 -6914 877 - 245 -4839 Fax: 979-846-8914 February 6, 2003 i 'l Spencer Thompson Development Services City of College Station P.O. Box 9960 College Station, Texas 77842 Re.: Stop and Store Mini - Storage ABET No. 1033001 Dear Spencer: As per our conversation on January 30 regarding waterline for the above referenced project, please find enclosed the plan and profile views for the proposed waterline route. This information is being submitted to you for your review and approval. I have also enclosed an easement dedication sheet and associated attachments for the proposed waterline easement. This information is being submitted to you for your use and further processing. I received an email from Ronnie Bolin stating that the City needs a temporary blanket easement for the project. I have enclosed a second easement dedication sheet with associated attachments for your use and further processing. If you have any questions or need any additional information, please do not hesitate to call. Sincerely, ASH & BROWNE ENGINEERING, INC J. Dale Browne, Jr., P.E. Attachments The Wallace Group, Inc. Engineers ■ Architects ■ Planners ■ Surveyors a2 41�&w 1 11 8225 Central Park Suite 100 P.O. Box 22007 Waco, Texas 76702 -2007 (254) 772 -9272 FAX (254) 776 -2924 LETTER OF TRANSMITTAL To: City of College Station Attn: Bridgette George From: Ryan Virden, P.E. Project: Pebble Creek Phase 7132 Project No.: 10173 Date: 4 -19 -02 Pages: cc: file Enclosed Please Find The Following For Your Use: Copies Dated Description 1 4 -19 -02 Final Pla Application & Checklists 2 4 -19 -02 - Uo -- n`sV,7Ktion Plans 1 4 -19 -02 Check f r ' al Plat & Infrastructure Inspections 7132 FbKlXat Remarks: Please call with any questions. MAY 07 2000 2:33PM HP LRSERJET 3200 PEBBLE CREEK 4500 Pebble Creek Parkway College Station, TX 77845 Country Club(979)690 -0996 Development Company (979)690 -0992 Fax (979)690 -6081 P.1 Fax Cover Page Please deliver the following pages to: Name: Company: Fax Number: Total Number of pages (including cover page): �— Date: MAI 9 1 ZLO From: Bobby Mauldin Comments: 40M I;E5z - 75 -- } -- ', c:> 'T 4+c r-- 4=>A �PL.T S!G� -:r,& i W 1 A - N q Z� uc- T r.i. The Wallace Group, Inc. Engineers ■ Architects ■ Planners ■ Surveyors 6A'�D 1-bl'bolq- M--DC5� 0 8225 Central Park Drive, Suite 100 P.O. sox 22007 Waco, Texas 76702 -2007 (254) 772 -9272 FAX (254) 776 -2924 LETTER OF TRANSMITTAL To: City of College Station Attn: Spencer Thompson From: David L. Marek Project: Pebble Creek 7132 Project No.: 10173 Date: September 1, 2004 Pages: 1 cc: FILE Enclosed Please Find The Following For Your Use: Copies Dated Description 3 9 -1 -2004 Revised Sheet 4,26, 27 Pebble Creek 7132 Remarks: Spencer, Here are then revised sheets that I contacted you about. Please review and if there are any further questions, please contact me at your earliest convenience. 0�- � From: Spencer Thompson To: Charles Willis; Joe Garcia; Tony Michalsky Date: 11/15/2004 3:06:00 PM Subject: Fwd: Pebble Creek 7B2 information City Staff, David Marek and Davis Young came in the other day to discuss this plat and the utilities situation. At first it appeared the plat needed to go back to P &Z for approval since some lot lines were shifted after the first submittal. However, Wallace Group is of the opinion the plat was approved with the lot lines in Block 45 as shown. Staff could not find the plat referred to and no mylar submitted. The lines changed only slightly. The electric layout did not get changed with the lot line adjustment. Also notice, Lots 1, 2 and 3 along Whistling Straits are changed to Lots 1 and 2 and an easement covering the existing electric shown. Therefore, please have everyone look at the plat to see that all utilities are covered by the easements needed and all services are extended to where they need to go out in the field. Please let me know if there are any issues. Mr. Marek will submit the plat for filing when all utilities are accepted or bonded. thx st Spencer G. Thompson, Jr. Engineering Services City of College Station PO Box 9960 College Station, TX 77842 Ph. 979.764.3570 Fx. 979.764.3496 www.cstx.gov CC: Bob Mosley; Bridgette George; David Marek; Davis_Y @PebbleCreek.org; Edwin Savage; Robert Bumpurs CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979)764 -3570 / Fax (979)764 -3496 TO: fwlt e m A & 69D -Orr FROM: Susan Hazlett, Staff Assistant DATE: June 4, 2002 RE: StaffReport/Project Presentation P &Z Meeting, June 6, 2002 Following this coversheet is a copy of the Staff Report that was prepared for the following project. Please keep in mind that stars responsibility is to provide the Planning & Zoning Commission with all pertinent facts of a development case, but that staff is not acting as an advocate for the applicants. Therefore, it is in the applicant's best interest to send a representative to the Planning & Zoning Commission meeting to speak on behalf of the proposal. This item is scheduled for the Thursday, June 6, 2002 Planning & Zoning Commission Meeting. This meeting will begin at 7:00 P.M. in City Hall Council Chambers. I have included a copy of the agenda for this meeting. Please contact our office at (979)764- 3570 if you should have any questions. Thanks.