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17 DP Covenant Presbyterian 00-39 220 Rock Prairie Rd
REVIEWED FOR C(ll\'101 II\ "'CE MAY 2 3 2000 COLLEGE: ~"'1JGN ENGINEE ~JG Drainage Report For Covenant Presbyterian Church Rock Prairie Road College Station, Texas May 2000 Developer: Covenant Presbyterian Church 3404 South College A venue Bryan, Texas 77801 Prepared By: TEXCON General Contractors 1707 Graham Rd. College Station, TX 77845 9791690-7711 Drainage Report For Covenant Presbyterian Church Rock Prairie Road College Station, Texas May 2000 Developer: Covenant Presbyterian Church 3404 South College A venue Bryan, Texas 77801 Prepared By: TEXCON General Contractors 1 707 Graham Rd. College Station, TX 77845 979/690-7711 CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas , certify that this report for the drainage design for the New Facilities for Covenant Presbyterian Church , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. Although this report addresses future development of this site , this report requests approval of construction of the work currently proposed on the site plan and construction drawings submitted for this project. S-(7. --tJ o INTRODUCTION DRAINAGE REPORT COVENANT PRESBYTERIAN CHURCH The purpose of this report is to provide the hydrological effects of the construction of new facilities for Covenant Presbyterian Church and to show that the detention facilities proposed for this site will control the runoff in such a manner so as to have no offsite or downstream impact. This report considers the future development of the site as well as the currently proposed project. GENERAL LOCATION AND DESCRIPTION The project is located on a 10.00 acre tract located south of the intersection of Rock Prairie Road and Edelweiss A venue. The site is primarily open pasture with a few large oak trees and some small mesquite trees. The existing ground elevations range from elevation 334 to elevation 323. The slope of the existing ground ranges from 0.5 to 3.0%. The general location of the project site is shown on the vicinity map on Exhibit 1. FLOOD HAZARD INFORMATION: The project site is located in the Lick Creek Drainage Basin . The site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency for Brazos County , Texas and incorporated areas dated July 2, 1992 , panel number 48041CO182C. A Zone X Area is in an area determined to be outside of the 500-yr floodplain. DEVELOPMENT DRAINAGE PATTERNS: The storm water runoff from the site prior to development generally flowed toward the south and east boundaries of the tract and into Edelweiss A venue or into the adjacent property to the south. After development of the project, the storm water runoff from most of the site will be captured by proposed detention ponds to be located at the southeast comer of the tract. In addition to the 10.00 acre tract , runoff from a portion of the adjacent property to the west of the tract will enter the site due to the existing ground being higher than the proposed site. Including this area, the total area considered by this report is 12.31 acres. The pre- development drainage areas and the boundaries of these areas are shown on a portion of the drainage area map from the drainage report prepared by McClure Engineering for the Edelweiss Subdivision. This map and the Rational Formula Drainage Area Calculations are included as Appendix "A". This site was included in their report as undeveloped land for 8.61 acres and residential property for 3.96 acres of the site. The 3.96 acre portion of the 10.00 acre church tract was proposed in the Master Plan of the subdivision to be a residential area with a cul-de-sac street similar to the current residential development to the south of this property. The runoff from 3.42 acres (Areas 82A, 82B, and 83) was proposed to drain to inlets on this street, which would connect to a storm sewer pipe previously installed under Edelweiss A venue. The runoff would then flow through the storm sewer system to the detention facility located in the southeast portion of the subdivision. This detention facility is designed for the developed conditions runoff (C=0.55) from this area and the undeveloped conditions (C=0.40) for the remainder of the Church tract. A summary of the peak runoff from the McClure Engineering report for the pre- development conditions is shown in Table 1. Peak runoff values for the small portion of the drainage areas which are within the Edelweiss A venue right-of-way were computed and subtracted from the peak runoff values for the church property site because these areas are not affected by the development of this project. The site has four drainage areas for the post development condition. These areas are shown on Exhibit 1. The post-development run-off will be controlled and released at the pre- development peak runoff rates by detaining the runoff in the detention facilities. The design criteria and results of the detention facilities design are included in subsequent sections of this report DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer and detention facility are as follows : • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer and detention facility design. • Design Storm Frequency -Storm Sewer system -1 Oyr storm event Detention Facility 5, 10 , 25 , 50 , and 100-year storm events • Runoff Coefficients (Table III-I -Drainage Policy and Design Standards) -Undeveloped Area -Impervious Area -Streets and Building Roofs -Landscaped Area C=0.40 C=0 .90 C=0 .50 • Rainfall Intensity values are froni the Intensity -Duration -Frequency Curves for the City of College Station (Figure III-I -Drainage Policy and Design Standards). The following rainfall intensities are used when the minimum Time of Concentration, 10 min., is used. Storm Event 5 yr . 10 yr . 25 yr. 50 yr. 100 yr. Rainfall Intensity (in/hr) 7.7 8.6 9.8 11.1 12.6 • Time of Concentration -See Appendix B for the Time of Concentration, Tc , calculations. Dra inage Area No . 80-Total 80-Street 82A-Total 82A-Street 828 83 .0 87A&8 Ons ite Only Table 1 Pre-Development Peak Runoff Total Area Undeveloped Residential R.O.W. Acres C=0.40 C=0 .55 C=0 .95 CA 8.61 8 .61 0 .00 0 .00 3.44 0 .26 0 .00 0 .00 0.26 0.25 0 .85 0.00 0.85 0 .00 0.47 0 .12 0.00 0 .00 0 .12 0 .11 1.22 0.00 1.22 0 .00 0 .67 ·1.35 0 .00 1.35 0.00 0 .74 0 .66 0 .00 0.60 0 .00 0 .36 Total Pre -Development Peak Runoff (cfs) from 10 .00 acre Tract and upstream area Time of Cone ., min ., 15 .6 5 .0 10 .6 5 .0 8 .3 7.8 5 .0 (80-total + 82A-total + 828 + 83 + 87 A&8 onsite) - ( 80-street + 82a Street) 15 in/hr 6 .2 9 .9 7 .5 9 .9 8 .3 8 .5 9 .9 05 110 010 125 025 150 050 1100 0100 cf s in/hr cf s in/hr cf s in/hr cf s in/hr cf s 21 .5 7 .0 24 .3 8 .1 27 .8 9 .1 31 .5 10.3 35 .5 2 .3 11 .0 2 .8 12 .5 3 .1 14 .1 3 .5 15.8 4 .0 3 .5 8.4 4 .0 9.6 4 .5 10 .9 5 .1 12 .2 5 .7 1.1 11 .0 1.2 12 .5 1.4 14.1 1.7 15.8 1.7 5 .6 9 .3 6 .2 10 .6 7 .1 12 .0 8 .0 13 .4 9 .0 6.3 9.5 7 .1 10 .8 8 .1 12 .2 9.1 13 .7 10 .2 3 .6 11 .0 4 .0 12 .5 4 .5 14 .1 5 .1 15.8 5.7 37 .1 41 .6 47.5 53 .7 60.4 A minimum time of concentration, Tc , of 10 minutes was used for the determination of the post-development runoff. A minimum Tc of 5 minutes was utilized by McClure Engineering in their runoff calculations. STORM WATER RUNOFF DETERMINATION The peak runoff for each drainage area was determined in accordance with the criteria presented in the previous section for the 5, 10, 25, 50, and 100 year storm events. The runoff coefficients are based on the proposed and future development of this tract. The area of future development is shown on Exhibit 1. The results for the post-development areas are presented in Table 2. Increases in the peak runoff due to the development of this property will be greater than 50% of the pre-development runoff. DETENTION FACILITY DESIGN The peak runoff rates for the post-development condition will be reduced to the peak rates for the pre-development conditions by temporarily impounding the runoff in the detention facilities. Table 3 shows the allowable peak runoff from the site for each storm event. The required storage volume for the 1 OOyr storm event was determined by graphing the post-development and pre-development hydrographs and determining . the difference between the 2 graphs. The peak flow rate was assumed to occur at a time equal to the time of concentration, Tc, and the storm duration to be equal to 3 times Tc , or 30 minutes. A graphical representation of the storage volume is provided as Figure 1. The detention volume necessary to provide storage for the 1 OOyr storm event was estimated to be approximately 30,780 cubic feet. The calculation of the detention pond storage volumes and the rating curves for the detention pond outlet structures are provided in Appendix C. The detention ponds have adequate storage including an additional 10% for sediment storage. The storage volumes are based on the future grading of the ponds as shown on Exhibit 1, which results in a smaller volume than the ponds will have with the initial phase of this development. Detention area 1 outlet structure consists of a 24 " diameter RCP at 0.88% slope with an inlet elevation of 222.00 and a 5' wide earthen channel spillway with a crest elevation of 324.25. The detention Area 2 outlet structure consists of a 24" RCP at 0.88% slope with an inlet elevation of 319.00 and a 1 O' wide earthen channel spillway with a crest elevation of 322.75. The outlet structures drain into the existing storm sewer system on Edelweiss A venue. The storm sewer piping for the detention facility outlet pipes will be RCP meeting the requirements of ASTM C-76, Class III, pipe. The outlet pipe for detention Area 1 will discharge into an existing storm sewer inlet on Edelweiss A venue. The outlet pipe for detention Area 2 will be an extension of an existing 24" RCP that will carry the runoff under Edelweiss A venue to the existing storm sewer system. The outlet channels will be trapezoidal shaped channels with 4 horizontal to 1 vertical side slopes and will direct the flow out of the pond to the Edelweiss Avenue right-of-way. Table 2 Post-Development Peak Runoff Area, Acres Drainage Total Area Undeveloped Impervious Landscape Time of 15 05 110 010 125 025 150 050 1100 0100 Area No . Acres C=0.40 C=0 .90 C=0 .50 CA Cone., min ., in /hr cf s in/hr cf s in /hr cfs in/hr cf s in/hr cfs 201 5 .34 1.00 2 .00 2.34 3 .37 10 7 .7 25 .9 8 .6 29 .0 9 .8 33 .0 11 .1 37.4 12 .6 42.5 202 6.44 2 .30 3.00 1.13 4 .19 12 .5 6 .8 28 .5 7 .6 31 .8 9 .0 37 .7 10 .1 42 .3 11.4 47 .8 203 0.42 0 .00 0 .12 0 .30 0 .26 10 7 .7 2 .0 8 .6 2 .2 9.8 2 .5 11 .1 2 .9 12.6 3 .3 204 0 .11 0 .00 0 .05 0 .06 . 0 .08 10 7 .7 0 .6 8.6 0 .7 9 .8 0 .8 11 .1 0 .9 12 .6 LQ Total Post-Development Peak Runoff -cfs 57 .0 63 .7 74 .0 83 .5 94 .6 Total Pre-Development Peak Runoff -cfs 37 .1 41 .6 50.3 53 .7 60 .4 Increase in Peak Runoff -cfs 19 .9 22.1 23 .7 29.8 34 .2 Table 3 Allowable Detention Facility Outflow 05 010 025 050 0100 cf s cf s cf s cf s cf s Total Pre-Development Peak Runoff -cfs 37 .1 41 .6 50 .3 53 .7 60.4 Area not conta ined by Detention Facilities Area 203 Post-Development Peak Runoff 2 .0 2 .2 2 .5 2.9 3.3 Area 204 Post-Development Peak Runoff 0 .6 0.7 0 .8 0 .9 LQ Detention Facility Peak Outflow -cfs 34.5 38 .7 47 .0 49 .9 56 .1 911 96 94 92 90 1111 116 84 82 80 78 76 74 72 70 88 86 84 82 80 58 56 .....--. (/) M LL 52 u .__., 50 3:: 48 0 _J 46 LL 44 42 40 38 36 34 32 JO 28 26 24 22 20 18 18 14 12 10 8 4 DETENTION POND FACILITY PRE AND POST DEVELOPMENT HYDROGRAPHS FOR THE 100 YEAR STORM EVENT VOLUME OF DETENTION STORAGE AREA BETWEEN HYDROGRAPHS = 30, 780 CUBIC FEET 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 JO TIME (MINUTES) FIGURE 1 The slope from the crest of the channel spillways to the Edelweiss A venue curb line will be approximately 1.0%. This results in a velocity in the channel of 3.0 fps and 3.2 fps for detention Area 1 and 2, respectively . This velocity is based on the peak flow occurring through the channel instead of primarily through the outlet pipes which is not likely to occur. However, grass lined channels will be adequate for these velocities . The peak flow out of the detention facilities was determined by a Storage Routing Analysis based on the Continuity Equation as follows: (II +I2)+(2sl/dt)- 01)=((2s 2/dt)+02). The time interval , dt , used was 1 minute . The results of the Storage Routing Analysis are provided in Appendix D and a summary shown in Table 4. Also , Figures 2 through 6 shown a graphical representation of the peak outflow from the detention areas for each storm event. As shown in Table 4, the peak outflow from the detention facilities is less than the allowable peak outflow for each storm event. The maximum water surface in detention area 1 for the 100-year storm event is elevation 324.35 . The top of the berm is at 325 .00 which provides 0.65 feet of freeboard . The maximum water surface in detention area 2 for the 100-year storm event is elevation 323.10 which provides 0.60 feet offreeboard. The runoff from this project onto the adjacent property south of the site will be less than the pre-development runoff. This is due to the reduction in the area which drains onto the adjacent site from 0.66 acres to 0.42 acres . The peak runoff values are provided in Tables 1 and 2 . The existing storm sewer system on Edelweiss A venue , which will receive the discharge from the detention facilities , is designed for the peak runoff from the 10-year storm event under non-pressure flow conditions . For greater runoff amounts , the storm operates under a surcharge , or head , with water flowing in the street section if the storm sewer system capacity is exceeded. The discharge from -each detention facility was based on the downstream storm sewer having adequate capacity for the outflow. This results in the highest value for the detention area discharges . If discharge from the detention area outlet pipes is reduced due to tailwater conditions in the downstream storm sewer system , the water level in the ponds will rise and additional flow will discharge through the spillway channels. Due to the increased storage capacity in the ponds as the water depth increases , the peak outflow under these conditions will be less than the calculated peak outflows shown in Table 4. As previously discussed , the spillway channels can adequately handle the peak discharge without erosion of the channels. As previously noted, this report considers the ultimate development of the site. The initial phase of construction proposed will cause a smaller increase in the runoff from the site and result in lower discharges from the detention facilities. Also , the drainage swales which will convey the runoff into the ponds are currently proposed at slopes which do not require lining other than grass. This results in the detention pond storage capacity being greater than the amounts used in the storage routing analysis. This will also reduce the discharge from the detention facilities. Future development of the site may require additional grading work and construction of structures to allow the runoff to enter the ponds without causing erosion. Summary of Detention Facility Post Development Flows Table 4 Storm Detention Area 1 Detention Area 2 Total -Peak Flow Allowable Event Peak Flow, cfs Peak Flow, cfs Both Areas , cfs Flow, cfs 5 yr 10 .74 20 .18 30 .9 34 .5 10 yr 12 .68 22 .19 34 .9 38 .7 25 yr 15 .24 25 .68 40 .9 47 50 yr 17 .97 28.44 46.4 49 .9 100 yr 21 .05 34 .63 55 .7 56 .1 5 Year Storm Event Hydrographs --Detention 1 ---Detention 2 -----Combination --QPeak 0 20 40 60 80 100 120 140 Time (min.) Figure 2 45 .00 40.00 35.00 30 .00 ~ ~ 25 .00 ~ 0 ;;::: -20 .00 ::I 0 15 .00 10 .00 5.00 0.00 0 . . ' ' . . ' . . I . I I I ,' I • I \ . \ \ 20 40 10 Year Storm Event Hydrographs 60 Time (min.) Figure 3 80 --Detention 1 - - -Detention 2 -- ---Combination --Q Pealk 100 120 50 .00 45 .00 40 .00 35 .00 -30 .00 Ill -~ ~ 25 .00 0 ;;:::: ... ::I 0 20 .00 15 .00 10 .00 5.00 0 .00 0 . . , . : I : I : I .·' I : I . \ \ 20 \ \ \ . \ . . . . . 40 25 Year Storm Event Hydrographs 60 80 100 Time (min.) Figure 4 120 140 --Detention 1 - - -Detention 2 · · · · · Combination --Q Peak -J!? ~ ~ 0 ;;:::: .... :::I 0 40.00 30 .00 20.00 . I ' . ' ,-~ ,, ... ' \ \ " ·~·· ,' I' '. I I • ; I . ·. , I . : \ \ '. 50 Year Storm Event Hydrographs 0.00~:__~~~-.-~=--~~-,..~~.=:::::===--.---========:::;====-~~-,-~~~-=--~ 0 . 20 40 60 Time (min.) Figure 5 80 100 120 --Detention 1 - - -Detention 2 --- - -Combination --QPeak en -~ ~ 0 s ::I 0 100 Year Storm Event Hydrographs , ..... ,' \ ' 50 .00 -+-~~~~~~~~~~~~~~~~~~~~~~~~~~~---------t 40 .00 30 .00 20.00 0 ' I : / ' ! ' I ' I ' ' ' ' ' i I ' ' 20 ·. ' ' 40 60 80 100 120 Time (min.) Figure 6 --Detention 1 Detention 2 -- -- -Combination --Q Peak Prior to the construction of facilities which are not included in the initial phase of this project , the verification of design data included in this report and any proposed changes to the grading plan or detention facilities will need be performed by a Licensed Civil Engineer. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site. The detention pond facilities will adequately reduce the peak post- development runoff to less than the pre-development runoff for each storm event. For the area draining onto the residential lots south of the site , the reduction in the area draining to these lots will more than offset the increased runoff due to the development and maintain the post-development peak runoff values to less than pre-development amounts. No flood damage to downstream landowners is expected as a result of this development. APPENDIX A Pre-Development Runoff Information From McClure Engineering Report r· I I ) I) ·-I :1./"' ; 111 t\;. Vi '11 I , 'I ir11· ' I\ I ! \~1 :r i I 1' : I /11 : 11 '~I~ • 5111 \ : ) ( \( i '.~) i! 1,1 l .. ,. :, ----... I!· ! ' ilii .. . 'ii/ <@ i ! ~' 2.19 Ac. / ' 'I ! 1 .. : I I I.. ' .J vlj l ( l I I ' I ,) I :\ ; -, ! \I li 1i I ' I i11 / i I i I 1111 1 ~ j :I ,111~ , I~(. ii 111 /I/ i1!\ i: ~ ], : I 1 I . 111 I ill~ I illt '; I \'i1 W ii ' ( • jl' • ! : : .. : .. !It 1;r11r ~I\ i 'I .I • I 1 \1 l1J §I \ , , I • • I 1j ,I : Lf 11. 15 I ·~ 1; J : I \' . ) : ' I 11 • ''I ) I = I Ii' I ' : J f ' \/ • j j I • • \} )I I J ! ·i I J i ! ...... . • \5 f1 15 \ ,. . ' . I ·\ 5 / t It: \S I (,. I 1; .. I• ' : I ' Ac.' I I I ~··" I Ac. OIBJ .......... ....... . i ;~; 0.36 !Ac! ' I I 111 ~ ' ...... .. •••••••• ' Li5 0 ~ w _, Li5 a. < ~ w 0 0 a: _, I= a: < < ~ Li5 z < (.) < w z ..J 0 ~ ..J :! :! ~ u; 0 0 z a: w 0 c .... ::> < a: ii .... NO. AC. 0.4 0.55 0.95 29.2 2.00 0.00 2.00 0.00 1.10 30.0 0.72 0.00 0.55 0.17 0.46 31.0 0.56 0.00 0.40 0.16 0.37 33.0 0.57 0.00 0.00 0.57 0.54 3'4.0 0.50 0.00 0.35 0.15 0.34 35.0 1.51 0.00 0.51 1.00 1.23 36.0 1.21 0.00 0.60 0.61 0.91 37.0 1.43 0.00 1.20 0.23 0.88 38.0 4.14 0.00 4.14 0.00 2.28 39.0 6.20 0.00 6.20 0.00 3.41 40.0 0.58 0.00 0.58 0.00 0.32 60A 0.99 0.99 0.00 0.00 0.40 608 2.88 2.47 0.00 0.41 1.38 65A 0.65 0.00 0.65 0.00 0.36 658 1.18 0.00 1.18 0.00 0.65 70.0 0.77 0.00 0.00 0.77 0.73 75.0 0.35 0.00 0.00 0.35 0.33 80.0 8.61 8.61 0.00 0.00 3.45 81.0 1.89 0.00 1.89 0.00 1.04 82A 0.85 0.00 0.85 0.00 0.47 828 1.22 0.00 1.22 0.00 0.67 83.0 1.35 0.00 1i35 0.00 0.74 84A 0.21 0.00 0.21 0.00 0.12 848 0.63 0.00 0.63 0.00 0.35 85.0 0.88 0.00 0.88 0.00 0.49 86.0 0.00 0.00 0.00 0.00 0.00 ;: 0 _, u.. 0 z 5~ a: CJ Wz >w 0 ...I EXHIBIT C-1 Rational Formula Drainage Area Calculations Edelweiss Estates, Phases 1 Through 9 ~ ~ ;: _, LL. 0 0 ..J ~ z LL. ~ 5 a: ::c a: ~ w .... ~ ..J (.) ~ 0::: ...I t: CJ 0 w ...I ...I u w ~~ ::> z ::> _, ~ ii ti) a It) CJ~ CJ~ (.) ::> ~ !!2 a ft. ft. ft. ft. ft/s min min In/Hr ofs In/Hr cfs 125.0 1.5 720.0 8.0 1.7 8.4 8.4 6.81 7.5 8.2 9.1 50.0 1.0 300.0 1.5 1.3 4.4 5.0 8.22 3.8 9.9 4.6 30.0 0.5 250.0 1.5 1.4 3.3 5.0 8.22 3.1 9.9 3.7 30.0 0.5 500.0 3.0 1.5 6.0 6.0 7.76 4.2 9.3 5.0 60.0 1.0 250.0 1.5 1.4 3.8 5.0 8.22 2.8 9.9 3.3 150.0 1.0 500.0 3.0 1.1 9.8 9.8 6.39 7.9 7.8 9.6 30.0 0.5 575.0 3.0 1.4 7.2 7.2 7.23 6.6 8.7 7.9 140.0 1.0 400.0 4.0 1.2 7.3 7.3 7.22 6.3 8.7 7.7 1250.0 12.0 1.0 1.0 0.7 30.1 30.1 3.46 7.9 4.3 9.8 1100.0 8.0 700.0 4.0 0.8 38.2 38.2 2.96 10.1 3.7 12.7 100.0 1.0 400.0 4.0 1.5 5.7 5.7 7.87 2.5 9.5 3.0 400.0 4.0 1.0 1.0 0.7 9.4 Q.4 6.49 2.6 7.9 3.1 350.0 3.0 90.0 0.5 0.7 9.9 9.9 6.35 8.7 7.7 10.6 182.0 2.0 95.0 1.0 0.9 4.9 5.0 8.22 3.0 9.9 3.5 213.0 2.0 244.0 1.3 1.0 8.0 8.0 6.96 4.5 8.4 5.5 30.0 0.3 800.0 4.0 1.4 10.2 10.2 6.26 4.6 7.6 5.6 30.0 0.3 300.0 2.0 1.4 3.8 6.0 8.22 2.7 9.9 3.3 500.0 5.0 500.0 6.0 1.1 15.6 15.6 5.08 17.5 6.2 21.5 330.0. 1.6 1.0 1.0 0.5 11.2 11.2 6.01 6.3 7.3 7.6 460.0 5.0 20.0 0.2 0.8 10.6 10.6 6.17 2.9 7.5 3.5 180.0 2.0 470.0 4.0 1.3 8.3 8.3 6.85 4.6 8.3 5.6 150.0 1.5 470.0 4.0 1.3 7.8 7.8 7.02 5.2 8.5 6.3 100.0 1.0 1.0 1.0 0.7 2.4 5.0 8.22 1.0 9.9 1.2 70.0 0.7 300.0 1.5 1.2 5.2 5.2 8.11 2.8 9.7 3.4 70.0 0.7 330.0 2.5 1.4 4.8 5.0 8.22 4.0 9.9 4.8 1.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0 It) 0 .... It) a :!:: a ~ In/Hr cf s In/Hr cfs 9.2 10.2 10.5 11.6 11.0 5.1 12.5 5.8 11.0 4.1 12.5 4.7 10.4 5.6 11.9 6.4 11.0 3.7 12.5 4.2 8.7 10.7 10.0 12.3 9.8 8.9 11.1 10.1 9.8 8.6 11.1 9.8 4.9 11.2 5.7 12.9 4.3 14.5 4.9 16.7 10.6 3.4 12.0 3.8 8.8 3.5 10.1 4.0 8.7 11.9 9.9 13.6 11.0 3.9 12.5 4.5 9.4 6.1 10.8 7.0 8.6 6.3 9.8 7.2 11.0 3.7 12.5 4.2 7.0 24.3 8.1 27.8 8.2 8.6 9.4 9.8 8.4 4.0 9.6 4.5 9.3 6.2 10.6 7.1 9.5 7.1 10.8 8.1 11.0 1.3 12.5 1.5 10.8 3.8 12.4 4.3 11.0 5.3 12.5 6.1 11.0 0.0 12.5 0.0 ~ 8 In/Hr cfs 11.9 13.1 14.1 6.5 14.1 5.2 13.4 7.2 14.1 4.7 11.3 13.8 12.6 11.4 12.6 11.0 6.4 14.7 5.6 19.1 13.6 4.3 11.4 4.5 11.2 15.4 14.1 5.1 12.1 7.9 11.0 8.1 14.1 4.7 9.1 31.5 10.6 11.1 10.9 5.1 12.0 8.0 12.2 9.1 14.1 1.6 13.9 4.8 14.1 6.8 14.1 0.0 8 8 .... :: a In/Hr cfs 13.4 14.7 15.8 7.3 15.8 5.9 15.0 8.1 15.8 5.3 12.6 15.6 14.1 12.8 14.1 12.4 7.3 16.6 6.4 21.7 15.2 4.8 12.8 5.1 12.6 17.3 15.8 5.7 13.6 8.9 12.4 9.1 15.8 5.3 10.3 35.5 12.0 12.5 12.2 5.7 13.4 9.0 13.7 10.2 15.8 1.8 15.6 5.4 15.8 7.7 15.8 0.0 5122198 vralldra.xls Exhibit C-1 APPENDIXB Time of Concentration Calculations AppendixB Time of Concentration Calculations Post-Development Area 201 Overland Flow -100' -Slope = 3 '/150' = 2% => V = 1.0 fps TT= 150'/l.O = 150 sec Concentrated Flow-350' -Slope= 5.0'/350' = 4% => V = 1.0 fps TT = 350 ' /1.0 fps= 350 sec Tc= 350 sec+ 150 sec= 500 sec= 8.3 min -Use 10 min Area 202 Overland Flow -300' -Slope = 2'1300 ' = 0.67% => V = 0.6 fps TT = 300 ' 10.6 = 500 sec Concentrated Flow -50' -Slope = 0.9 ' 150' = 1.8% => V = 1.5 fps TT = 50 '/1.5 = 33 sec Concentrated Flow -40 ' -Slope= 1.6 ' /40' = 4% => V = 8.5 fps TT = 40' /8.5 = 5 sec Concentrated Flow -900 ' -Slope= 7' 1900 ' = 0.8% => V = 4.3 fps TT = 900 ' /4.3 = 209 sec Q2 = (6.43)(0.65)(6.33) = 26 .5 cfs Using Mannings Eq . SS = 1: 1-one side 3% other side , n = 0.012 , Bw = 0.5 ', S = 0.8% Tc= 500 +33+5+209 = 747 sec = 12.5 min Area 203 and i04 Calculatt;:d Time of Concentration is less than 10 minutes-Use minimum Tc = 10 minutes APPENDIXC Detention Facility Design Characteristics Detention Area 1 ElevatiQn Degtb. H Area.A VQlume, V Cumulative ft . sf. cf. Volume, cf 322.00 0.00 0 0 0 323 .00 1.00 9844 328 1 3281 324 .00 2 .00 12161 10982 14263 325.00 3.00 17404 14704 28967 Detention Storage Depth vs. Volume 30000 --25000 Cl) Cl) u.. (.) :c :l 20000 ~ -+-Depth vs . Cl) E Volume :l 0 15000 > "C c: 0 Cl. 10000 c: 0 .. c: Cl) -5000 Cl) 0 0 0 .00 1.00 2.00 3.00 Depth (Feet) Volume=H/3(A 1+A2+(A1 * A2)1/2) Cl> 15 ,000 E :J 0 > ,, 10,000 c: 0 Q. c: 0 ; 5,000 c: Cl> -Cl> c 0 0 .00 Detention Area 2 Elevation De(2th, H Area, A Volume, V Cumulative f! sf cf Volume, cf 319 .00 0.00 0 0 0 320 .00 1.00 2,983 994 994 321 .00 2 .00 4,170 3,560 4 ,554 322 .00 3.00 5,515 4,827 9,381 323 .00 4 .00 7,282 6,378 15,759 324 .00 5.00 8 ,500 7 ,883 23 ,642 Detention Storage Depth vs. Volume 1.00 2 .00 3.00 Depth (Feet) 4 .00 5 .00 6 .00 Depth vs. Discharge Detention Area 1 Elevation Depth Discharge, Q fi cfs 322 .00 0 .00 0 323 .00 1.00 4 .3 324.00 2 .00 13 .6 325.00 3.00 35 .6 Rating Curve For Outlet Control Structures -Depth vs. Discharge 40 35 30 -J!? 25 ~ GI El 20 ns ..c: CJ .~ 15 c 10 5 0 0 .00 0 .50 1.00 1 .50 2 .00 2.50 3 .00 3 .50 Depth (ft) 100 90 80 ~ 70 ~ 60 QI C'I 50 ... "' .s::. 40 (,,) Ill i5 30 20 10 0 0 .00 Detention Area 2 Elevation 319 .00 320 .00 321 .00 322 .00 323 .00 324 .00 Depth Discharge. Q f! cfs 0.00 0 1.00 4 .3 2.00 14 .6 3.00 21 .3 4 .00 28.3 5.00 88 .3 Rating Curve For Outlet Control Structures in Detention Area 2 - Depth vs. Discharge ~ ' --------- 1 .00 2 .00 ' ' .. ., I -------- 3 .00 Depth (ft) 4 .00 I I I I I 5 .00 - 6 .00 APPENDIXD Storage Routing Analysis cpc-12a .xls Storage Routing Analysis Detention Area 1 5-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 0 0.00 0 .00 0 .00 0 .00 0.00 1 2 .59 2.59 2 .39 2 .59 0.10 2 5.18 7 .77 9 .40 10.16 0.38 3 7 .77 12 .95 20 .66 22 .35 0.85 4 10 .36 18 .13 35 .85 38 .79 1.47 5 12 .95 23 .31 54 .69 59 .16 2.24 6 15 .54 28.49 76 .89 83 .18 3.15 7 18 .13 33 .67 102 .19 110 .56 4 .18 8 20 .72 38 .85 131 .09 141 .04 4 .98 9 23 .31 44 .03 163.47 175.12 5.82 10 25 .90 49 .21 199.18 212 .68 6 .75 11 24 .61 50 .51 234 .34 249 .68 7.67 12 23 .31 47 .92 265 .31 282 .26 8.48 13 22.02 46 .62 293 .50 311 .93 9.21 14 20 .72 42 .74 316 .61 336 .24 9.81 15 19.43 40 .15 336 .11 356 .75 10 .32 16 18 .13 37 .56 352 .18 373.66 ~ 17 16 .84 34 .97 368 .69 387 .14 9.23 18 15 .54 32 .38 381.42 401 .07 9.82 19 14 .25 29 .79 390 .69 411 .21 10 .26 20 12 .95 27 .20 396 .79 417 .88 10 .55 21 11 .66 24 .61 400 .01 421 .40 10 .70 22 10 .36 22 .02 400 .57 422 .02 1.Qll. 23 9 .06 19.43 398 .73 420.00 10 .64 24 7 .77 16 .84 394 .67 415 .56 10 .45 25 6.47 14 .25 388 .59 408 .92 10 .16 26 5.18 11 .66 377.45 400 .25 11.40 27 3.88 9.06 364 .39 386 .51 11 .06 28 2 .59 6.47 349 .52 370.87 10 .67 29 1.29 3.88 332 .93 353.41 10 .24 30 0.00 1.29 314 .69 334 .22 9.76 31 0.00 0.00 296 .13 314 .69 9.28 32 0.00 0.00 278.49 296 .13 8.82 33 0 .00 0.00 261 .72 278.49 8.38 34 0.00 0.00 245 .79 261 .72 7 .97 35 0.00 0.00 230 .64 245 .79 7 .57 36 0.00 0.00 216 .25 230 .64 7 .20 37 0.00 0.00 202 .56 216 .25 6 .84 38 0.00 0.00 189.56 202 .56 6 .50 39 0.00 0.00 177 .20 189.56 6.18 40 0.00 0.00 165.45 177.20 5.87 41 0.00 0.00 154.29 165.45 5.58 42 0 .00 0 .00 143.68 154.29 5.31 43 0.00 0.00 133.59 143.68 5.04 44 0 .00 0.00 124.00 133.59 4 .79 cpc-12a.xls Storage Routing Analysis Detention Area 1 5-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 45 0.00 0.00 114.89 124.00 4.56 46 0.00 0.00 106.23 114.89 4.33 47 0.00 0.00 98.20 106.23 4.02 48 0.00 0.00 90.77 98.20 3.71 49 0.00 0.00 83.91 90.77 3.43 50 0.00 0.00 77.56 83.91 3.17 51 0.00 0.00 71.69 77.56 2.93 52 0.00 0.00 66.27 71.69 2.71 53 0.00 0.00 61.26 66.27 2.51 54 0.00 0.00 56.62 61.26 2.32 55 0.00 0.00 52.34 56.62 2.14 56 0.00 0.00 48.38 52.34 1.98 57 0.00 0.00 44.72 48.38 1.83 58 0.00 0.00 41.34 44.72 1.69 59 0.00 0.00 38.21 41.34 1.56 60 0.00 0.00 35.32 38.21 1.45 61 0.00 0.00 32.65 35.32 1.34 62 0.00 0.00 30.18 32.65 1.23 63 0.00 0.00 27.90 30.18 1.14 64 0.00 0.00 25.79 27.90 1.06 65 0.00 0.00 23.84 25.79 0.98 66 0.00 0.00 22.03 23.84 0.90 67 0.00 0.00 20.37 22.03 0.83 68 0.00 0.00 18.83 20.37 0.77 69 0.00 0.00 17.40 18.83 0.71 70 0.00 0.00 16.09 17.40 0.66 71 0.00 0.00 14.87 16.09 0.61 72 0.00 0.00 13.75 14.87 0.56 73 0.00 0.00 12.71 13.75 0.52 74 0.00 0.00 11.74 12.71 0.48 75 0.00 0.00 10.86 11.74 0.44 76 0.00 0.00 10.04 10.86 0.41 77 0.00 0.00 9.28 10.04 0.38 78 0.00 0.00 8.57 9.28 0.35 79 0.00 0.00 7.93 8.57 0.32 80 0.00 0.00 7.33 7.93 0.30 81 0.00 0.00 6.77 7.33 0.28 82 0.00 0.00 6.26 6.77 0.26 83 0.00 0.00 5.79 6.26 0.24 84 0.00 0.00 5.35 5.79 0.22 85 0.00 0.00 4.94 5.35 0.20 86 0.00 0.00 4.57 4.94 0.19 87 0.00 0.00 4.22 4.57 0.17 88 0.00 0.00 3.91 4.22 0.16 89 0.00 0.00 3.61 3.91 0.15 cpc-12a.xls Storage Routing Analysis Detention Area 1 5-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 90 0.00 0.00 3.34 3.61 0.14 91 0.00 0.00 3.08 3.34 0.13 92 0.00 0.00 2.85 3.08 0.12 93 0.00 0.00 2.64 2.85 0.11 94 0.00 0.00 2.44 2.64 0.10 95 0.00 0.00 2.25 2.44 0.09 96 0.00 0.00 2.08 2.25 0.09 97 0.00 0.00 1.92 2.08 0.08 98 0.00 0.00 1.78 1.92 0.07 99 0.00 0.00 1.64 1.78 0.07 100 0.00 0.00 1.52 1.64 0.06 101 0.00 0.00 1.40 1.52 0.06 102 0.00 0.00 1.30 1.40 0.05 103 0.00 0.00 1.20 1.30 0.05 104 0.00 0.00 1.11 1.20 0.05 105 0.00 0.00 1.03 1.11 0.04 106 0.00 0.00 0.95 1.03 0.04 107 0.00 0.00 0.88 0.95 0.04 108 0.00 0.00 0.81 0.88 0.03 109 0.00 0.00 0.75 0.81 0.03 110 0.00 0.00 0.69 0.75. 0.03 111 0.00 0.00 0.64 0.69 0.03 112 0.00 0.00 0.59 0.64 0.02 113 0.00 0.00 0.55 0.59 0.02 114 0.00 0.00 0.51 0.55 0.02 115 0.00 0.00 0.47 0.51 0.02 116 0.00 0.00 0.43 0.47 0.02 117 0.00 0.00 0.40 0.43 0.02 118 0.00 0.00 0.37 0.40 0.02 119 0.00 0.00 0.34 0.37 0.01 120 0.00 0.00 0.32 0.34 0.01 121 0.00 0.00 0.30 0.32 0.01 122 0.00 0.00 0.28 0.30 0.01 123 0.00 0.00 0.26 0.28 0.01 124 0.00 0.00 0.24 0.26 0.01 125 0.00 0.00 0.23 0.24 0.01 126 0.00 0.00 0.21 0.23 0.01 127 0.00 0.00 0.20 0.21 0.01 128 0.00 0.00 0.19 0.20 0.01 129 0.00 0.00 0.18 0.19 0.01 130 0.00 0.00 0.17 0.18 0.01 cpc-12a .xls Storage Routing Analysis Detention Area 1 10-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 0 0 .00 0 .00 0 .00 0 .00 0 .00 1 2 .90 2 .90 2 .68 2.90 0 .11 2 5.80 8.70 10 .52 11 .38 0.43 3 8.70 14 .50 23 .13 25 .02 0.95 4 11 .60 20 .30 40 .14 43.43 1.64 5 14 .50 26 .10 61.23 66 .24 2 .51 6 17.40 31 .90 86 .09 93 .13 3.52 7 20 .30 37 .70 114.69 123.79 4 .55 8 23 .20 43 .50 147.38 158.19 5.40 9 26 .10 49 .30 183.97 196.68 6 .36 10 29 .00 55 .10 224 .26 239 .07 7.41 11 27 .55 56 .55 263 .93 280 .81 8.44 12 26 .10 53 .65 298.87 317 .58 9.35 13 24 .65 52 .20 330 .71 351 .07 10 .18 14 23 .20 47 .85 356 .83 378 .56 10 .86 15 21 .75 44 .95 378 .90 401 .78 11 .44 16 20 .30 42 .05 397 .13 420 .95 11 .91 17 18 .85 39 .15 413 .60 436 .28 11 .34 18 17.40 36 .25 426 .02 449 .85 11 .92 19 15 .95 33.35 434 .71 459 .37 12 .33 20 14 .50 30.45 440 .01 465 .16 12 .58 21 13 .05 27 .55 442 .20 467 .56 ill.§. 22 11 .60 24 .65 441 .56 466 .85 12 .65 23 10 .15 21 .75 438 .31 463 .31 12 .50 24 8 .70 18 .85 432 .70 457 .16 12 .23 25 7 .25 15 .95 424 .91 448 .65 11 .87 26 5 .80 13 .05 413 .29 437 .96 12 .34 27 4 .35 10.15 399 .49 423.44 11 .98 28 2 .90 7 .25 383 .62 406 .74 11 .56 29 1.45 4 .35 365 .78 387 .97 11 .10 30 0 .00 1.45 346 .06 367 .23 10 .58 31 0 .00 0 .00 325 .95 346 .06 10 .06 32 0 .00 0 .00 306 .83 325 .95 9 .56 33 0.00 0 .00 288 .65 306 .83 9.09 34 0.00 0.00 271 .38 288 .65 8 .64 35 0.00 0.00 254.97 271 .38 8 .21 36 0.00 0.00 239 .37 254 .97 7 .80 37 0.00 0.00 224 .54 239 .37 7 .41 38 0.00 0.00 210.45 224 .54 7.05 39 0.00 0 .00 197 .05 210 .45 6 .70 40 0.00 0.00 184 .32 197.05 6.37 41 0.00 0.00 172 .22 184.32 6.05 42 0 .00 0.00 160.72 172 .22 5.75 43 0 .00 0.00 149 .79 160.72 5.47 44 0.00 0.00 139.40 149.79 5.19 cpc-12a.xls Storage Routing Analysis Detention Area 1 10-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs} (cfs} 2s/t-0 2s/t+O (cfs} 45 0.00 0.00 129.53 139.40 4.94 46 0.00 0.00 120.14 129.53 4.69 47 0.00 0.00 111.22 120.14 4.46 48 0.00 0.00 102.81 111.22 4.21 49 0.00 0.00 95.03 102.81 3.89 50 0.00 0.00 87.85 95.03 3.59 51 0.00 0.00 81.20 87.85 3.32 52 0.00 0.00 75.06 81.20 3.07 53 0.00 0.00 69.38 75.06 2.84 54 0.00 0.00 64.13 69.38 2.62 55 0.00 0.00 59.28 64.13 2.43 56 0.00 0.00 54.80 59.28 2.24 57 0.00 0.00 50.65 54.80 2.07 58 0.00 0.00 46.82 50.65 1.92 59 0.00 0.00 43.28 46.82 1.77 60 0.00 0.00 40.01 43.28 1.64 61 0.00 0.00 36.98 40.01 1.51 62 0.00 0.00 34.18 36.98 1.40 63 0.00 0.00 31.60 34.18 1.29 64 0.00 0.00 29.21 31.60 1.20 65 0.00 0.00 27.00 29.21 1.10 66 0.00 0.00 24.96 27.00 1.02 67 0.00 0.00 23.07 24.96 0.94 68 0.00 0.00 21.32 23.07 0.87 69 0.00 0.00 19.71 21.32 0.81 70 0.00 0.00 18.22 19.71 0.75 71 0.00 0.00 16.84 18.22 0.69 72 0.00 0.00 15.57 16.84 0.64 73 0.00 0.00 14.39 15.57 0.59 74 0.00 0.00 13.30 14.39 0.54 75 0.00 0.00 12.30 13.30 0.50 76 0.00 0.00 11.37 12.30 0.47 77 0.00 0.00 10.51 11.37 0.43 78 0.00 0.00 9.71 10.51 0.40 79 0.00 0.00 8.98 9.71 0.37 80 0.00 0.00 8.30 8.98 0.34 81 0.00 0.00 7.67 8.30 0.31 82 0.00 0.00 7.09 7.67 0.29 83 0.00 0.00 6.55 7.09 0.27 84 0.00 0.00 6.06 6.55 0.25 85 0.00 0.00 5.60 6.06 0.23 86 0.00 0.00 5.18 5.60 0.21 87 0.00 0.00 4.79 5.18 0.20 88 0.00 0.00 4.42 4.79 0.18 89 0.00 0.00 4.09 4.42 0.17 cpc-12a.xls Storage Routing Analysis Detention Area 1 10-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 90 0.00 0.00 3.78 4.09 0.15 91 0.00 0.00 3.49 3.78 0.14 92 0.00 0.00 3.23 3.49 0.13 93 0.00 0.00 2.98 3.23 0.12 94 0.00 0.00 2.76 2.98 0.11 95 0.00 0.00 2.55 2.76 0.10 96 0.00 0.00 2.36 2.55 0.10 97 0.00 0.00 2.18 2.36 0.09 98 0.00 0.00 2.01 2.18 0.08 99 0.00 0.00 1.86 2.01 0.08 100 0.00 0.00 1.72 1.86 0.07 101 0.00 0.00 1.59 1.72 0.07 102 0.00 0.00 1.47 1.59 0.06 103 0.00 0.00 1.36 1.47 0.06 104 0.00 0.00 1.26 1.36 0.05 105 0.00 0.00 1.16 1.26 0.05 106 0.00 0.00 1.07 1.16 0.04 107 0.00 0.00 0.99 1.07 0.04 108 0.00 0.00 0.92 0.99 0.04 109 0.00 0.00 0.85 0.92 0.03 110 0.00 0.00 0.78 0.85 0.03 111 0.00 0.00 0.72 0.78 0.03 112 0.00 0.00 0.67 0.72 0.03 113 0.00 0.00 0.62 0.67 0.03 114 0.00 0.00 0.57 0.62 0.02 115 0.00 0.00 0.53 0.57 0.02 116 0.00 0.00 0.49 0.53 0.02 117 0.00 0.00 0.45 0.49 0.02 118 0.00 0.00 0.42 0.45 0.02 119 0.00 0.00 0.39 0.42 0.02 120 0.00 0.00 0.36 0.39 0.01 121 0.00 0.00 0.33 0.36 0.01 122 0.00 0.00 0.31 0.33 0.01 123 0.00 0.00 0.29 0.31 0.01 124 0.00 0.00 0.28 0.29 0.01 125 0.00 0.00 0.26 0.28 0.01 126 0.00 0.00 0.24 0.26 0.01 127 0.00 0.00 0.23 0.24 0.01 128 0.00 0.00 0.21 0.23 0.01 129 0.00 0.00 0.20 0.21 0.01 130 0.00 0.00 0.19 0.20 0.01 cpc-12a .xls Storage Routing Analysis Detention Area 1 25-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 0 0.00 0 .00 0 .00 0.00 0.00 1 3 .30 3.30 3 .05 3 .30 0.12 2 6 .60 9.90 11 .97 12 .95 0.49 3 9.90 16 .50 26 .32 28 .47 1.08 4 13 .20 23.10 45 .68 49.42 1.87 5 16 .50 29 .70 69 .68 75 .38 2 .85 6 19 .80 36 .30 97 .96 105.98 4.01 7 23 .10 42 .90 130.92 140.86 4.97 8 26.40 49 .50 168.51 180.42 5.95 9 29 .70 56 .10 210 .51 224 .61 7.05 10 33 .00 62 .70 256 .71 273 .21 8.25 11 31 .35 64 .35 302 .18 321 .06 9.44 12 29 .70 61 .05 342 .26 363 .23 10 .48 13 28 .05 59.40 378 .79 401 .66 11 .44 14 26.40 54.45 408.81 433 .24 12 .22 15 24 .75 51 .15 434 .19 459.96 12 .88 16 23 .10 47 .85 455 .19 482 .04 13.43 17 21 .45 44 .55 471-.62 499 .74 14 .06 18 19 .80 41 .25 483 .62 512 .87 14 .63 19 18 .15 37 .95 491 .57 521 .57 15 .00 20 16 .50 34 .65 495 .82 526 .22 15.20 21 14.85 31 .35 496.69 527 .17 ~ 22 13 .20 28 .05 494.47 524 .74 15 .14 23 11 .55 24 .75 489.43 519.22 14 .90 24 9.90 21.45 481 .80 510 .88 14 .54 25 8.25 18 .15 471 .81 499 .95 14 .07 26 6 .60 14 .85 459 .57 486 .66 13.54 27 4 .95 11 .55 444 .81 471 .12 13 .16 28 3 .30 8.25 427 .64 453 .06 12 .71 29 1.65 4.95 408 .19 432 .59 12 .20 30 0 .00 1.65 386 .56 409 .84 11 .64 31 0 .00 0 .00 364 .44 386 .56 11 .06 32 0 .00 0.00 343 .41 364.44 10.51 33 0.00 0 .00 323 .43 343.41 9.99 34 0.00 0.00 304 .43 323.43 9.50 35 0.00 0.00 286 .38 304.43 9 .03 36 0 .00 0.00 269 .22 286 .38 8.58 37 0 .00 0.00 252 .91 269 .22 8.15 38 0 .00 0.00 237.41 252 .91 7.75 39 0 .00 0.00 222 .68 237.41 7.37 40 0 .00 0.00 208 .68 222 .68 7.00 41 0.00 0.00 195.37 208.68 6 .65 42 0 .00 0.00 182 .73 195.37 6 .32 43 0 .00 0.00 170.70 182.73 6.01 44 0.00 0.00 159.28 170.70 5.71 cpc-12a.xls Storage Routing Analysis Detention Area 1 25-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 45 0.00 0.00 148.42 159.28 5.43 46 0.00 0.00 138.10 148.42 5.16 47 0.00 0.00 128.29 138.10 4.90 48 0.00 0.00 118.97 128.29 4.66 49 0.00 0.00 110.11 118.97 4.43 50 0.00 0.00 101.78 110.11 4.16 51 0.00 0.00 94.08 101.78 3.85 52 0.00 0.00 86.96 94.08 3.56 53 0.00 0.00 80.39 86.96 3.29 54 0.00 0.00 74.31 80.39 3.04 55 0.00 0.00 68.69 74.31 2.81 56 0.00 0.00 63.49 68.69 2.60 57 0.00 0.00 58.69 63.49 2.40 58 0.00 0.00 54.25 58.69 2.22 59 0.00 0.00 50.15 54.25 2.05 60 0.00 0.00 46.35 50.15 1.90 61 0.00 0.00 42.85 46.35 1.75 62 0.00 0.00 39.61 42.85 1.62 63 0.00 0.00 36.61 39.61 1.50 64 0.00 0.00 33.84 36.61 1.38 65 0.00 0.00 31.28 33.84 1.28 66 0.00 0.00 28.92 31.28 1.18 67 0.00 0.00 26.73 28.92 1.09 68 0.00 0.00 24.71 26.73 1.01 69 0.00 . 0.00 22.84 24.71 0.93 70 0.00 0.00 21.11 22.84 0.86 71 0.00 0.00 19.51 21.11 0.80 72 0.00 0.00 18.04 19.51 0.74 73 0.00 0.00 16.67 18.04 0.68 74 0.00 0.00 15.41 16.67. 0.63 75 0.00 0.00 14.25 15.41 0.58 76 0.00 0.00 13.17 14.25 0.54 77 0.00 0.00 12.17 13.17 0.50 78 0.00 0.00 11.25 12.17 0.46 79 0.00 0.00 10.40 11.25 0.43 80 0.00 0.00 9.61 10.40 0.39 81 0.00 0.00 8.89 9.61 0.36 82 0.00 0.00 8.21 8.89 0.34 83 0.00 0.00 7.59 8.21 0.31 84 0.00 0.00 7.02 7.59 0.29 85 0.00 0.00 6.49 7.02 0.27 86 0.00 0.00 6.00 6.49 0.25 87 0.00 0.00 5.54 6.00 0.23 88 0.00 0.00 5.12 5.54 0.21 89 0.00 0.00 4.74 5.12 0.19 cpc-12a.xls Storage Routing Analysis Detention Area 1 25-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 90 0.00 0.00 4.38 4.74 0.18 91 0.00 0.00 4.05 4.38 0.17 92 0.00 0.00 3.74 4.05 0.15 93 0.00 0.00 3.46 3.74 0.14 94 0.00 0.00 3.20 3.46 0.13 95 0.00 0.00 2.95 3.20 0.12 96 0.00 0.00 2.73 2.95 0.11 97 0.00 0.00 2.52 2.73 0.10 98 0.00 0.00 2.33 2.52 0.10 99 0.00 0.00 2.16 2.33 0.09 100 0.00 0.00 1.99 2.16 0.08 101 0.00 0.00 1.84 1.99 0.08 102 0.00 0.00 1.70 1.84 0.07 103 0.00 0.00 1.58 1.70 0.06 104 0.00 0.00 1.46 1.58 0.06 105 0.00 0.00 1.35 1.46 0.06 106 0.00 0.00 1.24 1.35 0.05 107 0.00 0.00 1.15 1.24 0.05 108 0.00 0.00 1.06 1.15 0.04 109 0.00 0.00 0.98 1.06 0.04 110 0.00 0.00 0.91 0.98 0.04 111 0.00 0.00 0.84 0.91 0.03 112 0.00 0.00 0.78 0.84 0.03 113 0.00 0.00 0.72 0.78 0.03 114 0.00 0.00 0.66 0.72 0.03 115 0.00 0.00 0.61 0.66 0.03 116 0.00 0.00 0.57 0.61 0.02 117 0.00 0.00 0.52 0.57 0.02 118 0.00 0.00 0.48 0.52 0.02 119 0.00 0.00 0.45 0.48 0.02 120 0.00 0.00 0.41 0.45 0.02 121 0.00 0.00 0.39 0.41 0.01 122 0.00 0.00 0.36 0.39 0.01 123 0.00 0.00 0.34 0.36 0.01 124 0.00 0.00 0.32 0.34 0.01 125 0.00 0.00 0.30 0.32 0.01 126 0.00 0.00 0.28 0.30 0.01 127 0.00 0.00 0.26 0.28 0.01 128 0.00 0.00 0.25 0.26 0.01 129 0.00 0.00 0.23 0.25 0.01 130 0.00 0.00 0.22 0.23 0.01 cpc-12a .xls Storage Routing Analysis Detention Area 1 50-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs} (cfs} 2s/t-O 2s/t+O (cfs) 0 0 .00 0 .00 0 .00 0 .00 0 .00 1 3 .74 3 .74 3.46 3 .74 0 .14 2 7.48 11 .22 13 .57 14 .68 0 .56 3 11 .22 18 .70 29 .83 32 .27 1.22 4 14 .96 26 .18 51 .77 56 .01 2 .12 5 18 .70 33 .66 78 .97 85 .43 3 .23 6 22.44 41 .14 111 .19 120 .11 4.46 7 26 .18 48.62 148 .93 159 .81 5.44 8 29 .92 56 .10 191 .90 205 .03 6 .56 9 33.66 63 .58 239 .85 255.48 7 .81 10 37.40 71 .06 292 .54 310 .91 9 .19 11 35 .53 72.93 344 .39 365.47 10 .54 12 33 .66 69 .19 390.12 413 .58 11 .73 13 31 .79 67 .32 431 .80 457.44 12 .82 14 29 .92 61.71 465.93 493 .51 13 .79 15 28 .05 57 .97 493 .70 523 .90 15 .10 16 26 .18 54 .23 515 .67 547 .93 16 .13 17 24 .31 50.49 532 .33 566 .16 16 .91 18 22.44 46 .75 544.14 579 .08 17 .47 19 20 .57 43.01 551 .52 587 .15 17.82 20 18 .70 39 .27 554.84 590 .79 ..1Lfil 21 16 .83 35 .53 554.47 590 .37 17 .95 22 14 .96 31 .79 550 .70 586 .26 17 .78 23 13 .09 28 .05 543 .84 578 .75 17 .45 24 11 .22 24.31 534 .15 568 .15 17 .00 25 9 .35 20 .57 521 .88 554 .72 16 .42 26 7.48 16.83 507 .24 538 .71 15 .73 27 5 .61 13 .09 490.43 520 .33 14 .95 28 3 .74 9 .35 471 .66 499 .78 14 .06 29 1.87 5 .61 450 .65 477 .27 13 .31 30 0 .00 1.87 427 .13 452 .52 12 .70 31 0 .00 0 .00 402 .99 427 .13 12 .07 32 0 .00 0 .00 380.06 402 .99 11.47 33 0 .00 0 .00 358.26 380.06 10 .90 34 0 .00 0.00 337 .54 358 .26 10 .36 35 0 .00 0.00 317 .84 337.54 9.85 36 0 .00 0 .00 299.13 317 .84 9.36 37 0.00 0 .00 281 .34 299 .13 8 .89 38 0 .00 0 .00 264.43 281 .34 8 .45 39 0 .00 0 .00 248 .36 264.43 8 .04 40 0 .00 0 .00 233 .08 248 .36 7 .64 41 0 .00 0 .00 218 .57 233 .08 7 .26 42 0 .00 0 .00 204 .77 218 .57 6 .90 43 0.00 0 .00 191 .66 204 .77 6 .56 44 0 .00 0 .00 179 .19 191 .66 6 .23 cpc-12a.xls Storage Routing Analysis Detention Area 1 50-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 45 0.00 0.00 167.35 179.19 5.92 46 0.00 0.00 156.09 167.35 5.63 47 0.00 0.00 145.39 156.09 5.35 48 0.00 0.00 135.22 145.39 5.09 49 0.00 0.00 125.55 135.22 4.83 50 0.00 0.00 116.36 125.55 4.59 51 0.00 0.00 107.63 116.36 4.37 52 0.00 0.00 99.49 107.63 4.07 53 0.00 0.00 91.96 99.49 3.76 54 0.00 0.00 85.01 91.96 3.48 55 0.00 0.00 78.58 85.01 3.21 56 0.00 0.00 72.64 78.58 2.97 57 0.00 0.00 67.14 72.64 2.75 58 0.00 0.00 62.06 67.14 2.54 59 0.00 0.00 57.37 62.06 2.35 60 0.00 0.00 53.03 57.37 2.17 61 0.00 0.00 49.02 53.03 2.01 62 0.00 0.00 45.31 49.02 1.85 63 0.00 0.00 41.88 45.31 1.71 64 0.00 0.00 38.72 41.88 1.58 65 0.00 0.00 35.79 38.72 1.46 66 0.00 0.00 33.08 35.79 1.35 67 0.00 0.00 30.58 33.08 1.25 68 0.00 0.00 28.27 30.58 1.16 69 0.00 ·0.00 26.13 28.27 1.07 70 0.00 0.00 "24.15 26.13 0.99 71 0.00 0.00 22.32 24.15 0.91 72 0.00 0.00 20.64 22.32 0.84 73 0.00 0.00 19.08 20.64 0.78 74 0.00 0.00 17.63 19.08. 0.72 75 0.00 0.00 16.30 17.63 0.67 76 0.00 0.00 15.07 16.30 0.62 77 0.00 0.00 13.93 15.07 0.57 78 0.00 0.00 12.87 13.93 0.53 79 0.00 0.00 11.90 12.87 0.49 80 0.00 0.00 11.00 11.90 0.45 81 0.00 0.00 10.17 11.00 0.42 82 0.00 0.00 9.40 10.17 0.38 83 0.00 0.00 8.69 9.40 0.36 84 0.00 0.00 8.03 8.69 0.33 85 0.00 0.00 7.42 8.03 0.30 86 0.00 0.00 6.86 7.42 0.28 87 0.00 0.00 6.34 6.86 0.26 88 0.00 0.00 5.86 6.34 0.24 89 0.00 0.00 5.42 5.86 0.22 cpc-12a.xls Storage Routing Analysis Detention Area 1 50-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs} (cfs} 2s/t-0 2s/t+O (cfs} 90 0.00 0.00 5.01 5.42 0.20 91 0.00 0.00 4.63 5.01 0.19 92 0.00 0.00 4.28 4.63 0.18 93 0.00 0.00 3.96 4.28 0.16 94 0.00 0.00 3.66 3.96 0.15 95 0.00 0.00 3.38 3.66 0.14 96 0.00 0.00 3.12 3.38 0.13 97 0.00 0.00 2.89 3.12 0.12 98 0.00 0.00 2.67 2.89 0.11 99 0.00 0.00 2.47 2.67 0.10 100 0.00 0.00 2.28 2.47 0.09 101 0.00 0.00 2.11 2.28 0.09 102 0.00 0.00 1.95 2.11 0.08 103 0.00 0.00 1.80 1.95 0.07 104 0.00 0.00 1.67 1.80 0.07 105 0.00 0.00 1.54 1.67 0.06 106 0.00 0.00 1.42 1.54 0.06 107 0.00 0.00 1.32 1.42 0.05 108 0.00 0.00 1.22 1.32 0.05 109 0.00 0.00 1.12 1.22 0.05 110 0.00 0.00 1.04 1.12 0.04 111 0.00 0.00 0.96 1.04 0.04 112 0.00 0.00 0.89 0.96 0.04 113 0.00 0.00 0.82 0.89 0.03 114 0.00 0.00 0.76 0.82 0.03 115 0.00 0.00 0.70 0.76 0.03 116 0.00 0.00 0.65 0.70 0.03 117 0.00 0.00 0.60 0.65 0.02 118 0.00 0.00 0.55 0.60 0.02 119 0.00 0.00 0.51 0.55 0.02 120 0.00 0.00 0.47 0.51 0.02 121 0.00 0.00 0.44 0.47 0.01 122 0.00 0.00 0.42 0.44 0.01 123 0.00 0.00 0.39 0.42 0.01 124 0.00 0.00 0.37 0.39 0.01 125 0.00 0.00 0.34 0.37 0.01 126 0.00 0.00 0.32 0.34 0.01 127 0.00 0.00 0.30 0.32 0.01 128 0.00 0.00 0.28 0.30 0.01 129 0.00 0.00 0.27 0.28 0.01 130 0.00 0.00 0.25 0.27 0.01 cpc-12a .xls Storage Routing Analysis Detention Area 1 100-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 0 0 .00 0 .00 0 .00 0.00 0 .00 1 4 .25 4 .25 3 .93 4 .25 0 .16 2 8 .50 12 .75 15.42 16 .68 0 .63 3 12 .75 21 .25 33 .89 36 .67 1 .39 4 17 .00 29 .75 58 .83 63 .64 2 .41 5 21 .25 38 .25 89 .74 97 .08 3 .67 6 25 .50 46 .75 126 .76 136 .49 4 .86 7 29 .75 55 .25 170 .02 182.01 5 .99 8 34.00 63 .75 219 .22 233 .77 7 .28 9 38 .25 72 .25 274 .06 291.47 8 .71 10 42 .50 80 .75 334 .26 354.81 10 .27 11 40 .38 82 .88 393.50 417 .14 11 .82 12 38 .25 78 .63 445 .76 472 .12 13 .18 13 36 .13 76 .50 492 .20 522.26 15 .03 14 34 .00 70 .13 528 .83 562.33 16 .75 15 31 .88 65 .88 558.42 594 .70 18 .14 16 29 .75 61 .63 581 .59 620 .05 19 .23 17 27 .63 57 .38 598 .88 638 .97 20 .04 18 25 .50 53 .13 610 .80 652 .01 20 .60 19 23 .38 48 .88 617 .82 659 .68 20 .93 20 21 .25 44 .63 620 .34 662.44 ..2.1M 21 19 .13 40 .38 618 .77 660 .72 20 .98 22 17 .00 36 .13 613.44 654 .89 20 .73 23 14 .88 31 .88 604 .69 645 .32 20 .31 24 12 .75 27.63 592 .80 632 .31 19 .76 25 10 .63 23 .38 578 .05 616 .18 19 .06 26 8 .50 19 .13 560 .68 597 .18 18 .25 27 6 .38 14 .88 540 .92 575 .56 17 .32 28 4 .25 10 .63 518 .98 551 .55 16 .29 29 2 .13 6 .38 495 .03 525 .35 15 .16 30 0 .00 2 .13 469 .25 497 .15 13 .95 31 0 .00 0 .00 443 .03 469 .25 13 .11 32 0 .00 0 .00 418 .11 443 .03 12 .46 33 0 .00 0 .00 394 .42 418 .11 11 .84 34 0 .00 0 .00 371 .91 394.42 11 .26 35 0 .00 0 .00 350.51 371 .91 10 .70 36 0 .00 0 .00 330.18 350 .51 10 .17 37 0 .00 0 .00 310 .85 330 .18 9 .66 38 0 .00 0 .00 292.48 310.85 9 .19 39 0 .00 0 .00 275 .02 292.48 8 .73 40 0 .00 0 .00 258.42 275 .02 8 .30 41 0 .00 0 .00 242 .65 258.42 7 .89 42 0 .00 0 .00 227 .66 242 .65 7 .50 43 0 .00 0 .00 213.41 227 .66 7 .12 44 0 .00 0 .00 199 .87 213.41 6 .77 cpc-12a. xis Storage Routing Analysis Detention Area 1 100-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 45 0.00 0.00 187.00 199.87 6.44 46 0.00 0.00 174.77 187.00 6.12 47 0.00 0.00 163.14 174.77 5.81 48 0.00 0.00 152.09 163.14 5.53 49 0.00 0.00 141.59 152.09 5.25 50 0.00 0.00 131.60 141.59 4.99 51 0.00 0.00 122.12 131.60 4.74 52 0.00 0.00 113.10 122.12 4.51 53 0.00 0.00 104.55 113.10 4.28 54 0.00 0.00 96.64 104.55 3.95 55 0.00 0.00 89.33 96.64 3.65 56 0.00 0.00 82.57 89.33 3.38 57 0.00 0.00 76.33 82.57 3.12 58 0.00 0.00 70.55 76.33 2.89 59 0.00 0.00 65.22 70.55 2.67 60 0.00 0.00 60.28 65.22 2.47 61 0.00 0.00 55.72 60.28 2.28 62 0.00 0.00 51.51 55.72 2.11 63 0.00 0.00 47.61 51.51 1.95 64 0.00 0.00 44.01 47.61 1.80 65 0.00 0.00 40.68 44.01 1.66 66 0.00 . 0.00 37.61 40.68 1.54 67 0.00 0.00 34.76 37.61 1.42 68 0.00 0.00 32.13 34.76 1.31 69 0.00 0.00 29.70 32.13 1.22 70 0.00 0.00 27.46 29.70 1.12 71 0.00 0.00 25.38 27.46 1.04 72 0.00 0.00 23.46 25.38 0.96 73 0.00 0.00 21.68 23.46 0.89 74 0.00 0.00 20.04 21.68 0.82 75 0.00 0.00 18.53 20.04 0.76 76 0.00 0.00 17.13 18.53 0.70 77 0.00 0.00 15.83 17.13 0.65 78 0.00 0.00 14.63 15.83 0.60 79 0.00 0.00 13.53 14.63 0.55 80 0.00 0.00 12.50 13.53 0.51 81 0.00 0.00 11.56 12.50 0.47 82 0.00 0.00 10.68 11.56 0.44 83 0.00 0.00 9.88 10.68 0.40 84 0.00 0.00 9.13 9.88 0.37 85 0.00 0.00 8.44 9.13 0.35 86 0.00 0.00 7.80 8.44 0.32 87 0.00 0.00 7.21 7.80 0.29 88 0.00 0.00 6.66 7.21 0.27 89 0.00 0.00 6.16 6.66 0.25 cpc-12a.xls Storage Routing Analysis Detention Area 1 100-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 90 0.00 0.00 5.69 6.16 0.23 91 0.00 0.00 5.26 5.69 0.22 92 0.00 0.00 4.87 5.26 0.20 93 0.00 0.00 4.50 4.87 0.18 94 0.00 0.00 4.16 4.50 0.17 95 0.00 0.00 3.84 4.16 0.16 96 0.00 0.00 3.55 3.84 0.15 97 0.00 0.00 3.28 3.55 0.13 98 0.00 0.00 3.04 3.28 0.12 99 0.00 0.00 2.81 3.04 0.11 100 0.00 0.00 2.59 2.81 0.11 101 0.00 0.00 2.40 2.59 0.10 102 0.00 0.00 2.22 2.40 0.09 103 0.00 0.00 2.05 2.22 0.08 104 0.00 0.00 1.89 2.05 0.08 105 0.00 0.00 1.75 1.89 0.07 106 0.00 0.00 1.62 1.75 0.07 107 0.00 0.00 1.50 1.62 0.06 108 0.00 0.00 1.38 1.50 0.06 109 0.00 0.00 1.28 1.38 0.05 110 0.00 0.00 1.18 1.28 0.05 111 0.00 0.00 1.09 1.18 0.04 112 0.00 0.00 1.01 1.09 0.04 113 0.00 0.00 0.93 1.01 0.04 114 0.00 0.00 0.86 0.93 0.04 115 0.00 0.00 0.80 0.86 0.03 116 0.00 0.00 0.74 0.80 0.03 117 0.00 0.00 0.68 0.74 0.03 118 0.00 0.00 0.63 0.68 0.03 119 0.00 0.00 0.58 0.63 0.02 120 0.00 0.00 0.54 0.58 0.02 cpc-3b .xls Storage Routing Analysis Detention Area 2 5-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 0 0 .00 0.00 0.00 0 .00 0.00 1 2 .28 2 .28 1.76 2 .28 0.26 2 4 .56 6 .84 6 .62 8.60 0.99 3 6 .84 11 .40 13 .88 18 .02 2 .07 4 9 .12 15 .96 22 .98 29 .84 3.43 5 11.40 20 .52 34 .02 43 .50 4.74 6 13 .68 25 .08 47 .37 59 .10 5.86 7 15 .96 29 .64 62 .70 77 .01 7 .16 8 18 .24 34 .20 79 .72 96 .90 8.59 9 20 .52 38 .76 98 .19 118.48 10 .15 10 22 .80 43 .32 117.90 141 .51 11 .81 11 25 .08 47 .88 138.67 165.78 13 .56 12 27 .36 52.44 161 .64 191 .11 14 .74 12 .5 28 .50 55 .86 185.60 217 .50 15 .95 13 27 .93 56.43 207 .88 242 .03 17 .07 14 26 .77 54.70 226 .54 262 .58 18 .02 15 25 .60 52 .37 241 .37 278 .91 18 .77 16 24.44 50 .04 252 .73 291 .41 19.34 17 23 .28 47 .71 260 .92 300.44 19 .76 18 22 .11 45 .39 266 .25 306 .31 20 .03 19 20 .95 43 .06 268 .98 309 .31 20 .17 20 19.78 40 .73 269 .34 309.71 20 .18 -21 18 .62 38 .40 267 .56 307 .75 20 .09 22 17.46 36 .08 263 .83 303 .64 19.91 23 16.29 33 .75 258 .32 297 .58 19 .63 24 15.13 31 .42 251 .21 289 .74 19 .27 25 13.97 29 .09 242 .64 280 .30 18.83 26 12 .80 26 .77 232 .74 269 .40 18 .33 27 11 .64 24 .44 221 .64 257 .18 17 .77 28 10.47 22 .11 209.44 243 .75 17.15 29 9 .31 19 .78 196.25 229 .22 16 .49 30 8 .15 17.46 182.16 213 .71 15 .77 31 6 .98 15 .13 167.25 197.29 15 .02 32 5.82 12.80 151 .60 180.05 14 .23 33 4.65 10.47 135.50 162.07 13 .29 34 3.49 8.15 119.72 143 .64 11 .96 35 2 .33 5.82 104.23 125.54 10 .65 36 1.16 3.49 88 .98 107.72 9.37 37 0.00 1.16 73 .94 90 .15 8.10 38 0.00 0.00 60 .07 73 .94 6 .93 39 0.00 0.00 48 .20 60 .07 5.93 40 0 .00 0 .00 38 .05 48 .20 5.08 41 0 .00 0.00 29 .35 38 .05 4 .35 42 0 .00 0.00 22 .60 29 .35 3.37 cpc-3b.xls Storage Routing Analysis Detention Area 2 5-Year Storm Event 43 0.00 0.00 17.41 22.60 2.60 44 0.00 0.00 13.40 17.41 2.00 45 0.00 0.00 10.32 13.40 1.54 46 0.00 0.00 7.95 10.32 1.19 47 0.00 0.00 6.12 7.95 0.91 48 0.00 0.00 4.71 6.12 0.70 49 0.00 0.00 3.63 4.71 0.54 50 0.00 0.00 2.79 3.63 0.42 51 0.00 0.00 2.15 2.79 0.32 52 0.00 0.00 1.66 2.15 0.25 53 0.00 0.00 1.28 1.66 0.19 54 0.00 0.00 0.98 1.28 0.15 55 0.00 0.00 0.76 0.98 0.11 56 0.00 0.00 0.58 0.76 0.09 57 0.00 0.00 0.45 0.58 0.07 58 0.00 0.00 0.35 0.45 0.05 59 0.00 0.00 0.27 0.35 0.04 60 0.00 0.00 0.20 0.27 0.03 61 0.00 0.00 0.16 0.20 0.02 62 0.00 0.00 0.12 0.16 0.02 63 0.00 0.00 0.09 0.12 0.01 64 0.00 0.00 0.07 0.09 0.01 65 0.00 0.00 0.06 0.07 0.01 66 0.00 0.00 0.04 0.06 0.01 67 0.00 0.00 0.03 0.04 0.00 68 0.00 0.00 0.03 0.03 0.00 69 0.00 0.00 0.02 0.03 0.00 70 0.00 0.00 0.02 0.02 0.00 cpc-3b .xls Storage Routing Analysis Detention Area 2 10-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 0 0.00 0.00 0 .00 0.00 0.00 1 2 .54 2.54 1.96 2.54 0.29 2 5 .09 7.63 7 .39 9 .59 1.10 3 7 .63 12 .72 15.48 20.11 2.31 4 10 .18 17 .81 25 .64 33.29 3.83 5 12 .72 22 .90 38 .33 48 .53 5.10 6 15 .27 27 .99 53 .55 66 .31 6 .38 7 17 .81 33 .07 70 .92 86 .62 7 .85 8 20 .35 38 .16 90 .15 109.09 9.47 9 22 .90 43 .25 110.96 133.40 11 .22 10 25.44 48 .34 133.12 159.30 13 .09 11 27 .99 53.43 157.50 186.55 14 .53 12 30.53 58 .52 184.25 216 .01 15 .88 12 .5 31.80 62 .33 212 .02 246 .58 17.28 13 31.16 62 .96 237 .80 274 .98 18.59 14 29 .86 61.02 259.45 298 .82 19.68 15 28 .56 58 .43 276 .76 317.88 20 .56 16 27 .27 55 .83 290 .12 332 .59 21 .24 17 25 .97 53 .23 299 .99 343.35 21 .68 18 24 .67 50.64 306 .68 350 .63 21 .98 19 23 .37 48 .04 310.43 354 .71 22 .14 20 22 .07 45.44 311 .50 355 .87 ~ 21 20 .77 42 .85 310 .09 354.34 22.13 22 19.48 40.25 306.41 350 .34 21 .96 23 18 .18 37 .65 300 .64 344 .06 21 .71 24 16 .88 35 .06 292 .96 335.70 21 .37 25 15 .58 32.46 283.61 325.42 20 .91 26 14 .28 29 .86 272 .76 313.47 20 .36 27 12 .98 27 .27 260.54 300 .02 19 .74 28 11 .69 24 .67 247 .09 285.21 19 .06 29 10 .39 22.07 232 .52 269.17 18 .32 30 9 .09 19.48 216 .93 252 .00 17 .53 31 7 .79 16 .88 200.42 233 .81 16 .70 32 6.49 14 .28 183.06 214 .70 15 .82 33 5 .19 11 .69 164.94 194.75 14 .90 34 3 .90 9.09 146.13 174.03 13 .95 35 2 .60 6.49 127.41 152 .62 12 .61 36 1.30 3.90 109.16 131 .30 11 .07 37 0 .00 1.30 91 .33 110.46 9.57 38 0 .00 0.00 74 .95 91".33 8.19 39 0 .00 0.00 60 .94 74.95 7.01 40 0 .00 0 .00 48 .94 60 .94 6 .00 41 0 .00 0 .00 38 .68 48 .94 5.13 42 0 .00 0 .00 29 .89 38 .68 4 .39 cpc-3b.xls Storage Routing Analysis Detention Area 2 10-Year Storm Event 43 0.00 0.00 23.02 29.89 3.44 44 0.00 0.00 17.73 23.02 2.65 45 0.00 0.00 13.65 17.73 2.04 46 0.00 0.00 10.51 13.65 1.57 47 0.00 0.00 8.09 10.51 1.21 48 0.00 0.00 6.23 8.09 0.93 49 0.00 0.00 4.80 6.23 0.72 50 0.00 0.00 3.70 4.80 0.55 51 0.00 0.00 2.85 3.70 0.42 52 0.00 0.00 2.19 2.85 0.33 53 0.00 0.00 1.69 2.19 0.25 54 0.00 0.00 1.30 1.69 0.19 55 0.00 0.00 1.00 1.30 0.15 56 0.00 0.00 0.77 1.00 0.12 57 0.00 0.00 0.59 0.77 0.09 58 0.00 0.00 0.46 0.59 0.07 59 0.00 0.00 0.35 0.46 0.05 60 0.00 0.00 0.27 0.35 0.04 61 0.00 0.00 0.21 0.27 0.03 62 0.00 0.00 0.16 0.21 0.02 63 0.00 0.00 0.12 0.16 0.02 64 0.00 0.00 0.10 0.12 0.01 65 0.00 0.00 0.07 0.10 0.01 66 0.00 0.00 0.06 0.07 0.01 67 0.00 0.00 0.04 0.06 0.01 68 0.00 0.00 0.03 0.04 0.01 69 0.00 0.00 0.03 0.03 0.00 70 0.00 0.00 0.02 0.03 0.00 71 0.00 0.00 0.02 0.02 0.00 72 0.00 0.00 0.01 0.02 0.00 73 0.00 0.00 0.01 0.01 0.00 74 0.00 0.00 0.01 0.01 0.00 75 0.00 0.00 0.01 0.01 0.00 cpc-3b .xls Storage Routing Analysis Detention Area 2 25-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs} (cfs} 2s/t-0 2s/t+O (cfs} 0 0.00 0 .00 0.00 0 .00 0.00 1 3.02 3.02 2 .32 3.02 0.35 2 6 .03 9.05 8.76 11 .37 1.31 3 9 .05 15.08 18 .35 23 .83 2 .74 4 12 .06 21.11 30 .57 39.46 4.45 5 15.08 27 .14 46 .18 57 .71 5.76 6 18 .10 33 .17 64 .71 79 .36 7.32 7 21 .11 39 .21 85 .72 103.91 9.10 8 24 .13 45 .24 108.87 130.96 11 .04 9 27 .14 51 .27 133.84 160.14 13 .15 10 30 .16 57 .30 161 .67 191 .14 14 .74 11 33 .17 63 .33 192.42 225 .00 16.29 12 36 .19 69 .36 225 .82 261 .78 17 .98 12 .5 37 .70 73 .89 260 .26 299 .71 19 .72 13 36 .95 74 .65 292 .23 334 .91 21 .34 14 35.41 72 .36 319 .51 364 .59 22 .54 15 33 .87 69 .28 341 .74 388 .79 23 .53 16 32 .33 66 .20 359 .34 407 .94 24 .30 17 30 .79 63 .12 372 .67 422.46 24 .89 18 29.25 60 .04 382 .10 432 .72 25 .31 19 27 .71 56 .96 387 .93 439 .06 25.57 20 26 .17 53 .89 390.46 441 .81 25 .68 21 24 .63 50 .81 389 .95 441 .26 25 .66 22 23 .09 47 .73 386 .66 437 .68 25 .51 23 21 .55 44 .65 380 .80 431 .30 25 .25 24 20 .01 41 .57 372 .59 422 .37 24 .89 25 18.48 38.49 362 .22 411 .08 24 .43 26 16 .94 35.41 349 .86 397 .63 23 .88 27 15.40 32 .33 335 .68 382 .19 23 .26 28 13 .86 29 .25 319 .82 364 .93 22 .56 29 12 .32 26 .17 302 .42 345 .99 21.79 30 10 .78 23.09 283 .69 325 .51 20.91 31 9.24 20.01 263.89 303 .71 19 .91 32 7 .70 16 .94 243 .11 280 .82 18 .86 33 6 .16 13 .86 221.44 256.97 17.76 34 4 .62 10 .78 198.97 232 .22 16 .62 35 3.08 7.70 175.77 206 .67 15.45 36 1.54 4 .62 151 .90 180.39 14 .24 37 0 .00 1.54 128.11 153.44 12 .67 38 0 .00 0 .00 106.43 128.11 10 .84 39 0 .00 0 .00 87 .88 106.43 9.28 40 0.00 0 .00 72 .00 87 .88 7 .94 41 0.00 0 .00 58.41 72 .00 6 .79 42 0.00 0 .00 46 .78 58.41 5.81 cpc-3b.xls Storage Routing Analysis Detention Area 2 25-Year Storm Event 43 0.00 0.00 36.83 46.78 4.98 44 0.00 0.00 28.36 36.83 4.23 45 0.00 0.00 21.84 28.36 3.26 46 0.00 0.00 16.82 21.84 2.51 47 0.00 0.00 12.95 16.82 1.93 48 0.00 0.00 9.97 12.95 1.49 49 0.00 0.00 7.68 9.97 1.15 50 0.00 0.00 5.91 7.68 0.88 51 0.00 0.00 4.55 5.91 0.68 52 0.00 0.00 3.51 4.55 0.52 53 0.00 0.00 2.70 3.51 0.40 54 0.00 0.00 2.08 2.70 0.31 55 0.00 0.00 1.60 2.08 0.24 56 0.00 0.00 1.23 1.60 0.18 57 0.00 0.00 0.95 1.23 0.14 58 0.00 0.00 0.73 0.95 0.11 59 0.00 0.00 0.56 0.73 0.08 60 0.00 0.00 0.43 0.56 0.06 61 0.00 0.00 0.33 0.43 0.05 62 0.00 0.00 0.26 0.33 0.04 63 0.00 0.00 0.20 0.26 0.03 64 0.00 0.00 0.15 0.20 0.02 65 0.00 0.00 0.12 0.15 0.02 66 0.00 0.00 0.09 0.12 0.01 67 0.00 0.00 0.07 0.09 0.01 68 0.00 0.00 0.05 0.07 0.01 69 0.00 0.00 0.04 0.05 0.01 70 0.00 0.00 0.03 0.04 0.00 71 0.00 I 0.00 0.02 0.03 0.00 72 0.00 0.00 0.02 0.02 0.00 73 0.00 0.00 0.01 0.02 0.00 74 0.00 0.00 0.01 0.01 0.00 75 0.00 0.00 0.01 0.01 0.00 76 0.00 0.00 0.01 0.01 0.00 77 0.00 0.00 0.01 0.01 0.00 78 0.00 0.00 0.00 0.01 0.00 79 0.00 0.00 0.00 0.00 0.00 80 0.00 0.00 0.00 0.00 0.00 cpc-3b .xls Storage Routing Analysis Detention Area 2 50-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfsl 2s/t-O 2s/t+O (cfsl 0 0 .00 0 .00 0 .00 0.00 0 .00 1 3 .38 3.38 2 .61 3 .38 0.39 2 6 .77 10 .15 9 .82 12 .76 1.47 3 10.15 16.92 20 .60 26 .75 3.08 4 13.54 23 .69 34.69 44 .28 4 .80 5 16.92 30.46 52.55 65 .15 6 .30 6 20 .31 37.23 73 .62 89 .77 8.08 7 23 .69 43 .99 97.45 117.62 10.08 8 27 .07 50 .76 123 .64 148.21 12 .29 9 30.46 57 .53 152 .61 181 .17 14 .28 10 33.84 64 .30 185.07 216 .91 15 .92 11 37 .23 71 .07 220 .69 256 .14 17 .72 12 40 .61 77 .84 259 .19 298 .53 19 .67 12 .5 42 .30 82 .91 298 .84 342 .10 21 .63 13 41.45 83 .75 336 .04 382 .59 23 .27 14 39 .72 81 .17 367 .85 417 .21 24 .68 15 38 .00 77 .72 ' 393 .91 445 .57 25 .83 16 36 .27 74 .26 414.68 468 .18 26 .75 17 34 .54 70 .81 430 .58 485.49 27.45 18 32.81 67 .36 442 .02 497 .94 27 .96 19 31 .09 63.90 449 .36 505.92 28 .28 20 29 .36 60.45 452 .93 509 .81 ..lMi 21 27 .63 56 .99 453 .03 509 .92 28.44 22 25 .91 53 .54 449 .95 506 .57 28 .31 23 24.18 50 .09 443 .95 500 .04 28 .04 24 22 .45 46.63 435 .26 490 .58 27 .66 25 20 .73 43.18 424 .11 478 .44 27 .17 26 19.00 39 .72 410.69 463 .83 26 .57 27 17 .27 36 .27 395 .18 446 .95 . 25 .89 28 15.54 32 .81 377 .76 427.99 25 .12 29 13.82 29 .36 358 .58 407 .12 24 .27 30 12 .09 25 .91 337 .79 384.49 23 .35 31 10.36 22 .45 315 .51 360 .24 22 .37 32 8 .64 19 .00 291 .86 334 .50 21 .32 33 6 .91 15 .54 267 .25 307 .41 20 .08 34 5.18 12 .09 241 .76 279 .34 18 .79 35 3.45 8 .64 215.48 250.40 17.46 36 1.73 5.18 188.48 220 .66 16 .09 37 0.00 1.73 160.82 190 .20 14 .69 38 0 .00 0.00 134 .42 160.82 13 .20 39 0.00 0 .00 111 .83 134.42 11 .29 40 0.00 0 .00 92 .50 111 .83 9.67 41 0 .00 0 .00 75 .95 92 .50 8.27 42 0 .00 0 .00 61 .80 75 .95 7.08 cpc-3b.xls Storage Routing Analysis Detention Area 2 50-Year Storm Event 43 0.00 0.00 49.68 61.80 6.06 44 0.00 0.00 39.31 49.68 5.19 45 0.00 0.00 30.43 39.31 4.44 46 0.00 0.00 23.43 30.43 3.50 47 0.00 0.00 18.05 23.43 2.69 48 0.00 0.00 13.90 18.05 2.07 49 0.00 0.00 10.70 13.90 1.60 50 0.00 0.00 8.24 10.70 1.23 51 0.00 0.00 6.35 8.24 0.95 52 0.00 0.00 4.89 6.35 0.73 53 0.00 0.00 3.76 4.89 0.56 54 0.00 0.00 2.90 3.76 0.43 55 0.00 0.00 2.23 2.90 0.33 56 0.00 0.00 1.72 2.23 0.26 57 0.00 0.00 1.32 1.72 0.20 58 0.00 0.00 1.02 1.32 0.15 59 0.00 0.00 0.78 1.02 0.12 60 0.00 0.00 0.60 0.78 0.09 61 0.00 0.00 0.47 0.60 0.07 62 0.00 0.00 0.36 0.47 0.05 63 0.00 0.00 0.28 0.36 0.04 64 0.00 0.00 0.21 0.28 0.03 65 0.00 0.00 0.16 0.21 0.02 66 0.00 0.00 0.13 0.16 0.02 67 0.00 0.00 0.10 0.13 0.01 68 0.00 0.00 0.07 0.10 0.01 69 0.00 0.00 0.06 0.07 0.01 70 0.00 0.00 0.04 0.06 0.01 71 0.00 0.00 0.03 0.04 0.01 72 0.00 0.00 0.03 0.03 0.00 73 0.00 0.00 0.02 0.03 0.00 74 0.00 0.00 0.02 0.02 0.00 75 0.00 0.00 0.01 0.02 0.00 76 0.00 0.00 0.01 0.01 0.00 77 0.00 0.00 0.01 0.01 0.00 78 0.00 0.00 0.01 0.01 0.00 79 0.00 0.00 0.00 0.01 0.00 80 0.00 0.00 0.00 0.00 0.00 cpc-3b .xls Storage Routing Analysis Detention Area 2 100-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-O 2s/t+O (cfs) 0 0 .00 0 .00 0.00 0 .00 0.00 1 3 .82 3.82 2 .94 3.82 0.44 2 7.65 11.47 11 .10 14.42 1.66 3 11.47 19 .12 23 .27 30 :22 3.47 4 15.30 26 .77 39 .62 50 .04 5.21 5 19 .12 34.42 60 .15 74 .04 6 .94 6 22 .95 42.07 84 .27 102 .22 8.97 7 26 .77 49 .71 111 .46 133.99 11 .26 8 30 .59 57 .36 141.40 168.82 13 .71 9 34 .42 65 .01 175.54 206.41 15.44 10 38 .24 72 .66 213.48 248 .19 17.36 11 42 .07 80 .31 254 .88 293 .79 19.45 12 45 .89 87 .96 299 .52 342 .84 21 .66 12 .5 47 .80 93 .69 345 .80 393 .21 23 .70 13 46 .84 94 .64 389 .19 440 .44 25 .62 14 44 .89 91 .73 426 .39 480 .92 27 .27 15 42 .94 87 .83 456 .98 514 .21 28 .62 16 40 .99 83 .92 481.49 540 .90 29 .70 17 39 .03 80 .02 498 .77 561 .51 31 .37 18 37 .08 76 .12 507.31 574 .89 33 .79 19 35 .13 72 .21 510 .27 579 .52 34 .63 20 33 .18 68.31 509 .67 578 .58 34.46 21 31 .23 64.41 506 .80 574 .08 33 .64 22 29.28 60.50 502.47 567 .30 32.41 23 27 .32 56 .60 497.21 559 .07 30 .93 24 25 .37 52 .70 489 .77 549.91 30 .07 25 23.42 48 .79 479.35 538 .56 29.61 26 21.47 44.89 466 .18 524 .23 29 .03 27 19.52 40 .99 450 .50 507 .17 28 .33 28 17 .57 37 .08 432 .51 487 .58 27 .54 29 15 .61 33 .18 412 .39 465 .69 26 .65 30 13 .66 29 .28 390 .32 441 .66 25 .67 31 11 .71 25.37 366.46 415 .69 24 .62 32 9.76 21.47 340.94 387 .92 23.49 33 7 .81 17 .57 313 .92 358 .51 22 .30 34 5.85 13.66 285 .57 327 .58 21.01 35 3 .90 9.76 256 .28 295 .33 19.52 36 1.95 5.85 226 .14 262 .14 18.00 37 0 .00 1.95 195.22 228 .09 16.43 38 0 .00 0.00 165.37 195.22 14 .92 39 0.00 0 .00 138.27 165.37 13 .55 40 0.00 0 .00 115.12 138.27 11 .57 41 0.00 0.00 95 .32 115.12 9.90 42 0 .00 0.00 78 .37 95 .32 8.48 43 0 .00 0.00 63 .86 78 .37 7.25 cpc-3b.xls Storage Routing Analysis Detention Area 2 100-Year Storm Event Time Inflow 11+12 Outflow (min.) (cfs) (cfs) 2s/t-0 2s/t+O (cfs) 44 0.00 0.00 51.44 63.86 6.21 45 0.00 0.00 40.82 51.44 5.31 46 0.00 0.00 31.73 40.82 4.55 47 0.00 0.00 24.43 31.73 3.65 48 0.00 0.00 18.81 24.43 2.81 49 0.00 0.00 14.49 18.81 2.16 50 0.00 0.00 11.16 14.49 1.67 51 0.00 0.00 8.59 11.16 1.28 52 0.00 0.00 6.62 8.59 0.99 53 0.00 0.00 5.09 6.62 0.76 54 0.00 0.00 3.92 5.09 0.59 55 0.00 0.00 3.02 3.92 0.45 56 0.00 0.00 2.33 3.02 0.35 57 0.00 0.00 1.79 2.33 0.27 58 0.00 0.00 1.38 1.79 0.21 59 0.00 0.00 1.06 1.38 0.16 60 0.00 0.00 0.82 1.06 0.12 61 0.00 0.00 0.63 0.82 0.09 62 0.00 0.00 0.49 0.63 0.07 63 0.00 0.00 0.37 0.49 0.06 64 0.00 0.00 0.29 0.37 0.04 65 0.00 0.00 0.22 0.29 0.03 66 0.00 0.00 0.17 0.22 0.03 67 . 0.00 0.00 0.13 0.17 0.02 68 0.00 ·o.oo 0.10 0.13 0.02 69 0.00 0.00 0.08 0.10 0.01 70 0.00 0.00 0.06 0.08 0.01 71 0.00 0.00 0.05 0.06 0.01 72 0.00 0.00 0.04 0.05 0.01 73 0.00 0.00 0.03 0.04. 0.00 74 0.00 0.00 0.02 0.03 0.00 75 0.00 0.00 0.02 0.02 0.00 76 0.00 0.00 0.01 0.02 0.00 77 0.00 0.00 0.01 0.01 0.00 78 0.00 0.00 0.01 0.01 0.00 79 0.00 0.00 0.01 0.01 0.00 80 0.00 0.00 0.00 0.01 0.00 Date: September 22 , 2000 To: Amanda Hudec , Accountin~_Nt... From : Bob Mosley, City Enginee~\\\ Subject: Completed Infrastructure from Pri vate Development By the attached letter of completion for the Covenant Presbyterian Church development, we have accepted the following improvements to the City of College Station infrastructure. Water: 8-inch PVC main 754 linear feet (DR-14, C-900 Cl.200) Fire Hydrant Assembly 2 each Based upon our previous meeting, Development Services has begun providing us engineering estimates with the private development plans . This will allow us to identify the cost of the infrastructure in the future . We do not have the engineering estimates for this project. This memo provides a record of the infrastructure acceptance. However, the engineering cost estimates for this infrastructure will be required from Development Services. c: Natalie Ruiz, Development Coordinator Vernon Wright, Engineering Technician Missy Green, Staff Assistant LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: RE: COMPLETION OF Uju,_{v/it1~ .,__ ~f '0 """""..t.s -~"'V\'"'+ p,,s/,ifu{,,"' CJAv..c-C-~ ~, The purpose of our letter is to reque st tha t the following listed improvements be approve d and accepted as being constructed under city inspection and completed according to plans and specifications as approved and require d by the City of College Station, Texas. This approval and acce ptance by the City is r e que sted in order that we may finalize any sub - contracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above reference project. __ ~ {_,-6 ~rS The one year warranty is herby affirmed and agreed to by l ~'/.-Cot'\ ~~Y\u .. t ... and by their sub-contractors as indicated by signatures below. WORK COMPLETED w 0-:\-~ r \-, ..... e. t~~f~VC-""'-" ~+s Owner: ~ueWl~ Pr~s~7fvr',;"' ~ Address: 14o+ So~ C({e5~ five. 6rl c.V) / Ti 17801 Signat~kL_ .A~ ACCEPTANCE & APPROVAL DATE ~--f-L.ooa Contractor: le ..J. c.o ~ (, 'C ~v-o-l C...Anth,-.s Address: lJb] br1;~Giv. R.,ooJ to Ll~~t_ 5+d-;\)~, -ry_ 11Bts S~nature ·~ ~ ,. l Project Description Waterline Fire Flow Analysis Covenant Presbyterian Church Rock Prairie Road and Edelweiss Avenue College Station, Texas Waterlines will be constructed in order to provide water for fire protection for the above referenced project by supplying the fire hydrants proposed for the project. Waterline W- I , constructed of 8" PVC pipe , will be located and will end at a fire hydrant near Building 1. This line will connect to an existing 8" waterline which is connected to the 30" water line along Rock Prairie Road. Waterline W-2 will connect to the existing 8" waterline along Edelweiss Avenue. This line will be constructed of 8" PVC pipe and will end at a fire hydrant near Building 2 No tapping of existing waterlines is required for this project because short sections of lines with valves and a plug were installed to serve this project site during construction of Rock Prairie Road and Edelweiss Avenue. Waterline W-2 will connect to a 6" valve which was installed to supply a 6" line for a cul-de-sac street. The location of the proposed waterlines , fire hydrants and buildings are shown on the site plan for the project. The waterline materials for this project will consist of DR-14 , PVC pipe meeting the requirements of A WW A C-900 with mechanical joint fittings . Project Fire Flow Requirements A fire sprinkler system is not proposed for this project. The fire flow for a fully involved complex was determined using the Insurance Service Office formula and parameters . The calculations for this project are shown on Exhibit 1. The fire flow requirement from the fire hydrants was determined to be 2250 gpm for Building 1 and 2,000 gpm for Building 2 . The 2250 gpm required fire flow will be divided between the 2 fire hydrants provided with a maximum flow of 1500 gpm through each line. Waterline System Analysis The headloss was computed for each section of pipe using the Hazen-Williams equation for pressure flow conditions. The results are shown in Table 1. Designation W-1 W-2 Table 1 Summary of Pipe Parameters Material Diameter, in . Length, ft Flow, gpm Headloss.ft Velocity, fps PVC 8 430 1500 17 .7 10.4 PVC 8 308 1500 12 .7 10.4 Minor losses in the lines were computed and are 3 .0 ' for waterline W-1 and 2.4 ' for waterline W-2. The total headloss for waterline W-1is20.7' or 9 psi. The total headloss for waterline W-2 is 15. l ' or 6.5 psi .. Conclusion The proposed waterlines should adequately provide the fire flow required with acceptable values for headloss and velocity in the pipes. This analysis was done assuming adequate residual pressure in the 30" and 8" water mains at the required fire flow for this project is available to allow the residual pressure in the system to stay above the 20 psi minimum pressure required by the TNRCC for water mains . A flow test can be performed if necessary to verify the capacity of the lines to supply the fire flow for this project. __ ,,,,,, --'f::-OF T~ '\ ,,:;"?-"" ••••••••• -+-..... '" '1 ''-.•* •. ~,.n 't Ill' ';:, .•• • • v · f , •• ·. * " '*.. ·. * f.:..: .................... U'i.1i' .. 1, ~ JOSEPH P .•• ~.~~········r.:·~ -~················· : """'--~ \~\ 65889 0 ,:&~ •t~;;~f.C}1s1c~~··ci-~ ~)oJh 5--/'Z -0 J , Determination of Fire Flow Fire Flow= F = 18C°'1A(gpm) Covenant Presbyterian Church Rock Prairie Road College Station, Texas C=Coefficient related to the type of construction 1.0 for ordinary construction 0 .8 for noncombustible construction 0.6 for fire-resistive construction A=Total floor area of building (st) Building I F = 18C°'1A C=0 .8 A=l4,5 62 SF F = 18(0.8) °'114,562 = 1,738 gpm Round up or down to increments of250 gpm F=l,750 gpm Addition of exposure protection Separation Distance 11-30' Percentage 20% 101-150' 5% 3 Sides @ 5% 1 Side @ 20% Add 35% to Fire Flow F = 1,750 gpm + (0.35)(1 ,750) = 2,362 gpm F = 2,250 gpm -Fire Hydrant Flow Building 2 F = 18C°'1A C=0 .6 F = 18(0.6) °'110,446 = 1,472 gpm F=l,500 gpm Addition of exposure protection Add 35% to Fire Flow F = 1,500 gpm + (0.35)(1,500) = 2 ,025 gpm F = 2,0 00 gpm -Fire Hydrant Flow A=l0,446 SF DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: ....-r-f e'l-C.OA.. -j~ .s~.Jt-2 Date: 5 _ f 2-0'J Address: 17 0 -r G, r~ h. ""' /!. () #-j Phone: bCffJ,7711 B'¥ "" 1 -r -i. // ~O'-Fax: b 9() -<f 7 17 We are transmitting the following for Development Services to review and comment: (Check all that apply.): D Master Development Plan D Preliminary Plat D Final Plat D FEMA CLOMA/CLOMR/LOMNLOMR D Site Plan D Grading Plan D Landscape Plan D Irrigation Plan D Building Construction Documents w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines w/ D Redlines .FRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: OY"waterline Construction Documents w/ D Redlines CVS-ewerline Construction Documents w/D Redlines UlDrainage Construction Documents w/ D Redlines D Street Construction Documents w/ D Redlines D Easement application with metes & bounds decsription wrDrainage Letter or Report w/ D Redlines orFire Flow Analysis w/ D Redlines Special Instructions: s: k Pl(,"' .( 700. 00 TRANSMITTAL LETfER TRANSMIT.DOC 03123/99 [ZJ1)evelopment Permit App . D Conditional Use Permit D Rezoning Application D Variance Request D Other -Please specify Pro)ccf; Lovf'nC'"'-+ Pr~ f b...,+(r<'~ ... c_ hw-e-h D TxDOT Driveway Permit D TxDOT Utility Permit D Other -Please specify 1 ofl THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98) Form Approved. OMB No . 2040-0188 See Reverse for Instructions 1 OEPA United States Environmental Protection Agency NP DES Washington, DC 20460 FORM Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of this Notice of Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit Issued for storm water discharges associated with construction activity in the State/Indian Country Land identified in Section II of this form. Submission of this Notice of Intent also constitutes notice that the party identified in Section I of this form meets the eligibility requirements in Part 1.8. of the general permit (including those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued authorization to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution Prevention Plan required under Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM. I. Owner/Operator (Applicant) Information Name: 1-(1 ~I '/-Jo C..1 o Ir\ I I 'IC I II I'-I '°I q I I 1 1L 10 I"' I ~I r1 'I '-I !J 0 Ir IS I I I I Phone: 1'1171't16111°17171( 111 Address: I I 1 '11 Or ] 161(1 Q1h1 ~l"°'I I ~01Q1J1 Status of [El I I I I I I I I I I I I I I I I Owner/Operator : City: 1C10 1 l1 l1 ~~1<-1 I ~I f-1 ~I +-11 1 I t) I f'\1 I I I I I I I State:~ Zip Code : i/171&14i51-1 I I I I II. ProjectJSlte Information Is the facility located on Indian Country Lands? Project Name: 1C.101v 1t..1"10.1"-1t1 Ip 1r I e I~ 1\o 1+1 c.1 (I ; I~ 1111 l~V\I'-' 1r1 ~ b1 I I I Yes D No0 Project Address/location : IZ1"2101 1~10 I c.1k1 1A ria1r1; 1e1 1f1D1a1d1 I I I I I I I I I I I I City: 1C1~ I \I LI ~I ~I ~I 1.s'1+1~rt1'1101"1 I I I I I I I I State: l.Tij(j Zip Code: I 7171fi 141 ~I-I I I I I Latitude: I:? 1013141t>I 0 I Longitude : I 1 '1'1' 11 11> 131~ I County: IPl <" I~ I Z..I O 15 I I I I I I I I I I I I I I Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared? YesD NoD Optional: Address of location of ~ress in Section I above D Address in Section II above D Other address (if known) below: SWPPP for viewing SWPPP Phone : Address : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City: I I I I I I I I I I I I I I I I I I I I I I I State: LLJ Zip Code: I I I I I 1-1 I I I I Name of Receiving Water: 1L1 ; I Ci ts 1G.r1e1~il\i I I I I I I I I I I I I I I I 01b Io 151 ~ o 1a 10 I 11 11.I ~ I I ~ 0 I a I ~I Based on instruction provided in Addendum A of the permit, are Month Day ttlar Month Day Year there any listed endangered or threatened species, or designated Estimated Construction Start Date Estimated Completion Date critical habitat in the project area? Estimate of area to be disturbed (lo nearest acre): I I I I I 161 Yes D Noef Estimate ol Likelihood ol Discharge (choose only one): I have satisfied permit eligibility With regard to protection or 1. D Unlikely 3. ~e per week endangered species through the indicated section of Part l.B.3 .e.(2) 5. D Continual of the permit (check one or more boxes): 2. D Once per month 4. D Once per day (a)~)D (c)D (dlD Ill. Certification I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage this system, or those persons directly responsible tor gathering the information. the information submitted is, to the best of my knowledge and bel ief, true, accurate, and complete . I am aware that there are significant penalties for submitting false information, including the possibility of line and imprisonment tor knowing violat ions . Priot Nom•' 1C1~1\1. ~~ '.l1 r1f-l1 I I I I I I I I I I I I I I I I I Date : l ~Sf 11Z I0 1 ~ Signature: {!. EPA Form 3510-9 replaced 3510-6 (8-98) I • ,. : ... ' Project Description Waterline Fire Flow Analysis Covenant Presbyterian Church Rock Prairie Road and Edelweiss Avenue College Station, Texas Waterlines will be constructed in order to provide water for fire protection for the above referenced project by supplying the fire hydrants proposed for the project. Waterline W- 1, constructed of 8" PVC pipe, will be located and will end at a fire hydrant near Building 1. This line will connect to an existing 8" waterline which is connected to the 30 " water line along Rock Prairie Road . Waterline W-2 will connect to the existing 8" waterline along Edelweiss Avenue . This line will be constructed of 8" PVC pipe and will end at a fire hydrant near Building 2 No tapping of existing waterlines is required for this project because short sections of lines with valves and a plug were installed to serve this project site during construction of Rock Prairie Road and Edelweiss Avenue . Waterline W-2 will connect to a 6" valve which was installed to supply a 6" line for a cul-de-sac street. The location of the proposed waterlines , fire hydrants and buildings are shown on the site plan for the project. The waterline materials for this project will consist of DR-14 , PVC pipe meeting the requirements of A WW A C-900 with mechanical joint fittings . Project Fire Flow Requirements A fire sprinkler system is not proposed for this project. The fire flow for a full y involved complex was determined using the Insurance Service Office formula and parameters. The calculations for this project are shown on Exhibit 1. The fire flow requirement from the fire hydrants was determined to be 2250 gpm for Building 1 and 2,000 gpm for Building 2. The 2250 gpm required fire flow will be divided between the 2 fire hydrants provided with a maximum flow of 1500 gpm through each line . Waterline System Analysis The headloss was computed for each section of pipe using the Hazen-Williams equation for pressure flow conditions. The results are shown in Table 1. Designation W-1 W-2 Table 1 Summary of Pipe Parameters Material Diameter, in . Length, ft Flow, gpm Headloss,ft Velocity, fps PVC 8 430 1500 17 .7 10.4 PVC 8 308 1500 12 .7 10.4 Minor losses in the lines were computed and are 3.0' for waterline W-1 and 2.4 ' for waterline W-2 . The total headloss for waterline W-1 is 20.7' or 9 psi. The total headloss fo r waterline W-2 is 15 .1' or 6.5 psi .. Conclusion The proposed waterlines should adequately provide the fire flow required with acceptable values for headloss and velocity in the pipes. This analysis was done assuming adequate residual pressure in the 30" and 8" water mains at the required fire flow for this project is available to allow the residual pressure in the system to stay above the 20 psi minimum pressure required by the TNRCC for water mains. A flow test can be performed if necessary to verify the capacity of the lines to supply the fire flow for this project. __ ,,,,,, --~OF r~ \\ ;'t'--<.. ••••••••••• ...\'-<? '• ,,,,.~ .. * .. QI • , _ _, . . . I!' •• • ··•I. '* .. ·. * ~ * • . .......... l ~ ••••••••••••••• TZ ir. :1········ SCHUL ,.. -,.. ... ~9.~.~r.tl .. ~; ............ ·:.ti:-~ t~ ·. 65889 .: 4J I '1 ~ •• 'Y. <:>.. 4J, ~~ 5--/?_ -0 :> Determination of Fire Flow Fire Flow = F = 18C..JA(gpm) Covenant Presbyterian Church Rock Prairie Road College Station, Texas C=Coefficient related to the type of construction 1.0 for ordinary construction 0.8 for noncombustible construction 0 .6 for fire-resistive construction A=Total floor area of building (sf) Building 1 F = 18C..JA C=0 .8 A=14 ,562 SF F = 18(0 .8) ../14 ,562 = 1,738 gpm Round up or down to increments of 250 gpm F=l ,750 gpm Add ition of ex posure protection Separation Distance 11-30 ' Percentage 20% 101-150' 5% 3 Sides @ 5% 1 Side @ 20% Add 35% to Fire Flow F = 1,750 gpm + (0.35)(1 ,750) = 2 ,362 gpm F = 2 ,250 gpm -Fire Hydrant Flow Building 2 F = 18C..JA C=0.6 F = 18(0 .6) ../10 ,446 = 1,472 gpm F=l ,500 gpm Addition of exposure protection Add 35% to Fire Flow F = 1,500 gpm + (0.35)(1 ,500) = 2 ,025 gpm F = 2 ,000 gpm -Fire Hydrant Flow A=l0,446 SF COST ESTIMATE 24-May-OO WATERLINE COVENANT PRESBYTERIAN CHURCH COLLEGE STATION , TEXAS Item Estimated Unit Estimated tl.Q. Description Quaotit:i I:r:i@ ~ 8" Waterline -PVC-Cl 200 (C900) 650 LF $24 .00 $ 15 ,600 .00 2 8" X 6" M.J . Reducer EA $250 .00 $ 250.00 3 8" X 4" M .J . Reducer EA $250 .00 $ 250 .00 4 8" M.J . deg . Bends 4 EA $300 .00 $ 1,200 .00 5 Fire Hydrant Asse mbly 2 EA $2 ,000 .00 $ 4 ,000 .00 6 Trench Safety 650 LF $1 .00 $ 650 .00 7 8" Plug EA $150 .00 $ 150 .00 8 8" Union EA $300 .00 $ 300 .00 9 8" Gate Valve EA $700 .00 $ 700 .00 Total $ 23 ,100.00 Prepared by : Texcon General Contractors )-Zf-oa ~-, C.Olll<il STATION DEVELOPMENT PERMIT PERMIT NO. 500039 DP-COVENANT PRESBYTERIAN CHURCH FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: June 8, 2000 OWNER: COVENANT PRESBYTERIAN CHURCH 3404 S COLLEGE A VE SITE ADDRESS: 220 ROCK PRAIRIE RD DRAINAGE BASIN: LICK CREEK VALID FOR 12 MONTHS CONTRACTOR: TEXCON GENERAL CONTRACTORS 1707 GRAHAM RD BRYAN, TX 77801 TYPE OF DEVELOPMENT: COLLEGE STATION , TX 77845 FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the 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 machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named roject and all of the codes and ordinances of the City of College Station that apply . Date Date FOR OFFICE USE ONLY CASE No .5tJO -jq DATE SUBMITTED: n.t::;-fd--00 DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS V $100 .00 Development Permit Application Fee. _.ll_ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . _iL'Notice oflntent (N.O.I .) if disturbed area is greater than 5 acres. LEGAL DESCRIPTION I 0. 00 Acre. Tnd- 1 Cr«w-ArJ Bur11e.# L •o.j11c: 1 A-1 1 UoJ. 35.5~; P~. 0 Z:Z6 APPLICANT (Primary Contact for th e Proj ect): Name Lo v en~"'*" Pr~.sb'i' f.u;, .... C-h\.lrc."' Street Address 3404-Sou:th Lo)/-e5c. Ave . City -~B~r......,/,_<A_ll\ _______ _ State l .,..._ Zip Cod e / 1 B () I E-Ma il Address ------------ Phone Number en 'i -b"1-77CO Fax Number '17 'I -3 bl -0 68f PROPERTI OWNER'S INFORMATION: Name C-e"~"'o~\ Pre5 b'1~,',,... C hurc..."" Street Address 3 4-0 4 .5 ""' .µ... Co II c.5~ A\J ~. City _ _,_'13_'°-'/.,__a_ll\.-"---------- State :f '/__ Zip Cod e '"11 B \)I E-Mail Address ------------ Phone Number 9/'t -b'14--1;'00 Fax Number '179-36/-tJ8Sf ARCIIlTECT OR ENGINEER'S INFORMATION: Name fe 'I. c. o V\. (:, ~ n v o. t C..O "'.\-rt ch r S Street Address l "1 l) 1 G (" o. ~'""" (2.. o o J -~~sep h P. Jc.,lJ+~1 P. £, City c_ 011 es~ .s+G.+:, ... State _t_}.~-Zip Code (1~4-5 E-MailAddress joc..S "-l..\+~Q l-e w..c.~11.Yl~f- Phone Number __ 'l_1""-'1_---='=>~'1_C>_~_l_l---'1'--'\_Fax Number 9 7CJ -6 90 -9 7f7 Application is hereby made for th e following development sp ecific site/waterway alterations : New C:..~v..rt.-\ ~ o c..~ l: ·h:e s ACKNOWLEDGMENTS: I, ~ o..s~r ~ P. ~c..,k ... \ +-z , design enginee,r/owner, hereby acknowledge or affirm that: The information and conclusions contai ned in the above plans and supporting documents comply with the current requirements of the City of Coll ege Station , Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . .\s a condition of approva l of this pem1it a pplication , I agree to construct the improvements proposed in this application ;ording to these docum ents and th e requirements of Ch a pter 13 of the C lege Station City Code . Property Owner(s) DEVELOPMENT PERMIT DPERMIT.DOC 3/24/99 ~- I of2 .. -f ERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) A. I, ~ c ~ "-g h.. P, 5c..k., l~ "?. , certify that any nonresidential structure on or proposed to be on this site as part of this application is ~esignated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engmeer W p. ~ 5"~ I z -o o 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. Engineer Date C. I, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adje:,ining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . ngineer Date / D. I, _j <>Ye~!,_ P. SJ._, H-'l... , do certify that the proposed alterations do not raise the level of the 100 year flood above elevatio establish in the la st Federal Insurance Administration Flood Hazard Study. _,,,,, --~€. OF 7'\\\ r /2 () D r"i>-•····•·· ~-t: '· ,.:> r -" ~ •" *••. '</ '• "' ••• •• <JI • Engineer Date I* / \ * '1. '-l*" ... p~ ~··································~ i···~Q~.~r.~ .. f; .. §~.~-~.~!~ ... J l."O ". 65889 I ct'~ C diti. ts rt f l ~i··~ :~ii on ons or commen as pa o approva : 'f,,r;..;f.<?.tSTE 'ffJ~jj' -.s •••••• -\· - \\ lq~iAL ~s;.,- 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 . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer ·rthe above named project. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT.DOC 3124199 2of2 Sent By: TEXCON j 409 690 9797; Jun-5-00 13:00; TE CON GENERAL CONTRACTORS Div. of CDS Enterprises, Inc. Page 1/2 1707 Graham Road College Station, TX 77845 Phone: (979)690-7711 Fax: (979)690-9797 FAX TRANSMIIT AL COVER SHEET Date: ' J' .(' -0 \) To : : ~.·J5& (., e ~ 1 ~ Company: :_C.;;..._;;,_O (.-=--$ ____ _ Fax#: 1 l,4-34'f {? Message: Numberofpag~=----2..~~~~ (Including this cover sheet) r From: · J ~-:l"'J ... ( h. Company: JEX CON Fax#: £979>69Q=9797 I If you do nQt receive the complete transmission, please contact us at (979)690-7711. Sent By : TEXCONj 409 690 9797j Jun -5 -00 13:00j Page 2 /2 \ J TEX CON Gefl(:rul (.'omracrors Di1 •. of CDS t :merprist'.I', 111 1'. 1707 Gntham Rd . • Col le.ge Station , TX 77845 • '109 -690 771 l • Fax : 409-690-9797 June 5, 2000 Bridgelte George City of Coll.ege Station 1101 Texas Ave. South College Station, TX 77842 RE: Covenant Presbyterian Church College Station, Texas Dear Ms George: 1be inigation water demand for this project is 107 gpm. A 2" irrigation meter is required based on this demand. lf you have any questions or need additional information, please do not hesitate to give me a call at (409) 690· 7711. Sincerely Yours, Joe Schultz, P .E. Civil Engineer