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Home My WebLink About37 DP Bapt. Student Min. 00-500057 203 College MainBaptist Student Ministry Drainage Analysis August 2000 By jl1, ITCH ELL & jl1, ORGAN, LLP Engineers & Constructors 511 University Drive, Suite 204 College Station, Texas 77840 Office (979) 260 -6963 Fax (979) 260-3564 CERTIFICATION I hereby certify that this report for the drainage design of the Baptist Student Ministry was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. :Jo,A ()6 (JO 'of Texas No. 80649 BAPTIST STUDENT MINISTRY SITE IMPROVEMENT DRAINAGE ANALYSIS INTRODUCTION This storm drainage report is written to document and analyze the necessary drainage infrastructure for the Baptist Student Ministry site improvements . The parameters used for design and analysis of pre-vs. post-developed conditions are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS). GENERAL LOCATION AND DESCRIPTION The Baptist Student Ministry is located in north College Station at the southwest comer of Church Avenue and College Main as shown on Exhibit A. The existing 0.50 acre site , comprised of approximately 65% grassland and 35% impervious land cover (i.e ., Cpre=0.63), is surrounded by commercial property. The proposed improvements include removal of the existing structures and construction of a new building , parking area(s), and landscaping. The proposed site will remain 0 .50 acres , but will be approximately 12% grassland and 88% impervious land cover (i.e., Cposi=0.89). PRIMARY DRAINAGE BASIN DESCRIPTION Although it appears this site drains to the Burton Creek drainage basin per the College Station Drainage Policy and Design Standards manual, it actually drains to the White Creek drainage basin. This is notable because while the Burton Creek drainage basin has a mandatory detention requirement , White Creek does not. In general, the property drains toward the west and is captured by the Church Avenue drainage system, eventually discharging into the storm drain system crossing FM 2154 and the TAMU West Campus. The existing drainage area and flow directions are shown on Exhibit B-1 . Note the existing drainage area is divided into two parts, 1 E and 2E. Drainage area 1 E drains to the Patricia Street Parking Lot while drainage area IP drains to the Church Avenue 2 Baptist Student Mini stry Drai nage Analysis ~~~~~~~~~~~~~~~~~~- gutter. Ultimately all runoff from these two areas contribute to the storm drain system in Church Avenue. The post-developed conditions and flow directions are shown on Exhibit B-2. Unlike the existing conditions, practically all drainage from the post- developed site will drain to the Church A venue gutter bypassing the Patricia Street Parking Lot. No portion of the site lies within the 100-year floodplain per the Federal Emergency Management Agency Flood Insurance Rate Map as shown in Exhibit B-3. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the City of College Station DPDS. As such: • because the site analysis does not include detention and instead confirms the downstream system has capacity for the increased runoff, the design rainstorm events used are the 10 and 100-year events (10-year to analyze the gutter flow and inlet/pipe capacity and the 100-year to analyze flow containment within the right- of-way); • flow calculations are based on the Rational Method; and • gutter flow calculations along Church A venue are performed according to Manning's Equation with "n" equal to 0.018. DRAINAGE FACILITY DESIGN The general drainage patterns will remain unchanged except the sheet flow currently entering the adjacent parking lot(s) to the west will be reduced and redirected to the Church A venue gutter. Therefore , nearly all discharge from the site will be conveyed along Church Avenue as gutter flow . Due to the minor amount of increased runoff the site is being designed without detention. The post-developed site conditions can be adequately handled by the downstream drainage system. The total increase in runoff from the site based purely on increased impervious cover is 1.17 cfs during the 10-year event and 1. 72 cfs during the 100-year event. However,~ ortion of the post-developed runoff from the site is being diverted from the Patricia Street parking lot to the Church A venue gutter directly in front of the project. This increase in flow from the project site (attributable to both flow 3 ___________________ Ba pti st Student M ini stry Drai nage An alys is diversion and increased im ervious cover is 2.8 cfs during thf 10-ye event, resulting in a 6.94 cfs peak runoff rate along the adjoining section of Church Avenue and 4.1 cfs during the 100-year event, resulting in a 10.19 cfs peak runoff rate along the adjoining section of Church A venue. As a result of the rehabilitation of Church A venue, slated for construction in early 2001, the street along the subject site will have a curb capacity of approximately 10.8 cfs, as calculated below. Q = 0.56(z/n) S 112 y 813 Q = 0.56(22.03/0.018)(.01)112 (0.5)813 Q = 10.79 cfs Thus, the street will handle the estimated peak runoff from the 10-year and 100-year events within the City of College Station design guidelines. Furthermore, the proposed downstream inlet and pipe system will also be of sufficient size to accommodate this gutter flow. Included herein are the drainage calculations from the Church A venue project showing the 10-and 100-year storm event runoff and the associated inlet/pipe capacity calculations. Exhibits C-1 through C-4b present the drainage calculations both with and without the proposed improvements to the Baptist Student Ministry property in order to show the proposed Church A venue improvements can accept the additional runoff without any upgrade to the proposed facilities of the Church A venue Rehabilitation project. Also included, as Exhibit D, is the drainage area map for the Church Avenue project presenting the drainage areas referenced in Exhibits C-2a through C-4b. 4 Baptist Student Ministry Drainage Analysis ~~~~~~~~~~~~~~~~~~~ CONCLUSION The improvements to Church Avenue will accommodate the slight increase in runoff due to the Baptist Student Ministry renovation. Because the runoff from the proposed development can be handled by the downstream drainage system, no detention or other major drainage facilities are proposed. 5 Baptist Student Ministry Drainage Analysis ~~~~~~~~~~~~~~~~~~~~ VICINITY MAP EXHIBIT A Par1cing x ... SUBJECT SITE '· ' ' ' ZONE X "'-••. '-. /·'· / Z O NE X LEGEND 5PECIAl. R.000 HAZARD AREAS INu-DAnD BY 1~vtl\R ROOD ZOlffA No----- Z-•Aa ----Z-EAH Hood-ol1'°J_._.... __ ... _...,, ___ _ ZONE AD fload ..... ol 1 to l*' ('9Ullly...._. tlow _....,._, __ _ ~ far -ol ...-.. ..,. floodr-.; ---ZONli ..... To _____ .., ~ ..... ~.,_ .......... ~ ~;no bi.. ftood ......_.ct.er--ZONE V CoMcal flood with w:locirJ t.u.d (w...e ~; nob.-9ood.......,......,,._., ZONE VIE ~ flood whh ....aodry t.a&wd I•..,.. adon):bMe9ood~~ ROODWAY AREAS IN ZONE Al OntEll FLOOD AREAS z-•x ----·-"'--........ ht!flllle._.olle91twlllootOI .................... ,....,.,. .... ; ___ .., __ __ -OTHER AREAS ZONE X "'-....._.tDbeoubide...,._floc.> -ZONED ~ ... ,........_......_.~~ ........ UNDEVELCM'BJ COASTAL BARRllRS ----ZoneO- -., DhlolO,. Spodol Flood ..._d ---""--"'""" -~---------Sl3--.---flood .......... Unr. er..don In,..... @------@ IEL987) RM1x oM1 .5 c--.u... _.Rood ...... in ,_Where Uniform ----...... _ .... • Ar-..Jhe~lltlp$ n jthcJdlle bpo!lllible .....-------"' ... _ ... __ ---~----..... -o1 ... ....,,., . ...d __ ... ol .... lldion; ................. ...., ~ ... lliplfiainllrfromtt... _...,...., .... ___ .., ___ ____ _ ....... --~--:ronosA.AE.AH.AO ...... v . ..tVE. .,.... __ ... _______ .,._ --........ o1 .......... -. ......... oa...-....s~ -----------.....-----____ ..... ___ _ ......., ........ _______ ......,_....,_ .... ........,. ____ ... ___ .....,,_ ~ ....... _.. ............. ftDod...__...,."41pcin. c.p.... .... .._...._.,.._._.,, ..... Gf ... ,,...... ,.... __ .._.. mf911 .......... _....,,olldlll10 ........ if~hm~ ........ ..._.. ...... ...._. ... __ .... ___ _,,_ ... .......,_ __ _ .. ,., ............... Sltllllr ......... *Excerpt from FEMA FIRM panel 48041C0143C, effective date July 2, 1992 Exhibit B-3 Basin Characteristics avg runoff identifier land uses coefficient imperv grass 0 .95 0.45 1E 0.095 0.176 0 .63 2E 0.079 0.146 0 .63 1P 0.201 0 .95 2P 0 .238 0 .95 3P 0 .003 0 .057 0.48 Baptist Student Ministry Improvements total area (acres) 0 .271 0 .225 0 .201 0 .238 0 .060 Rational Method Calculations f / \ avg overland CA slope flow vel (ft/ft) (ft/s) 0.169 0 .012 0 .78 0 .141 0 .014 2.36 0.191 0 .010 1.60 0 .226 0 .027 1.20 0 .029 0 .036 1.38 Precipitation Rates -Peak Runoff Rates time of , concentration 10 100 10 100 (min) (in/hr) (in/hr) (cfs) (cfs) 10 .00 8.63 12 .68 1.46 2.15 10 .00 8.63 12 .68 1.21 1.78 8.63 / ./ 10 .00 12 .68 1.65 2.42 10 .00 8.63 12 .68 1.95 2.87 10 .00 8.63 12 .68 0.25 0.36 Existing Totals = 2 .68 3.93 Proposed Totals= 3 .85 5.65 Increase= 1.17 1.72 Increased Runoff in Church Avenue Gutter= 2.80 Exhibit C-1 Baptist Student Ministry Drainage Analysis 8/28/00 Church Avenue Rehabilitation Excluding Baptist Student Ministry Improvements Rational Method Calculations Basin Characteristics Precipitation Rates Peak Runoff Rates average overt and avg runoff flow time of identifier coefficient area CA slope velocity concentration 2 6 10 26 60 100 2 6 (acres) (ft/ft) (ft/s) (min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (cfs) (cfs) 70 0.010 1.400 0.014 0.011 0.75 10.00 6.33 7.69 S.63 9.86 11.15 12.6S 0.09 0.11 71 0.775 0.654 0.507 0.009 1.02 10.00 6.33 7.69 8.63 9.86 11.15 12.68 3.21 3.90 72 0.900 0.859 0.773 0.014 2.34 10.00 6.33 7.69 S.63 9.86 11.15 12.68 4.89 5.95 -73 0.775 0.623 0.483 0.011 2.07 10.00 6.33 7.89 8.S3 9.86 11.15 12.68 3.05 3.71 -74 0.950 1.255 1.192 0.005 1.42 10.00 6.33 7.69 S.63 9.86 11.15 12.68 7.54 9.17 74.1 0.775 0.000 0.000 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.00 0.00 75 0.900 0.517 0.465 0.006 1.36 10.00 6.33 7.69 S.63 9.S6 11.15 12.68 2.94 3.5S 76 0.900 0.412 0.371 0.011 1.83 10.00 6.33 7.69 S.63 9.S6 11.15 12.68 2.35 2.85 77 0.900 3.S35 3.452 0.007 1.69 12.90 5.61 6.S6 7.73 S.S4 10.00 11.39 19.36 23.69 77.1 0.775 0.000 0.000 1.000 13.44 10.00 6.33 7.69 S.63 9.S6 11.15 12.68 0.00 0.00 78 0.500 2.295 1.148 0.006 1.19 10.00 6.33 7.69 8.63 9.86 11.15 12.68 7.26 S.S3 so 0.750 0.908 0.681 0.005 1.44 10.00 6.33 7.69 8.63 9.S6 11.15 12.SS 4.31 5.24 S0.1 0.775 0.000 0.000 1.000 13.44 10.00 6.33 7.69 S.63 9.86 11.15 12.SS 0.00 0.00 81 0.775 0.670 0.519 0.012 0.78 10.00 6.33 7.69 S.63 9.S6 11.15 12.SS 3.29 3.99 S2 o.soo 0.7S7 0.630 0.008 1.79 10.00 6.33 7.69 8.63 9.86 11.15 12.SS 3.98 4.84 83 o.sso 1.956 1.663 0.013 1.57 10.00 6.33 7.69 S.63 9.S6 11.15 12.68 10.52 12.79 83.1 0.775 0.000 0.000 1.000 13.44 10.00 6.33 7.69 S.63 9.S6 11.15 12.SS 0.00 0.00 84 0.600 1.991 1.195 0.012 0.79 11.SO 5.S6 7.15 8.04 9.19 10.40 11.84 7.00 8.54 SS 0.600 0.735 0.441 0.005 1.23 10.00 6.33 7.69 8.63 9.86 11.15 12.68 2.79 3.39 SS.1 0.775 0.000 0.000 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.00 0.00 S6 0.600 0.3S9 0.233 0.006 1.41 10.00 6.33 7.69 8.63 9.S6 11.15 12.6S 1.48 1.SO 70E o.sso 5.S66 4.9S6 0.006 1.33 15.6S 5.07 6.23 7.04 8.06 9.13 10.41 25.29 31.09 77.1E 0.000 0.000 0.000 1.000 13.44 10.00 6.33 7.69 8.63 9.S6 11.15 12.68 0.00 0.00 77E 0.900 3.835 3.452 0.007 1.69 12.90 5.61 6.86 7.73 S.S4 10.00 11.39 19.36 23.69 7SE 0.850 1.801 1.531 0.004 0.89 12.12 5.78 7.07 7.95 9.09 10.2S 11.71 8.85 10.82 80.1E 0.000 0.000 0.000 1.000 13.44 10.00 6.33 7.69 8.63 9.S6 11.15 12.68 0.00 0.00 82E o.sso 1.74S 1.486 0.008 1.36 10.00 6.33 7.69 S.63 9.S6 11.15 12.6S 9.40 11.43 83.1E 0.000 0.000 0.000 1.000 13.44 10.00 6.33 7.69 S.63 9.S6 11.15 12.SS 0.00 0.00 S3E o.sso 1.954 1.661 0.010 2.02 10.00 6.33 7.69 S.63 9.86 11.15 12.SS 10.51 12.78 S4E 0.850 1.993 1.694 0.012 0.79 11.SO 5.86 7.15 8.04 9.19 10.40 11.84 9.93 12.12 S5.1E 0.000 0.000 0.000 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.00 0.00 SSE 0.850 0.767 0.652 0.005 1.23 10.00 6.33 7.69 8.63 9.86 11.15 12.68 4.12 5.02 SSE 0.850 0.389 0.331 0.006 1.41 10.00 6.33 7.69 8.63 9.86 11.15 12.68 2.09 2.54 10 (cfs) 0.12 4.3S 6.6S 4.17 10.29 0.00 4.02 3.20 26.67 0.00 9.91 5.8S 0.00 4.48 5.44 14.36 0.00 9.61 3.S1 0.00 2.02 35.10 0.00 26.67 12.17 0.00 12.83 0.00 14.34 13.63 0.00 5.63 2.86 26 60 100 (cfs) (cfs) (cfs) 0.14 0.16 0.18 5.00 5.65 6.43 7.62 8.62 9.80 4.76 5.3S 6.12 11.76 13.29 15.12 0.00 0.00 0.00 4.59 5.19 5.90 3.66 4.13 4.70 30.50 34.53 39.33 0.00 0.00 0.00 11.32 12.79 14.55 6.72 7.59 8.64 0.00 0.00 0.00 5.12 5.79 6.59 6.21 7.02 7.98 16.40 18.53 21.09 0.00 0.00 0.00 10.9S 12.43 14.15 4.35 4.92 5.59 0.00 0.00 0.00 2.30 2.60 2.96 40.18 45.53 51.92 0.00 0.00 0.00 30.50 34.53 39.33 13.91 15.74 17.93 0.00 0.00 0.00 14.65 16.56 1S.S4 0.00 0.00 0.00 16.38 18.52 21.06 15.58 17.62 20.07 0.00 0.00 0.00 6.43 7.27 S.27 3.26 3.69 4.19 Exhibit C-2a Church Avenue Drainage Analysis 8/2S/OO Basin Characteristics avg runoff identifier coefficient area CA (acres) 70 0.010 1.400 0.014 71 0.775 0.654 0.507 72 0.900 0.859 0.773 73 0.925 0.869 0.804 74 0.950 1.255 1.192 74.1 0.775 0.000 0.000 75 0.900 0.517 0.465 76 0.900 0.412 0.371 77 0.900 3.590 3.231 77.1 0.775 0.000 0.000 78 0.500 2.295 1.148 80 0.750 0.908 0.681 80.1 0.775 0.000 0.000 81 0.775 0.670 0.519 82 0.800 0.787 0.630 83 0.850 1.956 1.663 83.1 0.775 0.000 0.000 84 0.600 1.991 1.195 85 0.600 0.735 0.441 85.1 0.775 0.000 0.000 86 0.600 0.389 0.233 70E 0.850 5.866 4.986 77.1E 0.000 0.000 0.000 77E 0.900 3.835 3.452 78E 0.850 1.801 1.531 80.1E 0.000 0.000 0.000 82E 0.850 1.748 1.486 83.1E 0.000 0.000 0.000 83E 0.850 1.954 1.661 84E 0.850 1.993 1.694 85.1E 0.000 0.000 0.000 85E 0.850 0.767 0.652 86E 0.850 0.389 0.331 Church Avenue Rehabilitation Including Baptist Student Ministry Improvements Rational Method Calculations Precipitation Rates average overland flow time of slope velocity concentration 2 6 10 26 60 100 (ft/ft) (ft/s) (min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) 0.011 0.75 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.009 1.02 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.014 2.34 10.00 6.33 7.69 8.63 9.86 11.15 12.68 -0.011 2.07 10.00 . 6.33 7.69 8.63 9.86 11.15 12.68 -0.005 1.42 10.00 6.33 7.69 8.63 9.86 11.15 12.68 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.006 1.36 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.011 1.83 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.007 1.69 12.90 5.61 6.86 7.73 8.84 10.00 11.39 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.006 1.19 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.005 1.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.012 0.78 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.008 1.79 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.013 1.57 10.00 6.33 7.69 8.63 9.86 11.15 12.68 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.012 0.79 11.80 5.86 7.15 8.04 9.19 10.40 11.84 0.005 1.23 10.00 6.33 7.69 8.63 9.86 11.15 12.68 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.006 1.41 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.006 1.33 15.68 5.07 6.23 7.04 8.06 9.13 10.41 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.007 1.69 12.90 5.61 6.86 7.73 8.84 10.00 11.39 0.004 0.89 12.12 5.78 7.07 7.95 9.09 10.28 11.71 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.008 1.36 10.00 6.33 7.69 8.63 9.86 11.15 12.68 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.010 2.02 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.012 0.79 11.80 5.86 7.15 8.04 9.19 10.40 11.84 1.000 13.44 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.005 1.23 10.00 6.33 7.69 8.63 9.86 11.15 12.68 0.006 1.41 10.00 6.33 7.69 8.63 9.86 11.15 12.68 Peak Runoff Rates 2 6 10 26 60 100 (cfsl (cfs) (cfs) (cfs) (cfs) (cfs) 0.09 0.11 0.12 0.14 0.16 0.18 3.21 3.90 4.38 5.00 5.65 6.43 4.89 5.95 6.68 7.62 8.62 9.80 5.09 6.18 6.94 7.93 8.96 10.19 7.54 9.17 10.29 11.76 13.29 15.12 0.00 0.00 0.00 0.00 0.00 0.00 2.94 3.58 4.02 4.59 5.19 5.90 2.35 2.85 3.20 3.66 4.13 4.70 18.13 22.17 24.97 28.55 32.32 36.82 0.00 0.00 0.00 0.00 0.00 0.00 7.26 8.83 9.91 11.32 12.79 14.55 4.31 5.24 5.88 6.72 7.59 8.64 0.00 0.00 0.00 0.00 0.00 0.00 3.29 3.99 4.48 5.12 5.79 6.59 3.98 4.84 5.44 6.21 7.02 7.98 10.52 12.79 14.36 16.40 18.53 21.09 0.00 0.00 0.00 0.00 0.00 0.00 7.00 8.54 9.61 10.98 12.43 14.15 2.79 3.39 3.81 4.35 4.92 5.59 0.00 0.00 0.00 0.00 0.00 0.00 1.48 1.80 2.02 2.30 2.60 2.96 25.29 31.09 35.10 40.18 45.53 51.92 0.00 0.00 0.00 0.00 0.00 0.00 19.36 23.69 26.67 30.50 34.53 39.33 8.85 10.82 12.17 13.91 15.74 17.93 0.00 0.00 0.00 0.00 0.00 0.00 9.40 11.43 12.83 14.65 16.56 18.84 0.00 0.00 0.00 0.00 0.00 0.00 10.51 12.78 14.34 16.38 18.52 21.06 9.93 12.12 13.63 15.58 17.62 20.07 0.00 0.00 0.00 0.00 0.00 0.00 4.12 5.02 5.63 6.43 7.27 8.27 2.09 2.54 2.86 3.26 3.69 4.19 Exhibit C-2b Church Avenue and Baptist Student Ministry Drainage Analysis 8/28/00 Identifier (#) 70 71 72 -73 74 74.1 75 76 77 77.1 78 80 80.1 81 -82 83 83.1 84 85 85.1 86 ?OE 77.1E 77E 78E 80.1E 82E 83.1E 83E 84E 85.1E 85E 86E Church Avenue Rehabilitation Excluding Baptist Student Ministry Improvements Inlet Sizing Calculations Design Storm Carry Inlet Flow Over Flow Total Flow Inlet Type Capacity per Unit Length (#) (cfs) (cfs) (cfs) (cfs) 70 0.12 0.00 0.12 Recessed Low Point 2.33 71 4.38 0.00 4.38 Recessed Low Point 2.33 72 6.68 0.00 6.68 Recessed on Grade 0.62 73 4.17 0.00 4.17 Recessed on Grade 0.62 74 10.29 0.00 10.29 Recessed Low Point 2.33 0.00 0.00 0.00 75 4.02 0.00 4.02 Recessed Low Point 2.33 76 3.20 0.50 3.70 Recessed on Grade 0.62 77 26.67 0.00 26.67 Recessed Low Point 2.33 0.00 . 0.00 0.00 78 9.91 0.00 9.91 Recessed Low Point 2.33 80 5.88 0.61 6.49 Recessed Low Point 2.33 0.00 0.00 0.00 81 4.48 0.00 4.48 Recessed Low Point 2.33 82 5.44 0.00 5.44 Recessed Low Point 2.33 83 14.36 0.00 14.36 Recessed Low Point 2.33 0.00 0.00 0.00 84 9.61 0.00 9.61 Recessed Low Point 2.33 85 3.81 0.00 3.81 Recessed Low Point 2.33 0.00 0.00 0.00 86 2.02 0.00 2.02 Recessed Low Point 2.33 --?OE 35.10 0.00 35.10 Recessed Low Point 2.33 0.00 0.00 0.00 77E 26.67 0.00 26.67 Recessed Low Point 2.33 78E 12.17 0.00 12.17 Recessed Low Point 2.33 0.00 0.00 0.00 82E 12.83 15.00 27.83 Recessed Low Point 2.33 0.00 0.00 0.00 83E 14.34 16.16 30.50 Recessed Low Point 2.33 84E 13.63 0.00 13.63 Recessed Low Point 2.33 0.00 0.00 0.00 85E 5.63 23.92 29.55 Recessed Low Point 2.33 86E 2.86 18.83 21.68 Recessed Low Point 2.33 Curb Inlet Length Length Required Provided (ft) (ft) 0.05 5 1.87 5 10.80 10 -6.75 10 -4.41 5 1.72 5 5.98 5 11.43 15 4.24 5 2.78 5 1.92 5 -2.33 5 -6.15 10 4.12 5 1.63 5 0.86 5 15.04 5 11.43 5 5.21 5 11.92 5 13.07 5 5.84 5 12.66 5 9.29 5 Overflow Overflow Street Inlet (#) 71 72 76 82 76 80 80 73 85 78 83 83 86 84.5 85.5 86.5 85E 82E 85E 83E 86E 84.5 85.5 86.5 Discharge Width (cfs) 0.00 0.00 0.50 0.00 0.00 0.00 0.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.43 15.00 0.50 16.16 18.83 1.96 17.88 10.01 (ft) 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 28 Exhibit C-3a Church Avenue Drainage Analysis 8/28/00 Identifier (#) 70 71 72 -73 -74 74.1 75 76 77 77.1 78 80 80.1 81 -82 -83 83.1 84 85 85.1 86 ?OE 77.1E 77E 78E 80.1E 82E 83.1E 83E 84E 85.1E 85E 86E Church Avenue Rehabilitation Including Baptist Student Ministry Improvements Inlet Sizing Calculations Design Storm Carry Inlet Flow Over Flow Total Flow Inlet Type Capacity per Unit Length (#) (cfs) (cfs) (cfs) (cfs) 70 0.12 0.00 0.12 Recessed Low Point 2.33 71 4.38 0.00 4.38 Recessed Low Point 2.33 72 6.68 0.00 6.68 Recessed on Grade 0.62 73 6.94 0.00 6.94 Recessed on Grade 0.62 74 10.29 0.00 10.29 Recessed Low Point 2.33 0.00 0.00 0.00 75 4.02 0.00 4.02 Recessed Low Point 2.33 76 3.20 0.50 3.70 Recessed on Grade 0.62 77 24.97 0.00 24.97 Recessed Low Point 2.33 0.00 0.00 0.00 78 9.91 0.00 9.91 Recessed Low Point 2.33 80 5.88 0.61 6.49 Recessed Low Point 2.33 0.00 0.00 0.00 81 4.48 0.00 4.48 Recessed Low Point 2.33 82 5.44 0.76 6.20 Recessed Low Point 2.33 83 14.36 0.00 14.36 Recessed Low Point 2.33 0.00 0.00 0.00 84 9.61 0.00 9.61 Recessed Low Point 2.33 85 3.81 0.00 3.81 Recessed Low Point 2.33 0.00 0.00 0.00 86 2.02 0.00 2.02 Recessed Low Point 2.33 --?OE 35.10 0.00 35.10 Recessed Low Point 2.33 0.00 0.00 0.00 77E 26.67 0.00 26.67 Recessed Low Point 2.33 78E 12.17 0.00 12.17 Recessed Low Point 2.33 0.00 0.00 0.00 82E 12.83 15.00 27.83 Recessed Low Point 2.33 0.00 0.00 0.00 83E 14.34 16.16 30.50 Recessed Low Point 2.33 84E 13.63 0.00 13.63 Recessed Low Point 2.33 0.00 0.00 0.00 85E 5.63 23.92 29.55 Recessed Low Point 2.33 86E 2.86 18.83 21.68 Recessed Low Point 2.33 Curb Inlet Length Required (ft) 0.05 1.87 10.80 11.23 4.41 1.72 5.98 10.70 4.24 2.78 1.92 2.65 6.15 4.12 1.63 0.86 15.04 11.43 5.21 11.92 13.07 5.84 12.66 9.29 Overflow Overflow Street Inlet Discharge Width Length Provided (ft) (#) (cfs) (ft) 5 71 0.00 28 5 72 0.00 28 10 76 0.50 28 ~ --10 82 0.76 28 --. 5 76 0.00 28 5 80 0.00 28 5 80 0.61 28 15 73 0.00 28 5 85 0.00 28 5 78 0.00 28 5 83 0.00 28 ---5 83 0.00 28 --. 10 86 0.00 28 5 84.5 0.00 28 5 85.5 0.00 28 5 86.5 0.00 28 5 85E 23.43 28 5 82E 15.00 28 5 85E 0.50 28 5 83E 16.16 28 5 86E 18.83 28 5 84.5 1.96 28 5 85.5 17.88 28 5 86.5 10.01 28 Exhibit C-3b Church Avenue and Baptist Student Ministry Drainage Analysis' 8/28/00 Number From of Inlet To Inlet Conduits Length (#) (#) (ft) 70 71 1 365 71 72 1 60 72 74.1 1 115 73 77.1 1 20 74 74.1 1 65 74.1 76 1 130 75 76 1 30 76 77.1 1 15 77 73 1 16 77.1 80.1 1 340 78 83.1 1 15 80 80.1 1 18 80.1 83.1 1 60 81 82 1 1 82 83 1 65 83 86 1 255 83.1 85.1 1 250 84 85 1 1 85 86 1 20 85.1 86 1 20 86 86.9 1 10 ?OE 80.1E 1 15 77.1E 80.1E 1 335 77E 77.1E 1 30 78E ?OE 1 50 80.1E 83.1E 1 60 82E 83E 1 65 83.1E 85.1E 1 250 83E 86E 1 255 84E 85E 1 1 85.1E 86E 1 20 85E 86E 1 15 86E 86.9 1 10 Church Avenue Rehabilitation Excluding Baptist Student Ministry Improvements Pipe Sizing Calculations Adjusted Pipe Box Box Return Storm Precipitation Peak Peak Flow per Diameter Width Height Period Duration Rate Sum C*A Flow Flow Conduit (in) (ft) (ft) (yrs) (min) (in/hr) (cfs) (cfs) (cfs) 6 10 10.00 8.63 0.014 0.12 0.15 0.15 18 10 17.90 6.58 0.521 3.43 4.29 4.29 24 10 18.32 6.50 1.294 8.42 10.52 10.52 -36 10 12.97 7.71 3.934 30.33 30.33 30.33 -24 10 10.00 8.63 1.192 10.29 12.87 12.87 30 10 18.89 6.40 2.486 15.91 15.91 15.91 18 10 10.00 8.63 0.465 4.02 5.02 5.02 36 10 19.56 6.28 3.322 20.88 20.88 20.88 36 10 12.90 7.73 3.452 26.67 26.67 26.67 36 10 19.64 6.27 7.257 45.49 45.49 45.49 24 10 10.00 8.63 1.148 9.91 12.39 12.39 24 10 10.00 8.63 0.681 5.88 7.35 7.35 BOX 4 3 10 20.52 6.12 7.938 48.61 48.61 48.61 18 10 10.00 8.63 0.519 4.48 5.60 5.60 24 10 10.01 8.63 1.149 9.92 12.40 12.40 24 10 10.28 8.54 2.811 24.00 30.00 30.00 BOX 4 3 10 20.77 6.08 9.085 55.28 55.28 55.28 24 10 11.80 8.04 1.195 9.61 12.01 12.01 24 10 11.80 8.04 1.636 13.15 16.44 16.44 BOX 4 3 10 21.67 5.94 9.085 54.01 54.01 54.01 BOX 4 3 10 21.75 5.93 13.766 81.68 81.68 81.68 24 10 15.68 7.04 6.517 45.87 57.34 57.34 36 10 12.94 7.71 3.452 26.63 26.63 26.63 24 10 12.90 7.73 3.452 26.67 33.34 33.34 24 10 12.12 7.95 1.531 12.17 15.21 15.21 BOX 4 3 10 15.69 7.04 9.968 70.14 70.14 70.14 24 10 10.00 8.63 1.486 12.83 16.04 16.04 BOX 4 3 10 15.87 7.00 9.968 69.76 69.76 69.76 24 10 10.21 8.56 3.147 26.93 33.67 33.67 24 10 11.80 8.04 1.694 13.63 17.03 17.03 BOX 4 3 10 16.58 6.85 9.968 68.23 68.23 68.23 24 10 11.80 8.04 2.346 18.87 23.59 23.59 BOX 4 3 10 16.64 6.83 15.792 107.90 107.90 107.90 Slope (%) 0.08% 0.19% 0.25% 0.24% 0.37% 0.17% 0.26% 0.11% 0.18% 0.54% 0.35% 0.12% 0.11% 0.33% 0.35% 2.03% 0.15% 0.33% 0.61% 0.14% 0.32% 7.41% 0.18% 2.51% 0.52% 0.24% 0.58% 0.23% 2.56% 0.65% 0.22% 1.25% 0.56% Travel Lag Time Velocity Time @end (ft/s) (min) (min) 0.77 7.90 17.90 2.42 0.41 18.32 3.35 0.57 18.89 4.29 0.08 13.04 4.10 0.26 10.26 3.24 0.67 19.56 2.84 0.18 10.18 2.95 0.08 19.64 3.77 0.07 12.97 6.44 0.88 20.52 3.94 0.06 10.06 2.34 0.13 10.13 4.05 0.25 20.77 3.17 0.01 10.01 3.95 0.27 10.28 9.55 0.45 10.72 4.61 0.90 21.67 3.82 0.00 11.80 5.23 0.06 11.87 4.50 0.07 21.75 6.81 0.02 21.77 18.25 0.01 15.69 3.77 1.48 14.43 10.61 0.05 12.94 4.84 0.17 12.29 5.84 0.17 15.87 5.10 0.21 10.21 5.81 0.72 16.58 10.72 0.40 10.61 5.42 0.00 11.80 5.69 0.06 16.64 7.51 0.03 11.84 8.99 0.02 16.66 Exhibit C-4a Church Avenue Drainage Analysis 8/28/00 From Number of Inlet To Inlet Conduits Length (#) (#) (ft) 70 71 1 365 71 72 1 60 72 74.1 1 115 -73 77.1 1 20 -74 74.1 1 6S 74.1 76 1 130 7S 76 1 30 76 77.1 1 1S 77 73 1 16 77.1 S0.1 1 340 7S S3.1 1 1S so S0.1 1 1S S0.1 S3.1 1 60 S1 S2 1 1 S2 S3 1 6S S3 S6 1 2SS S3.1 SS.1 1 2SO S4 SS 1 1 SS S6 1 20 S5.1 S6 1 20 S6 S6.9 1 10 ?OE S0.1E 1 1S 77.1E S0.1E 1 33S 77E 77.1E 1 30 ?SE ?OE 1 so S0.1E S3.1E 1 60 S2E S3E 1 6S S3.1E SS.1E 1 250 S3E S6E 1 2SS S4E SSE 1 1 SS.1E S6E 1 20 SSE S6E 1 1S S6E S6.9 1 10 Church Avenue Rehabilitation Including Baptist Student Ministry Improvements Pipe Sizing Calculations Pipe Box Box Return Storm Precipitation Diameter Width Height Period Duration Rate Sum C*A (in) (ft) (ft) (yrs) (min) (in/hr) 6 10 10.00 S.63 0.014 1S 10 17.90 6.5S 0.521 24 10 1S.32 6.SO 1.294 -36 10 12.97 7.71 4.03S -24 10 10.00 S.63 1.192 30 10 1S.S9 6.40 2.4S6 1S 10 10.00 S.63 0.46S 36 10 19.S6 6.2S 3.322 36 10 12.90 7.73 3.231 36 10 19.64 6.27 7.3S7 24 10 10.00 S.63 1.14S 24 10 10.00 S.63 0.6S1 BOX 4 3 10 20.S1 6.13 S.03S 1S 10 10.00 S.63 O.S19 24 10 10.01 S.63 1.149 24 10 10.2S S.S4 2.S11 BOX 4 3 10 20.?S 6.09 9.1S6 24 10 11.SO S.04 1.19S 24 10 11.SO S.04 1.636 BOX 4 3 10 21.6S S.9S 9.1S6 BOX 4 3 10 21.72 S.94 13.S66 24 10 1S.6S 7.04 6.S17 36 10 12.94 7.71 3.4S2 24 10 12.90 7.73 3.4S2 24 10 12.12 7.9S 1.S31 BOX 4 3 10 1S.69 7.04 9.96S 24 10 10.00 S.63 1.4S6 BOX 4 3 10 1S.S7 7.00 9.96S 24 10 10.21 S.S6 3.147 24 10 11.SO S.04 1.694 BOX 4 3 10 16.SS 6.SS 9.96S 24 10 11.SO S.04 2.346 BOX 4 3 10 16.64 6.S3 1S.792 Peak Flow (cfs) 0.12 3.43 S.42 31.10 10.29 1S.91 4.02 20.SS 24.97 46.12 9.91 s.ss 49.24 4.4S 9.92 24.00 SS.91 9.61 13.1S 54.64 S2.33 4S.S7 26.63 26.67 12.17 70.14 12.S3 69.76 26.93 13.63 6S.23 1S.S7 107.90 Adjusted Flow per Travel Lag Time Peak Flow Conduit Slope Velocity Time @end (cfs) 0.15 4.29 10.S2 31.10 12.S7 1S.91 S.02 20.SS 24.97 46.12 12.39 7.3S 49.24 S.60 12.40 30.00 SS.91 12.01 16.44 54.64 S2.33 S7.34 26.63 33.34 1S.21 70.14 16.04 69.76 33.67 17.03 6S.23 23.S9 107.90 (cfs) (%) (ft/s) (min) (min) 0.15 O.OS% 0.77 7.90 17.90 4.29 0.19% 2.42 0.41 1S.32 10.S2 0.2S% 3.3S O.S7 1S.S9 31.10 0.2S% 4.40 O.OS 13.0S 12.S7 0.37% 4.10 0.26 10.26 1S.91 0.17% 3.24 0.67 19.S6 S.02 0.26% 2.S4 0.1S 10.1S 20.SS 0.11% 2.9S O.OS 19.64 24.97 0.16% 3.S3 O.OS 12.97 46.12 O.SS% 6.S3 O.S7 20.S1 12.39 0.3S% 3.94 0.06 10.06 7.3S 0.12% 2.34 0.13 10.13 49.24 0.12% 4.10 0.24 20.7S S.60 0.33% 3.17 0.01 10.01 12.40 0.3S% 3.9S 0.27 10.2S 30.00 2.03% 9.SS 0.45 10.72 SS.91 0.1S% 4.66 O.S9 21.65 12.01 0.33% 3.S2 0.00 11.SO 16.44 0.61% S.23 0.06 11.S? S4.64 0.14% 4.SS 0.07 21.72 S2.33 0.33% 6.S6 0.02 21.7S S7.34 7.41% 1S.2S 0.01 1S.69 26.63 0.1S% 3.77 1.4S 14.43 33.34 2.S1% 10.61 O.OS 12.94 15.21 O.S2% 4.S4 0.17 12.29 70.14 0.24% S.S4 0.17 1S.S7 16.04 O.SS% S.10 0.21 10.21 69.76 0.23% S.S1 0.72 16.SS 33.67 2.S6% 10.72 0.40 10.61 17.03 0.6S% S.42 0.00 11.SO 6S.23 0.22% S.69 0.06 16.64 23.S9 1.2S% 7.S1 0.03 11.S4 107.90 O.S6% S.99 0.02 16.66 Exhibit C-4b Church Avenue and Baptist Student Ministry Drainage Analysis S/2S/OO ~ SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific waterway alterations: ACKNOWLEDGMENTS: J. -;Jo ~L J. 11 trc.,J+ £/...l-, 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 pennit application, I agree to construct the improvements proposed in this application according to these d nts and the requirements of Chapter 13 of the College Station City Code. ""' Contractor TIFICA TIO NS: (for proposed alterations within designated flood hazard areas.) A. I. certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I. certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Date C. I, certify that the alterations or development covered by this permit shall not diminish the flood<anying capacity of the waterway adjoining or crossing this pennitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroaclunents of floodways and of floodway fringes. Engineer Date D. I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval:--------------------------- In accordance with Chapter 13 of the Code ofOrdinaDces of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development All development shall be in accordance with the plans and specifications submitted to ipproved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College JD Shall apply. SITE PLAN APPLICATION SITEAPP.DOC 03/lS/99 3 oC3 FOR OFFICE USE ONLY CASE NO. ____ _ DATE SUBMI1Tlm SITE PLAN APPLICATION MINIMUM SUBMIITAL REQum.EMENTS ~Site pl~ application completed in full. V ,,,--$100.00 Application Fee. _'7_ ~ $100 .00 Development Permit Application Fee. _ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public /waterline, sewerline, sidewalk, street or drainage facilities is involved .). v Ten (10) folded copies of site plan. ~~~ ' A I r ~I · \7 .-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. APPLICATION DATA NAME OF PROJECT '&r+.·lf 5tu-:/~-J-m~;5l,...·~s ADDRESS -t.o~ Cc/kq('.. ~;z LEGAL DESCRIPTION .Lof to. -81""~ I,, ~o>1'l=#e ~~'l/is1d'?. V"''""'~ re, Ta!!! 61"1' '1 • APPLICANT (Primary Contact for the Project): Name f?h i< ~~ /%k A1--h, ·I~ '5-/ed-,,. h<. 7 ' StreetAddress 511 t/;uve;;-:s;'ly-P,... e., '$7"~ W/ City Co//f!f!e. '5~~t1-?, °7k State f>< Zip Code "7? 8 4 0 E-Mail Address /l}Sr &q,.. J::,/k< • co-4-t Phone Number "/7'J . Z Gct-z,35 Fax Number __,_1/'7....:........:.q_~--=t!}'-~--'b=----:· t}~ZZ___;.4 _______ _ PROPERlY OWNER'S INFORMATION: Name ~b tn:Ty/1,-eh' ~i-•c:lo~ /~ef,·sf -S-k:le .. -f ~:.-;.,·r-1-,.,-<S I I Street Address c0'$ Cc?/!~ /11t:t.;n City Col/@§€ <;;·~:/-.,;~ State n< Zip Code -J"184o E-Mail Address ~ <.B Vn/x· .f-f~v. edv Phone Number t.f/~ .. 946-""1?'Z.t. FaxNumber q1q •!}46-'1"1Zf ARCIDTECT OR ENGINEER'S INFORMATION: Name "f(,;/;t, e ~ 5 ~ fPl.'c11#?-I StreetAddress ---------------City ------------ State' Zip Code _____ E-Mail Address ------------ Phone Number Fax Number _______________ _ OTIIER CONTACTS (Please specify type of contact, i .e . project ~er, potential buyer, local contact, etc.) Name _______________________________ _ StreetAddress ---------------City ------------ State Zip Code -----E-Mail Address ------------ Phone Number Fax Number _______________ _ SITE PLAN APPLICATION SITEAPP.DOC 03/2.5199 l of3 PRESENT USE OF PROPER IT PROPOSED USE OF PROPER1Y V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED ___ _ 0 MULTI-FAMILYRESIDENTIAL Total Acreage ___ _ Floodplain Acreage __ Housing Units ___ _ # of 1 Bedroom Units # of 2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq. ft. __ # Bedrooms < 132 sq. ft. # OF PARKING SPACES PROVIDED 0 COMMERCIAL Total Acreage 0 •? ~--- Building Square Feet IZ...09~b Floodplain Acreage __ _ f.i-d ~ 8"11G ~Ft:<Q. 11 ~I ,~a~~ , ---- The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. ~~&~ :tf~~~?V.~k ature of Owner, Agent or Applicant SITE PLAN APPLICATION SITEAPP.DOC 03/2S/99 9-J-oo Date 2of3 SUBMIT APPLICATION AND Tms LIST CHECKED OFJI' WITH 10 FOLDED COPIES OF SITE PLAN FOR REVIEW SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE ME1) INCLUDING BUT NOT LlMITED TO THE FOLLOWING: Sheet size -24" x 36" (minimum). A key map (not necessarily to scale). Title block to include: Name, address, location, and legal description Name, address, and telephone number of applicant Name, address, and telephone number of developer/owner (if differs from applicant) Name, address, and telephone number of architect/engineer (if differs from applicant) Date of submittal Total site area cY /4. ci' 5. North arrow. Scale should be largest standard engineering scale possible on sheet. ~ 0 6. Ownership and current zoning of parcel and all abutting parcels . Existing locations of the following on or adjacent to the subject site: Streets and sidewalks (R.O.W.). Driveways (opposite and adjacent per Driveway Ordinance 1961). Buildings. Water courses. [9"" Show all easements clearly designating as existing and type (utility, access, etc.). ~ 100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is ~ none on the site. (W Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building 8. ~ transformer locations, above ground and underground service connections to buildings, and drainage inlets . Meter locations . Topography (2' max or spot elevations) and other pertinent drainage information. (lf plan has too much information, show drainage on separate sheet.) Proposed location, type and dimensions of the following.: Phasing . Each phase must be able to stand alone to meet ordinance requirements. The gross square footage of all buildings and structures and the proposed use of each. If different uses are to be located in a single building, show the location and size of the uses within the building. Building separation is a minimum of 15 feet w/o additional fire protection. Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7, Table A). Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned . Minimum parking space is 9' x 20', or on a perimeter row 9' x 18' with a 2' overhang. Designate number of parking spaces required by ordinance and provided by proposal. Handicap parking spaces. SITE PIAN CHECK.UST SITECK.DOC 03fl~l')9 1 of) Parking Islands. Raised landscape islands, (6" raised curb) a minimum of 180 sq. ft. are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq. ft .). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete / or other decorative materials as approved . e Drives. Minimum drive aisle width is 23' with head-in parking or 20' without parking . ~ Curb cuts . For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts on the same opposite side of the street to determine separation distances between existing and proposed curb cuts . Indicate driveway throat length as measured in the Driveway Ordinance . (See Ordinance 1961 for driveway location and design requirements .) ~/'1-Security gates (show swing path and design specs with colors). if Sidewalks (both public and private). Sidewalks are required at time of development if property has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines the necessity . (Refer to Section 10 .2 of the Zoning Ordinance). Medians. Show any and all traffic medians to be constructed on site . Landscape Reserve. A twenty four foot setback from RO .W. to curb of parking lot is required . Pavement may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met . In no case may the pavement be less than 6' from the property line . (!'" .J. Common open spaces sites M~ Loading docks Detention ponds Guardrails B"' vAi Retaining walls ~ All required and other types of fences (a 6' privacy fence is required between industrial/commercial and / residential developments as well as between multi-family and single family developments). UY' Sites for solid waste containers with screening . Locations of dumpsters are accessible but not visible from streets or residential areas . Gates are discouraged and visual screening is required. (Minimum 12 x 12 pad / required .) Er Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by separate ~ instrument list by volume and page . V Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building W transformer locations, above ground and underground service connections to buildings . Meter locations (must be located in public RO.W. or public utility easement.). Proposed grading (1' max for proposed or spot elevations) and other pertinent drainage information. (If ~) plan has too much information, show drainage on separate sheet.) ~ Show proposed and existing fire hydrants . Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district NOTE: other than R-1, R-lA, or R-2 must be within 300 feet of a fire hydrant as measured along a public street, highway or designated fire lane . Show fire department connections . FDC's should be within 150' of the fire hydrant. In no case shall they be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure. , GVAI A-Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum he ight clearance of 14 feet must be established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a public street or highway. Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as defined in the Zoning Ordinance Section 9 before a bui}.ding permit can be issued . ~ 9. Will building be sprinkled? Yes ~ No 0 If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted . ~ti' 10. ~_,-Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities , signs or other conflicts. SITE PLAN CHECJCUST SITECK.DOC 03/2Sl'J9 2 of3 / 11. 0 0 0 0 0 @ 13. 14. 15. 16 . EfAl/9 17. 13"' N~ 18 . (§? l~. ~ 20. NOTE: Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception. (To include island, planting areas, access ways, dumpster locations, utility pads, etc .) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Engineer. No exception will be made for areas designated as "reserved for future arking,, p . Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance# 1638 .) The landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements. Include information on the plans such as: required point calculations additional streetscape points required . Streetscape compliance is required on all streets larger than a residential street. calculations for # of street trees required and proposed (proposed street tree points will accrue toward total landscaping points .) proposed new plantings with points earned proposed locations of new plantings screening of parking lots screening of dumpsters, detention ponds, transformers, A/C units, loading docks, propane tanks , utility demarcation point on buildings, or other areas potentially visually offensive. existing landscaping to remain show existing trees to be barricaded and barricade plan . Protected points will only be awarded if barricades are up before the first development permit is issued. Show irrigation system plan. (or provide note on how irrigation system requirement will be met prior to issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be siz.ed by city according to irrigation demands submitted by applicant and must include backflow prevention protection. Is there any landscaping in TxDOT R.O .W . ? If yes, then TxDOT permit must be submitted. Will there be any utilities in TxDOT R.O .W. ? If yes, then TxDOT permit must be submitted. Will there be access from a TxDOT R .O.W. ? If yes, then TxDOT permit must be submitted . Yes 0 No~ Yes 0 No~ Yes 0 No (3"" The total number of multi-family buildings and units to be constructed on the proposed project s ite. The density of dwelling units per acre of the proposed project. Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average demands in gallons per minute) and sewer loadings (maximum demands in gallons per day). Are there impact fees associated with this development? Yes 0 No~ Signs are to be permitted separately. SITE PLAN CHECK.UST 3 of3 • DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: Address: ~·t.e. ~~rd/ ~e4b·~~Jtd'rJ, /4c.. 511 ul'J/ve/(,-t;/i. !=.,,, 5-k za1 Date: / '5ef T C70 Phone: UcJ -26 5 S" Fax: 8':f'6 ~ez-v~ We are transmitting the following for Development Services to review and comment: (Check all that apply.): 0 Master Development Plan 0 Preliminary Plat 0 Final Plat 0 FEMA CLOMNCLOMR/LOMNLOMR [3"."""site Plan Gr Grading Plan ~Landscape Plan 0 Irrigation Plan Er Building Construction Documents w/ 0 Redlines w/ 0 Redlines w/ D Redlines w/ 0 Redlines w/ 0 Redlines w/ D Redlines w/ D Redlines w/ 0 Redlines w/ D Redlines -~FRASTRUCTURE AND ENGINEERING DOCUMENTS .ii infrastructure documents must be submitted as a complete set. The following are included in the complete set: 0 Waterline Construction Documents w/ D Redlines 0 Sewerline Construction Documents 0 Drainage Construction Documents 0 Street Construction Documents w/D Redlines w/ 0 Redlines w/ 0 Redlines D Easement application with metes & bounds decsription is:r£rainage Letter or Report w/ D Redlines 0 Fire Flow Analysis w/ D Redlines Special Ihstructions: · "b~pf;'~+ ~-b~.11-f /n'r7/JI,.-:~~ TRANSMITr AL LEITER TRANSMIT.DOC 03/23199 0 Development Permit App. 0 Conditional Use Permit 0 Rezoning Application 0 Variance Request D Other -Please specify 0 TxDOT Driveway Permit 0 TxDOT Utility Permit 0 Other -Please specify 1 ofl