The URL can be used to link to this page

Home My WebLink About79 Development Permit 646 Covenant Family Church-""-&. -• Pastor Danny Green Covenant Family Church 4010 Harvey Road College Station, Tx. 77845 Dear Pastor Green : August 1, 1999 The Harvey Hillsides Architectural Control Committee met again on August 1, 1999 and considered your letter of July 12, 1999 with the accompanying site plan and drainage report." The Committee approves the plan as submitted contingent on meeting the following three conditions : 1. The improvements, i.e. parking lots and buildings, made on lots 22, 23, 28 and 29, Block 1, Harvey Hillsides shall not increase the runoff to the channel downstream and, hence, shall in no way impact the downstream landowners . 2 . The drivethru in front of the church shall be closed to through traffic so that all traffic created by the new parking lots in lots 22, 23 and 29 will enter and exit via Highway 30. 3. A screening consisting of evergreen shrubs, trees, etc. shall be erected along Marci Lane and along the property lines dividing the church from lots 25, 26, 27 and l 9b. We trust that these conditions will be met; feel free to call on me or any committee member if we can answer any questions . Since~, _,... r~-=b ·· Konrad Eugster, Harvey Hillsides Control Committee cc : Committee members : C . Conant D. Hejtmancik W . Hoke W . Jordan J . Vilas M. Westhusin /.-· Pastor Green Covenant Family Church College Station, Texas Dear Pastor Green and Covenant Family Church, i'l'llP-vT );J.!i Al (7GP/J/5 1-1Et..TTt'l1#fl-J'S ~171./7 6/ t A-vn v7 r 1 '11 9' July 9, 1999 The Harvey Hillsides Architectural Control Committee met on July 8, 1999 and reviewed the plans you submitted for your church's proposed parking addition, structure relocation, and structure addition and remodeling. The committee unanimously agreed that you need to provide us with more complete plans, plats, and supporting documentation as to your plans. We are considering ultimate approval of your project subject to the following stipulations and conditions. We understand your request is for us to consider and approve a multi-faceted building proposal. Our stipulations and concerns are as follows : 1. You wish to expand and remodel your existing large building and it's parking lots which were approved by this committee November 6, 1994. Approval of these plans allowed you to build as per plat presented to this committee. This request showed a driveway entrance off of Hwy 30, a rear picnic/park area and a future sanctuary up front. These were not completed as approved. In order for us to consider your current application, we request that you include this omitted driveway in your current building project. You may request permission to relocate it further west to better serve your current needs. The current proposed driveway entrance off of Hwy 30 is to also be completed at this time. We request you also inform us as to the type of finish materials you propose for the remodeling of the exterior of your existing large building and for the new covered drive area . These proposed building embellishments as per your drawing do indeed reflect your desire to upgrade your facilities to one more fitting with the general layout and design or our area. 2. You propose relocating your two current smaller building to the rear of the property. Please inform us via the revised plat of your entire property showing properly respected setback requirements of 25 feet from any lot line and 50 feet from any roadway. Please also indicate your proposed orientation of these structures with regard to entrances and exits. On August 18, 1987 this committee approved the construction of the initial structure as presented per plans . This plan showed the structure facing the Hwy and included two entrances off of Hwy 30 and no access off of Marci Lane . Please correct this at this time by permanently closing the Marci Lane access and constructing or planting an effective screening of your facility from adjoining single famil y re sidences. 3 . You are requesting permission to construct arking facilities as per your plans and to reroute the existing creek. A s referenced in your prior approval, you were asked to address the drainage problems along Marci Lane. Due to the scope and magnitude of this proj e ct it is quite likely that this proj ect may ind e ed require a adequate water detention pond. Please provide us with professional drainage studies and the proposed location of any detention pond. --· ·· ··· -4. ·These-buildings-will require-proper sewage -disposal:-No where on-your plans · is ·thi~ addressed. As you surly know, Brazos County requires a septic tank permit and percolation test prior to commencement of any construction activities. Please provide us with a copy of this permit and indicate on your plat where you propose to locate a septic system. If it is your intent to attach to the city sewage system, you need to apply for sanitary sewer service and the required request for annexation. Please provide us with copies of these documents. This will of course make your entire project subject to the rules and regulations of development of the city. These restrictions among other things will require parking lot modifications to include landscaping. In addition we ask that you provide effective screening of your property from view of adjoining residences. Please indicate this screening and revised landscaping plans on your new plat. Please include measurements of distances of proposed pavement from lot lines to insure adequate space for effective screening. We realize these documents and revisions will take time to compile and you are probably eager to commence construction. To assist you in this end we will again be as prompt as possible in responding to your revised request. Do bear in mind that construction cannot commence prior to the approval of your revised plans. Commencement of construction is defined as the installation of utilities, plumbing, pouring of concrete, installation of any asphalt, of movement of or modification of any structures. A copy of this letter will be forwarded for information purposes to the City of College Station Wastewater Department, and Building and D_evelopment office. xc: City of College Station Committee Members Sincerely, ~,~--&- Chairman, Architectural Control Committee Harvey Hillsides Addition Drainage Report for Covenant Family Church Lots 22 & 23, Block 1 Harvey Hillside Subdivision 1.38 Acres REVIEWED \ COMPLIA JUL 14 1999 J.W. Scott Survey, A-49 College Station, Brazos County, Texa May 3, 1999 OLLEGE STATION ENGINEERING GENERAL LOCATION & DESCRIPTION The proposed parking area is located on Lots 22 & 23, Block 1, of Harvey Hillside Subdivision, 1 .38 acres. The proposed parking area is just inside the College Station city limit line dividing the City of College Station and Brazos County. The entrance to the proposed parking area is approximately 380 feet northeast of Marcy Lane along Harvey Road. (See Appendix 1: "General Location Map" for location and surrounding properties). The 1.38 acres currently consists of short to medium grass and approximately 10 small trees. The run-off currently sheet flows across the tract into the barrow ditch along Highway 30 and onto lot 24. The proposed improvements consist of a parking lot that will cover approximately 0.63 acres of the 1.38 acre tract and a storm sewer system. The storm sewer system will direct the run-off from the parking lot outside the city limits into a natural channel which flows into a 36" C.M.P. under Marcy Lane. (See Appendix 3: "Site Plan" for proposed improvements and flow direction). DRAINAGE BASIN The proposed parking area site is located in the Carter's Creek drainage basin. This site is not within the 100 year flood hazard area according to the Flood Insurance Rate Map #48041CO161 C, Effective Date: July 2, 1992, for Brazos County, Texas and Incorporated Areas (See Appendix 2: "Flood Plain· Map"). Currently the run-off from the site drains into the road ditch along Highway 30 and onto lot 24 which enters Carter's Creek via an unnamed tributary of Carter's Creek. DRAINAGE DESIGN CRITERIA The City of College Station Drainage Policy and Design Standards state that culverts and storm sewer shall be designed to have capacity through the 25-year storm event, that storage depth in the parking lot shall not exceed 0.83 ft for the design hydrograph and that velocities in grass-sodded channels shall not exceed 6.0 ft/s. These standards were used to design the 24" C.M.P. under the proposed drive, the 24" A.D.S. storm sewer system, grate inlets in the parking lot and for providing erosion control. The following methods were used in the analysis and design of the drainage structures. The peak run-off for the pre-and post-developed conditions and the area draining to the 24" culvert was calculated using the rational method. Manning's equation was used to size the culvert and storm sewer system via the. computer software Flow Master. The orifice equation was used to design the grate inlets. I DRAINAGE FACILITY DESIGN The design of the 24" culvert and the storm sewer system was based on pre and post-developed drainage patterns and run-off calculations. The pre and post-drainage patterns were delineated (see Appendix 4: "Drainage Areas"). The drainage areas were divided according to the off-site drainage system receiving the run-off. (See Appendix 5: "Hydrologic calculations" for run-off calculations including computations for the intensities and run-off coefficients.) Pre and Post-Developed Run-off Drainage areas 1 and 3 represent the pre and post-developed drainage areas, respectively, for the road ditch along ·Hwy 30 and drainage areas 2 and 4 represent the pre and post-developed drainage areas, respectively; for the 36" C.M.P. under Marcy Lane. Calculations for the pre-and post-developed flows were performed for the 2, 5, 10, 25, 50, and 100 year storm events for the above drainage areas. Table 1 below gives a summary of the pre-and post-developed run-off calculations along with the increase in run - off due to the proposed improvements. (See Appendix 4: "Pre-and Post-Developed Drainage Areas" and Appendix 5: "Hydrologic Calculations"). DA 02 Os 010 025 Clso 0100 State 1 (PRE) 13.38 16.50 18.67 21.39 24.26 25.31 Hwy30 3 (POST) 10.99 13.55 15.33 17.57 19.92 20.79 Marcy 2 (PRE) 25.76 32.10 36.55 41.99 47.74 49.86 Lane 4 (POST) 29.25 36.44 41.49 47.67 54.20 56.60 Detention Pond A detention pond .was not designed for the proposed improvements since the post- developed run-off within the city limits (drainage area 3) is less than the pre-developed run- off within the city limits (drainage area 1). This is due to the 24" storm sewer system discharging the run-off from the improvements outside the city limits into the natural channel on lot 29, block 1, of Harvey Hillside Subdivision. (Note: Lots 24, 28, and 29, Block 1, of Harvey Hillside Subdivision are all owned by Covenant Family Church .) 24" C.M.P. Culvert Under Drive Drainage area 3A represents the drainage area for the 24" C.M.P. culvert under the proposed drive. The 100 year storm event yields 17 cfs from drainage area 3A (see Appendix 5: "Hydrologic Calculations"). The full flow capacity of the 24" C.M.P. culvert at a 2.0 percent slope is 17 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the 24" C.M.P. culvert has capacity through the 100 year storm event. The maximum velocities in the storm sewer exceed 6.0 ft/s which is the maximum design velocity for a grass-sodded channel. Erosion protection has been provided on the downstream end of the 24" A.D.S. storm sewer. 24" A.D.S. Storm Sewer Drainage area 4B represents the drainage area for the 24" A.D.S. storm sewer system. The 100 year storm event yields 11 cfs from drainage area 4B (see Appendix 5: "Hydrologic Calculations"). The full flow capacity for the 24" A.D.S. storm sewer at a 0.8 percent slope is 23 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the 24" A.D.S. storm sewer has capacity through the 100 year storm event. The maximum velocities in the storm sewer exceed 6.0 ft/s which is the maximum design velocity for a grass-sodded channel. Erosion protection has been provided at the outlet of the 24" A.D.S. storm sewer. Storage Depth in Parking Lot Drainage area 4B represents the drainage area for the two grate inlets in the parking lot. The first grate inlet has capacity for 6.22 cfs at a 0.20' depth and the second grate inlet has capacity for 10.95 cfs at a 0.62' depth. (See Appendix 6: "Hydraulic Calculations" for grate inlet capacity calculations. The capacities for the grate inlets account for a 25% reduction in area due to possible clogging.) The 100 year storm event for drainage area 4B generates 10.35 cfs of which 6.22 cfs will flow into the first grate inlet and the remaining 4.13 cfs will flow into the second grate inlet. Therefore, the storage depths in the parking lot will ·be below 0.62' for the 100 year storm event which is less than the maximum storage depth of 0.83 ft for the design hydrograph. Existing 36" C.M.P. Culvert under Marcy Lane Drainage area 4 represents the new drainage area for the 36" A.O. S. culvert under Marcy Lane. The 100 year storm event yields 57 cfs from drainage area 4 (see Appendix 5: "Hydrologic Calculations"). The full flow capacity for the existing 36" A.D.S. culvert at a 3.56 percent slope is 68 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the existing 36" A.D.S. culvert has capaci~y through the 100 year storm event. The velocity in the 36" A.D.S. culvert under Marcy Lane prior to the proposed improvements was 10.55 ft/s. The velocity after the proposed improvements was 10. 78 ft/s. The increase in velocity, 0.23 ft/s, due to the proposed improvements is negligible in regards to increasing downstream erosion. Channel Downstream of 36" C.M.P. under Marcy Lane The channel downstream of the 36" C.M.P. under Marcy Lane was analyzed to see how the increase in storm runoff would effect the surrounding properties. This was achieved by analyzing two cross-sections, one at 50' and the other at 100', downstream of the 36" culvert. (See Appendix 3: "Site Plan" for location of cross-sections.) The ground surface in the channel is clayey soil with leaf cover, small brush and little grass. Manning's roughness coefficient used was 0.035. (See Appendix 6: "Hydraulic Calculations" for Manning's roughness coefficients from the TxDOT Hydraulic Manual.) The slope of the channel is approximately 1. 7 percent. The chart on the following page shows that the increase in runoff due to the proposed improvements for the 100 year storm event will not effect the downstream land owners. I I CHANNEL CROSS-SECTIONS CHANNEL ELEVATIONS VELOCITY WS ELEVATION (ft) {ft/s) (ft) Top Flowline PRE POST PRE POST Section 1 298.1 292.8 3.56 3.64 293.6 294.0 Section 2 295.7 291.0 3.86 3.93 292.6 292.7 • The peak flow from DA 2 was used for pre calculations and from DA 4 for post calculations. See Appendix 6 : •Hydraulic Calculations• for velocity and elevation calculations . CONCLUSIONS All drainage structures comply with the City of College Station Drainage Policy and Design Standards. The 24" C.M.P. culvert, the 24" A.D.S. storm sewer and the existing 36" C.M.P. culvert all have capacity through the 100 year storm event. Erosion control has been provided downstream of the 24" C.M.P. culvert and the 24" A .D.S. storm sewer. The storage depth in the parking lot does not exceed 0.62'. The increase in runoff to the channel downstream of the 36" C.M.P. culvert does not impact the downstream landowners. "I hereby certify this report (plan) for the drainage design of the parking area for Covenant Family Church -Lots 22 & 23, Block 1, Harvey Hillside Subdivision, 1.38 Acres, was prepared by me (or under my supervision) in accordance with the provisions of the. City of College Station Drainage Policy and Design Standards fof the o~~~of." . '·i"f:-Of r,.. \' 3 #' ~·· ·_ -•••• APPENDICES 1) GENERAL LOCATION MAP -CITY OF COLLEGE STATION BASE MAPS 2) FLOOD INSURANCE RATE MAP -FEMA 3) SITE PLAN -KLING ENGINEERING 4) PRE -AND POST-DEVELOPED DRAINAGE AREAS 5) HYDROLOGIC CALCULATIONS 6) HYDRAULIC CALCULATIONS APPENDIX 1 GENERAL LOCATION MAP CITY OF COLLEGE STATION BASE MAPS SCALE: 1 "=500 ' N O'f E. : C c;:N ~~~NT" t Ni\L °'( L\\u 9.C-\\ O'-NN$ Lt>\~ z:L, l.3, 2...~1 l.8 8. 2.~. PROJECT LOCATION APPENDIX 2 FLOOD INSURANCE RATE MAP APPENDIX 5 HYDROLOGIC CALCULATIONS INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0.806 65 8.0 5 0.785 76 8.5 10 0.763 80 8.5 25 0.754 89 8.5 50 0.745 98 8.5 100 0.730 96 8 .0 INTENSITY=b/(Tc+d)"e FREQ Tc (min) 2 5 10 25 50 100 PRE 1 18 4 .7038 5 .8018 6.5638 7 .5208 8 .5292 8 .8990 2 27 3 .7016 4.6119 5 .2513 6 .0328 6 .8597 7 .1631 POST 3 18 4 .7038 5.8018 6.5638 7.5208 8.5292 8.8990 4 27 3 .7016 4 .6119 5 .2513 6.0328 6 .8597 7.1631 3A 13 5.5873 6.8367 7.6991 8.8050 9 .9669 10.4004 48 10 6 .3265 7.6928 8.6345 9.8615 11.1476 11.6392 Covenant -06/08/99 PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 QS Q10 PRE 1 18 0.4000 7.11 13.38 16.50 18.67 2 27 0.4000 17.53 25.96 32.34 36.82 POST 3 18 0.4000 5.84 10.99 13.55 15.33 4 27 0.4203 18.80 29.25 36.44 41.49 3A 13 0.4000 3.97 8.87 10.86 12.23 48 10 0.7000 1.27 5.62 6.84 7.68 where: Q = C-Value *Area * I I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency. Covenant -07/01/99 Q25 QSO Q100 21.39 24.26 25.31 42.30 48.10 50.23 17.57 19.92 20.79 47.67 54.20 56.60 13.98 15.83 16.52 8.77 9.91 10.35 APPENDIX 6 HYDRAULIC CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Jul 1 , 1999 14:22:52 COVENANT FAMILY -24" CMP @ 2.00o/o SLOPE Worksheet for Circular Channel e:\stacy\covenant\covenant.fm2 COVENANT FAMILY -24" CMP @ 2.00% SLOPE Circular Channel Manning's Formula Discharge 0.024 0.020000 ft/ft 2.00 ft 2.00 ft 17.33 ff'/s 3.14 ft2 6.28 ft 0.00 ft 1.50 ft 100.00 % 0.024035 ft/ft 5.52 ft/s 0.47 ft FULL ft FULL 18.64 ff'/s 17.33 ff'/s 0.020000 ft/ft Kling Engi..-ing & Surveying Hae&tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project Fife Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Jun 8, 1999 14:43:32 COVENANT -24" A.D.S. STORM SEWER Worksheet for Circular Channel e:\stacy\covenant\covenant.fm2 COVENANT -STORM SEWER Circular Channel Manning's Formula Discharge 0.012 0.008000 ft/ft 2.00 ft 2.00 ft 21 .92 ft3/s 3.14 ft2 6.28 ft 0.00 ft 1.67 ft 100.00 % 0.007728 ft/ft 6.98 ft/s 0.76 ft FULL ft FULL 23.58 ft3/s 21..92 ft3/s 0.008000 ft/ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 ? -.J -t 0 p (Q _.j.-' r/ " fV -0 .J> . b _J 0 0 r ,... ...,., uJ (}I u' ~ I ;"1 ('l r r--uJ tJ ~ ~ .:._./ f) r-0 J b rJ u: ..._.,, 0 0 " -0 J) (}I ~ (}I +Natlonal"Brand 0 fl ,, CfJ 0 rJ _J '-9 0 ,...... c,, vi (/I vl IJ-78l ~JO Siii i· /~).I II 11 H !1 :.;<JUAlll_ 42-3B1 !..c>SHEEISLYl:-(/\St~ SSOUAllE 42-382 100 SHEElS EY[-EA..c:;,(9 5 SQUAB!:; 42-389 200 SI IEF I fi FYF-l" ASF* S SOUAHE '1~-:J!J2 100Hr:C't'CIJ:I> Wllllf Sf;QUAflE 4:?-J!Y.J 2fXl llt:CYCl.l U WHtlr-~ SOUARE M;1JoonU !; A r" [, / i (l> A-' ~ lf) 0 II (' 7 ~ fl -.../ ,, II i "' r-~ c ~ r-.J ._/ f) r-![ 0 -rJ ~ .._...., ~ 0 •I b rJ r--1 c., (/I uJ f'-' r--J -n ,,-U' 0 _; 0 r----r--£!-. y (' ~g ' ~ ..n .... .., ;3 > -1 t r 9 ~ /"' ._/-;:: cP7 £ 0 u. 0 (b -0 ~ ~ ~ ~ ---l 10 ~ ~ -~ Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Jun 9 , 1999 15:52:35 COVENANT-EXIST. 36" C.M.P. Worksheet for Circular Channel e :\stacy\covenant\covenant.fm2 COVENANT-EXIST. 36" C.M.P. Circular Channel Manning's Formula Discharge 0.024 0.035600 tuft 3.00 ft 3.00 ft 68.16 ft3/s 7.07 ft2 9.42 ft 0.00 ft 2.63 ft 100.00 % 0.032137 tuft 9.64 tus 1.45 ft FULL ft FULL 73.32 ft3/s 68, 16 ft3/s 0.035600 ft/ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent FuU Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge FuU Flow Capacity FuU Flow Slope Flow is supercritical . Jul 1, 1999 14:19:44 COVENANT -EXIST. 36'" C.M.P. Worksheet for Circular Channel e:\stacy\covenant\covenant.fm2 COVENANT -EXIST. 36" C.M.P . Circular Channel Manning's Formula Channel Depth 0.024 0.035600 ft/ft 3.00 ft 50.23 ft3/s 1.91 ft 4.76 ft2 5.55 ft 2.88 ft 2.31 ft 63.83 % 0.021978 ft/ft 10.55 ft/s 1.73 ft 3.64 ft 1.45 73.32 ft3/s 68.16 ft3/s 0.019332 ft/ft Kling Engineering & Surveying H~ Methods, Inc. 37 Brookside Road Waterbury, CT 06708 {203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. Jul 1,1 999 14 :19:56 COVENANT-EXIST. 36" C.M.P. Worksheet for Circular Channel e:\stacy\covenant\covenant.fm2 COVENANT-EXIST. 36" C.M.P . Circular Channel Manning's Formula Channel Depth 0.024 0.035600 ft/ft 3.00 ft 56.60 ft3/s 2.09 ft 5.25 ftZ 5.92 ft 2.76 ft 2.« ft 69.56 % 0.024921 ft/ft 10.78 ft/& 1.81 ft 3.89 ft 1.38 73 .32 ft3/s 68.16 fP/s 0.024546 ft/ft Kling Engw-ing & Surveying H..tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1c Page 1 of 1 TABLE 1 MANNING'S ROUGHNESS COEFFICIENTS NATURAL STREAM CHANNELS Minor streams Min. Max. A. Fairly regular section I. Some grass, weeds; little or no brush •••••••••• 0.030 0.035 2. Dense growth; depth of flow greater than weed height•••••••••••••••••••••••••••••••0.035 0.050 3. Some weeds, heavy bank brush ••••••••••••••••••• 0.050 0.070 4. Some weeds, dense bank wi 11.ows ••••••••••••••••• 0.060 0.080 5. For tree branches submerged, Increase all values above by••••••••••••••••••••••••••••0.010 0.020 B. irregular section, pools, meanders use IA through 4A, Increase all values by ••••••••• 0.010 0.020 c. Rocky, steep channels, little vegetation I. Small rocks •••••••••••••••••••••••••••••••••••• 0.040 o.050 2. Large rocks••••••••••••••••••••••••••••••••••••0.050 0.070 Flood plain A. Pasture, no brush I. Short grass ••••••• •••••••••• •• · ••••••••••••••••• 0.030 0.035 2. Tall grass••••••••••••••••••~••••••••••••••••••0.035 0.050 B. Cultivated areas 1. No crops•••••••••••••••••••••••••••••••••••••••0.030 0.040 2. Mature row crops•••••••••••••••••••••••••••••••0.035 0.045 3. Mature field crops•••••••••••••••••••••••••••••0.040 0.050 c. Heavy weeds, scattered brush.•.• •••••• •• ••••••••••• 0.050 0.070 D. Wooded••••••••••••••••••••••••••••••••••••••••••••0.075 0.200 These "wooded" coefficients vary depending upon undergrowth, foliage, and density of vegetation. Instances of "n" values greater than 0.120 should be carefully Investigated. Major streams: The roughness coefficient Is usually less than tor minor streams of similar description. LI NED CHANNELS I. Concrete llned •••••••••••••••••••••••••••••••• 0.012 0.018 2. Concrete rubble•••••••••••••••••••••••••••••••0.017 0.030 UNLINED CHANNELS I. Earth, straight and unltorm•••••••••••••••••••0.017 2. Winding and slugglsh••••••••••••••••••••••••••0.022 3. Rocky beds, weeds on bank ••••••••••••••••••••• 0.025 4 0 Earth bottom, rubble sldes •••••••••••••••••••• 0.028 5. Rock cuts ••••••••••••••••••••••••••••••.••••••• a .025 BRIDGE DIVISION HYDRAULIC MANUAL 3 -5 0.025 0.030 o.o4o 0.035 o.045 COVENANT -SECTION 1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\stacy\covenant\covenant. fm2 COVENANT -50' DOWNSTREAM Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.016800 ft/ft Elevation range: 292.79 ft to 298.40 ft. Station (ft) Elevation (ft) 0.00 298.40 23.56 294 .51 34 .24 293.71 41 .43 292.79 52.08 293 .66 68 .13 294 .46 78.50 298 .12 Discharge 50.23 ff'/s Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 293 .95 Flow Area 14 .11 Wetted Perimeter 27.14 Top Width 27 .03 Depth 1.16 Critical Water Elev. 293.89 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.022601 ft/ft Velocity 3.56 ft/s Velocity Head 0.20 ft Specific Energy 294.15 ft Froude Number 0.87 Full Flow Capacity 3457 .21 ffl/s Flow is subcritical. Kling Engineering & Surveying End Station 78 .50 Jul 2 , 1999 19:05:19 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.035 FlowMaster v4.1 c Page 1 of 1 COVENANT -SECTION 1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\stacy\covenant\covenant.fm2 COVENANT -50' DOWNSTREAM Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.016800 ft/ft Elevation range: 292.79 ft to 298.40 ft. Station (ft) Elevation (ft) 0.00 298.40 23.56 294.51 34.24 293 .71 41 .43 292.79 52 .08 293.66 68 .13 294.46 78 .50 298.12 Discharge 56.60 ff!/s Results Wtd. Mamings Coefficient 0.035 Water Surface Elevation 294 .01 Flow Area 15 .54 Wetted Perimeter 28 .84 Top Width 28.73 Depth 1.22 Critical Water Elev. 293.95 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.022337 ft/ft Velocity 3.64 ft/s Velocity Head 0.21 ft Specific Energy 294.21 ft Froude Number 0.87 FuU Flow Capacity 3457.21 ff!/s Flow is subcritical. Kling Eng"-ing & Surveying End Station 78.50 Jul 2, 1999 19:05:34 H..tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.035 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data COVENANT -SECTION 1 Cross Section for Irregular Channel e :\stacy\covenant\covenant. fm2 COVENANT -50' DOWNSTREAM Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.035 0.016800 Wtt Water Surface Elevation Discharge 298.5 (\ 298.0 297.5 297.0 296.5 g296.0 c: ~ 295.5 tU > G> iii 295.0 \ \ \ 294.01 ft 56.60 ft3/s \ \ \ \ \ <;> I I I I I I J 294.5 ~ ......,. v 294.0 Jul 2, 1999 19:05:45 293.5 293.0 292.5 0.0 I~ 'ilF v \ / v 10.0 20.0 30.0 40.0 50.0 60.0 Station (ft) Kling Engw-ing & Surveying H&Mtad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 70.0 80.0 FlowMaster v4.1 c Page 1 of 1 COVENANT -SECTION 2 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\stacy\covenant\covenant.fm2 COVENANT -100' DOWNSTREAM Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.016800 ft/ft Elevation range: 291.06 ft to 296 .08 ft. Station (ft) Elevation (ft) 0.00 296 .08 10.19 293 .07 29 .18 292.28 35 .67 291.06 39 .74 291 .93 47.64 293.45 54 .72 295.73 Discharge 50 .23 ft3/s Results Wtd. Mamings Coefficient 0.035 Water Surface Elevation 292.60 Flow Area 13.00 Wetted Perimeter 22.11 Top Width 21 .83 Depth 1.54 Critical Water Elev. 292 .54 ft ft2 ft ft ft ft Start Station 0.00 Critical Slope 0.021743 ft/ft Velocity 3.86 ft/s Velocity Head 0.23 ft Specific Energy 292.84 ft Froude Number 0.88 FuU Flow Capacity 1853.63 ft3/s Flow is subcritical . Kling Engi..-ing & Surveying End Station 54 .72 Jul 2, 1999 19:06:07 Ha.tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.035 FlowMaster v4.1 c Page 1 of 1 COVENANT -SECTION 2 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\stacy\covenant\covenant.fm2 COVENANT -100' DOWNSTREAM Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.016800 ft/ft Elevation range: 291.06 ft to 296.08 ft. Station (ft) Elevation (ft) 0.00 296.08 10.19 29.18 35.67 39 .74 47 .64 54.72 Discharge Results 293.07 292.28 291.06 291.93 293.45 295.73 56.60 ft3/s Wtd. Mannings Coefficient Water Surface Elevation Flow Area 0.035 292.67 14.42 Wetted Perimeter 23.94 Top Width 23.65 Depth 1.61 292.60 ft ft2 ft ft ft ft Start Station 0.00 Critical Water Elev. Critical Slope Velocity 0.021583 ft/ft Velocity Head Specific Energy Froude Number Full Flow Capacity Flow is subcritical. 3.93 0.24 292.91 0.89 1853.63 ft/s ft ft ft3/s Kling Engi~ & Surveying End Station 54.72 Jul 2, 1999 19:06:25 Ha.tad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.035 FlowMaster v4.1 c Page 1of1 COVENANT -SECTION 2 Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\stacy\covenant\covenant. fm2 COVENANT -100' DOWNSTREAM Irregular Channel Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 296.5 296. 295. 295. 0 ) \ 5 0 \ \ 294. E' 5 \ -294. c 0 ;; ! 293. iii 0 \ 5 \ 293. 0 292. 5 292. 0 0.035 0.016800 ft/ft 292.67 ft 56.60 ft3/s """'- -............ ~ -............._ ~ ~ .. '\ \ I 291. 5 \ v 0 j I I I J I I/ / I v 291. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) Jul 2, 1999 19:06:35 Kling Engm-ing & Surveying H&Mtad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaater v4.1c Page 1of1 ml CITY OF COLLEGE STATION Building Department . C{ ~ Q(t1~ d -?~ ~ f'\ 5 \\-0-~ (J-.\f\\-+-e~ &a~S. DEVELOPMENT PERMIT PERMIT NO. 646 COVENANT FAMILY CHURCH FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: LOTS 22 & 23 BLOCK 1 HA VEY IDLLSIDE SUBDIVISION SITE ADDRESS: 4010 HARVEY ROAD OWNER: COVENANT FAMILY CHURCH 4010 HARVEY ROAD COLLEGE STATION, TEXAS 77842 DRAINAGE BASIN: CARTER CREEK TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR CONSTRUCTION AS PER APPROVED CONSTRUCTION PLANS. 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 machinecy 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. r by grant this permit for development of an area outside the special flood hazard area. All de el ipment shall be in accordance with the plans and specifications submitted to and approved by the Ci ngineer in the development permit application for the above named project and all of the codes rdinances e Ci , of College Station that apply. Date 1 l Contractor Date Figure XII Development Permit City of College Station, Texas Site Legal Description: Lot 22, Block 1, Harvey Hillside Subdivision, Vol. 264, Pg. 484 Site Owner: Covenant Family Church Architect/ Engineer: Kling Engineering & Surveying Address: 4010 Harvey Road, C.S. TX 77842 Telephone No.: (409)774-1269 Address:4103 Texas Ave. Ste212, Bryn 77802 Telephone No.: (409)846-6212 Date Application Filed: _________ Approved: ___________ _ Application is hereby made for the following development specific waterway alterations: ~ Application Fee D Signed Certifications D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. D Site and Construction Plans, with supporting Drainage Report two (2) copies each. D Other: ~----------------- ACKNOWLEDGEMENTS: I, bA.N1~bP.FETJ , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements 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 agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the Colleg ion City Contractor u~le Page 1of2 DATE 3h.i/qc,, P&ZCASENO~~ SITE PLAN REVIEW APPLICAT I O N MINIMlJM REQ UIREMENTS __x_ Site plan application completed in full. -L-$100 .00 application fee . . _x_ Ten (10) folded copies of site plan which include requirements for site plan proposals as listed on attached sheet . _X _ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off NAMEOFPROJECT Covenant Family Church proposed parking area ADDRESS __ 4_0_l_O_H_a_r_v e~y_R_oa_d_,_C_ol_l_e~g_e_S_t_a _t1_·o_n~,_T_e_x_a_s ______________ _ LEGALDESCRIPTION Lot 22, Block 1, Harvey Hillside Subd . Vo l. 264, Pg. 484 0 RESIDENTIAL fXJ C OMMERCIAL Total Acreage ___ _ Total Acreage 0.6887 Ac. Housing Units Building Square Feet --- #Bedrooms::::_ 132 sq. ft. Floodplain Acreage ----#Bedrooms < 132 sq. ft. ___ _ AJ>PLICANT Covenant Family Church PROPERTY OWNER Co Y.enant Eam]]j:'. Cbur:cb <\DD RESS ~ 0 Box 10152 ADDRE SS same College Station! TX 77842 >HONE 409LZZ4-l 269 FAX ZZ6-5498 PHONE FAX I - >ROIBCT MANA GER ARCIIlTECT OR ENGINEER Kling Engineering \DD RESS ADDRESS 4103 T~~as 8Y.e.. Ste 212 Sr.van, TX 77802 'HONE FAX PHONE ~09.L 8 46-62l 2 FAX 846-8252 RESENT USE OF PROPERTY Vacant ------------------------- RO POSED USE OF PROPER TY _P~a=r~k~i n~g;>.......<...;8~r~ea'°"-__________________ _ '.URRENT ZONING OF PROPERTY A-0 ------------------------ 'ARIAN CE ( S) REQUESTED AND REASON(S ) ----------------- fUMBER OF PARKING SPACES REQUIRED _16_5 __ VMBER~PROVIDED 165 Signature of Owner, Agent or Applicant ------------ Drainage Report for Covenant Family Church Lots 22 & 23. Block 1 Harvey Hillside Subdivision 1 .38 Acres J.W. Scott Survey. A-49 College Station. Brazos County. Texas May 3. 1999 GENERAL LOCATION & DESCRIPTION The proposed parking area is located on Lots 22 & 23, Block 1, of Harvey Hillside Subdivision, 1 .38 acres. The proposed parking area is just inside the College Station city limit line dividing the City of College Station and Brazos County. The entrance to the proposed parking area is approximately 380 feet northeast of Marcy Lane along Harvey Road. (See Appendix 1: "General Location Map" for location and surrounding properties). The 1.38 acres currently consists of short to medium grass and approximately 10 small trees. The run-off currently sheet flows across the tract into the bar ditch along Highway 30 and onto lot 24. The proposed improvements consist of a parking lot that will · cover approximately 0.63 acres of the 1.38 acre tract and a storm sewer system. The storm sewer system will direct the run-off from the parking lot outside the city limits into a natural channel which flows into a 36" C.M.P. under Marcy Lane. (See Appendix 3: "Site Plan" for proposed improvements and flow direction). DRAINAGE BASIN The proposed parking area site is located in the Carter's Creek drainage basin. This site is not within the 100 year flood hazard area according to the Flood Insurance Rate Map #48041 C0161 C. Effective Date: July 2, 1992, for Brazos County, Texas and Incorporated Areas (See Appendix 2: "Flood Plain· Map"). Currently the run-off from the site drains into the road ditch along Highway 30 and onto lot 24 which enters Carter's Creek via an unnamed tributary of Carter's Creek. DRAINAGE DESIGN CRITERIA The City of College Station Drainage Policy and Design Standards state that culverts and storm sewer shall be designed to have capacity through the 25-year storm event. This standard was used to design the 24" C.M.P. under the proposed drive and the storm sewer system and to show that the existing 36" C.M .P. would meet City Standards with the additional run-off from the proposed parking lot. The following methods were used in the analysis and design of the drainage structures. The peak run-off for the pre-and post-developed conditions and the area draining to the 18" culvert was calculated using the rational method. Manning's equation was used to size the culvert and storm sewer system via the computer software Flow Master. DRAINAGE FACILITY DESIGN The design of the 24" culvert and the storm sewer system was based on pre and post-developed drainage patterns and run-off calculations. The pre and post-drainage patterns were delineated (see Appendix 4: "Drainage Areas"). The drainage areas were divided according to the off-site drainage system receiving the run-off. (See Appendix 5: "Hydrologic calculations" for run-off calculations including computations for the intensities and run-off coefficients.) Pre and Post-Developed Run-off Drainage areas 1 and 3 represent the pre and post-developed drainage areas, respectively, for the road ditch along Hwy 30 and drainage areas 2 and 4 represent the pre and post-developed drainage areas , respectively, for the 36" C.M.P. under Marcy Lane. Calculations for the pre-and post-developed flows were performed for the 2, 5, 10, 25, 50, and 100 year storm events for the above drainage areas. Table 1 below gives a summary of the pre-and post-developed run-off calculations along with the increase in run- off due to the proposed improvements. (See Appendix 4: "Pre-and Post-Developed Drainage Areas" and Appendix 5: "Hydrologic Calculations"). 02 Os 010 025 Oso 0100 13.38 16.50 18.67 21.39 24.26 25.31 10.99 13.55 15.33 17.57 19.92 20.79 32.10 36.55 41.99 47.74 49.86 34.44 51.23 Detention Pond A detention pond was not designed for the proposed improvements since the post- developed run-off within the city limits (drainage area 3) is less than the pre-developed run - off within the city limits (drainage area 1 ). This is due to the 24" storm sewer system discharging the run-off from the improvements outside the city limits into the natural channel on lot 29, block 1, of Harvey Hillside Subdivision. (Note: Lots 24, 28, and 29, Block 1, of Harvey Hillside Subdivision are all owned by Covenant Family Church.) 24" C.M.P. Culvert Under Drive Drainage area 3A represents the drainage area for the 24" C.M.P . culvert under the proposed drive. The 50 year storm event yields 16 cfs from drainage area 3A (see Appendix 5: "Hydrologic Calculations"). The full flow capacity of the 24" C.M.P. culvert at a 2.0 percent slope is 16 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the 24" C.M.P. culvert has capacity through the 50 year storm event. · w,J,~ uJtf Mks ~ ~ aJ 24"A.D.S.StormSewer / Btw~~~ 21(~ Drainage area 48 represents the drainage area for the 24" A.D.S. storm sewer ~ 0 system . The 100 year storm event yields 11 cfs from drainage area 3A (see Appendix 5: ~ "Hydrologic Calculations"). The full flow capacity of the 24" A.D.S. storm sewer at a 0.~8 percent slope is 22 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the 24" A.D.S. storm sewer has capacity through the 100 year storm event. rJ. Existing 36" C.M.P. Culvert under Marcy Lane -,1 ·it Drainage area 4 represents the new drainage area for the 36" A.O. S. culvert under ~( Marcy Lane. The 100 year storm event yields 54 cfs from drainage area 4 (see Appendix 5: "Hydrologic Calculations"). The full flow capacity of the existing 36" A.D.S. culvert at a 3.56 percent slope is 68 cfs (see Appendix 6: "Hydraulic Calculations"). Based on the above the existing 36" A.D.S. culvert has capacity through the 100 year storm event. CONCLUSIONS The 24" C.M.P. culvert, the 24" A.D.S. storm sewer and the existing 36" A.D.S. culvert comply with the City of College Station Drainage Policy and Design Standards, providing capacity through the 25-year storm event. Detention facility was not designed for this site. "I hereby certify this report (plan) for the drainage design of the parking area for Covenant Family Church -Lots 22 & 23, Block 1, Harvey Hillside Subdivision, 1.38 Acres, was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 QS Q10 Q25 QSO Q100 PRE 1 18 0.4000 7.ti 13.38 16 .50 18.67 21.39 24 .26 25.31 2 27 0.4000 /17.4 J( 25 .76 32 .10 36 .55 41 .99 47 .74 49 .86 POST .._____.........., 3 18 o A.llnn s.a4 \ 10.99 13.55 15 .33 17 .57 19.92 20.79 4 27 I -0.4000), I( 18.67 ~ 27 .64 ' 34.44 39.22 45.05 51.23 53.49 3A 13 U ~4000 I/ "3:-9 7 'l-a .87 10.86 12.23 13 .98 15.83 16.52 48 10 0.7000 } 1.27 5~2 6.84 7.68 8.77 9 .91 10 .35 where: Q = C-Value • rea • 1 /a '~ I -is found in Intensity Calcula ons" an orresponds to the appropriate c and frequency . 7 l 7, S ~t' I, ll 7 . I \7.S~? - Covenant -06/08/99 Project Description Project File Worksheet Flow Element Method Solve For Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. Jun 8 , 1999 13:16:11 COVENANT FAMILY -24" CMP @ 2.00% SLOPE Worksheet for Circular Channel e:\stacy\covenant\covenant.fm2 COVENANT FAMILY -24" CMP @ 2.00% SLOPE Circular Channel Manning's Formula Discharge 15.80 2.53 4 .19 1.73 1.43 2.11 0.91 ffl/s ft2 ft ft ft % ft 18.64 ffl/s 17.33 ffl/s 0.016630 ft/ft Kl ing Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope COVENANT -24" A.D.S. STORM SEWER Worksheet for Circular Channel e :\stacy\covenant\covenant. fm2 COVENANT -STORM SEWER Circular Channel Manning 's Formula Discharge 0.012 0.008000 ft/ft 2.00 ft 2.00 ft 21.92 ft3/s 3.14 ft2 6.28 ft 0.00 ft 1.67 ft 100.00 % ~ FULL ft FULL 23.58 ft3/s 21 -.92 ft3/s 0.008000 ft/ft Kling Engineering & Surveying Jun 8 ,1999 14:43:32 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Diameter Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Jun 9 ,1 999 15:52:35 COVENANT-EXIST. 36" C.M.P. Worksheet for Circular Channel e :\stacy\covenant\covenant. fm2 COVENANT-EXIST. 36" C.M .P . Circular Channel Manning's Formula Discharge 0.024 0.035600 ft/ft 3.00 ft 3.00 ft 68.16 7.07 9.42 0.00 2.63 100.00 % 0.032137 ft/ft 9.64 ft/s 1.45 ft FULL ft FULL 73.32 ft3/s 68 .. 16 ft3/s 0.035600 ft/ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1of1 ----~------------- . . Form 1058 (Rev. 4-94) DHTl 122508 Exhaust previous versions. To: Permit to Construct Access Driveway Facilities on Highway Right of Way Hwy. __ _ Permit No. __ _ Control __ _ Section The Texas Department of Transportation. hereinafter called the State. hereby authorizes Covenant Family Chu r ch -------------, hereinafter called the Grantee. to (re) construct an access driveway on the highway rightofway(lbµttinghighwayn9. 30 in Brazos County.located Aoorox .380' North tne centerline l ntersect1on ofHwy Jb arid Marcy Lane. Subject to the following: 1. The Grantee is responsible for all costs associated with the construction of this access driveway. 2. Design of facilities shall be as follows and/or as shown on sketch: see attached site plan and plan/profile All construction and materials shall be subject to inspection an~· approval by the State. 3. Maintenance of facilities constructed hereunder shall be the responsibility of the Grantee. and the State reserves the right to require any changes, maintenance or repairs as may be necessary to provide protection of l ife or property on or adjacent to the highway. Changes in design will be made only with approval of the State. 4 . The Grantee shall hold harmless the State and its duly appointed agents and employees against any action for personal injury or property damage sustained by reason of the exercise <,>f this permit 5. The Grantee shall not erect any sign on or extending over any.portion of the highway right of way, and vehicle service fixtures such as service pumps,. vendor stands, or tanks shall be located at least twelve ( 12) feet from the right-of-way line to ensure that any vehicle services from these fixtures will be off the highway. 6 . This permit will become null and void if the above-referenced driveway facilities are not constructed within six (6) months from the issuance date of this permit. 7 . The Grantee will contact the State's representative telephone ( ) at least twenty-four (24) hours prior to beginning the work authorized by this permit. Texas Department of Transportation Date of Issuance------------------- District Engineer The undersigned hereby agrees to comply with the terms and conditions set forth in this permit for construction of an access driveway on the highway right of way. Signed:------------------ Date: -------------------- ', .. 313 312 311 310 309 308 307 306 305 COVENANT FAMILY CHURCH DRIVEWAY PROFILE I "' ~ ~-_-I --+- "' I "" 34 46 47 \ 35 48 I •·i JUNE 1111111 36 37 38 ---- 49 50 51 ! ,I I -----------1----------------1---------------!----------------i---------------l--------------+----------··+--····------+----------+----------J--------+--------+------------1--313 -0+40 -0+20 0+00 0+20 KUNG ENGINEERING & SURVEYING BR YAN, TEXAS 0+40 0+60 M t Jl . ~ (j)' Jl ~ )< /1 -0 t.f\ c)l_ ('.l -c a I/ ll v ~f >< I .ur f}l_ ~ ,,, C- ...I> (;;' -.... Excerpt from Local Government Code CHAPTER42 . EXTRATERRITORIAL JURISDICTION OF MUNICIPAL~~~4 ~. SUBCHAPTERA. GENERAL PROVISIONS u .. A j~~llh l~ ·nw 1V I f Sec . 42 .001. Purpose of Extraterritorial Jurisdiction . ~~) extraterritorial jurisdiction of municipalities to promote and protect the general health, safety, . (.Ai-. ii The legislature declares it the policy of the state to designate certain areas as the II uJ.t ta~ ~ and welfare of persons residing in and adjacent to the municipalities . ,;.,-h . .,, W)1I E re c· ' D . 0 d. ~C&:.. ~. xcerpt 1rom 1ty s ramage r mance ~ ~ ~ ~Ua SECTION 1: PURPOSE AND AUTHORl1Y tu~~ A. AUTHORl1Y .J; ~- ~ \{ -CA.S:~. This chapter is adopted under the authority of the constitution and laws of the State of ~~ Texas , including particularly Chapter 231, Acts of the 40th Legislature, Regular Session,~ (a.(., as heretofore or hereafter amendea, compiled as Article 974a, V .A .C.S ., the provisions oftt, .. n L Section 4 of the Municipal Annexation Act as heretofore or hereafter amended, compiled ~. as Article 970a, V .A.C.S., and in Article 1175;.. V.A.C .S., as heretofore or hereafter ~~ amended, and pursuant to the provisions of the \-barter of the City of College Station, A"~ ...Jr.r.Ii:a cl} Texas . <.l.)U'o-,...----0 (Ordinance No . 1728 of October 22, 1987) .~~~· ~~ uiJ-l ~ PURPOSE ~at1~ It is the purpose of this chapter to protect, maintain, and enhance the public health, safety, ~ ~ B . pubhc and private losses due to flooding , erosion, and sedimentation. L°>• ,.f • • and genera[ welfare by establishing minimum requirements and procedures to control the ~ ~ adverse impacts associated with the increased storm water flows generated by 1,, 111 ..., ~ • _. • development. It is also the purpose of this chapter to enhance the public health, safety ~~ and welfare by furthering the goals and objectives of the City of College Station ~ LJJi>M Comprehensive Plan and all of its elements. The following objectives wilr minimize~CJ..t' )J.J"V". l.v SECTION 3: GENERAL PROVISIONS AND APPLICABILI1Y <lN..ci. ~ a.-: A. LANDSTOWIIlCHTHISCHAPTERAPPLIES ~~. ~ This chapter shall apply to all lands within the corporate limits and the extraterri~rit ~ ~ jurisdiction of the City of College Station, Texas as adjusted from time to time by the ~~ action of the City Council. U 0 · Excerpt from City's Subdivision Regulations SECTION 13 : SPECIAL CONDITIONS IN AREA OF EXTRATERRITORIAL JURISDICTION General The requirements of this chapter shall apply to subdivisions in the area of extraterritorial jurisdiction, with the following modifications: Drainage Drainage may be by surface channels .