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HomeMy WebLinkAbout15 Drainage Permit 247 University CommonsRECEJVED JA O 3 1995 CAPSTONE DEVELOPMENT CORP. tiOO Luckie DIM Suite 424 Birmingham, Alabama 35223 voice: (20.S) 871-0020 fu: (20.S) 871-146.5 Facsimile Transmission The information contained in this transmission is confidential, and is intended as a private communication between the sender and receiver named below. If there are any problems with receipt of this transmission, please call the voice number listed above . To: Veronica Morgan, P .E. Fax: ( 409)764-3496 From: Jimmy Goodson Date: December 27, 1994 Please see attached site section typical at rear of Buildings 10, 11 and 12. Call me to discuss when you get back in town. Thanks. ~· Number of pages contained in this transmission: (including this cover page) 2 ' • 1 ____ Jo'-t/ 1 1 ~ I -o . ! TO MUNICIPAL DEVELOPMENT GROUP P.O. Box 9249 203 Holleman Drive East College Station, Texas 77840-9249 (409) 693-5359 ~ !<-®.+' ri-h[\.,m,i.J L.o t. ".?. . . , DATI: ATTENTION WE ARE SENDING YOU erAttached 0 ~I Under separate cover via _________ the following items: COPIES 0 Shop drawings 0 Copy of letter 0 Prints 0 Change order .12l'Plans 0 Samples 0 Specifications 0---------------------~ DESCRIPTION THESE ARE TRANSMITIED as checked below: La' For approval O For your use 0 As requested 0 Approved as submitted 0 Approved as noted 0 Returned for corrections 0 Resubmit __ copies for approval 0 Submit __ copies for distribution 0 Return __ corrected prints O For review and comment 0 ------------------------ O FOR BIDS DUE _________ l9 ___ 0 PRINTS RETURNED AFTER LOAN TO US REMARKS---------------------------------------- COPY TO __________________ _ SIGNED: ~e ,____,_. ~ If endoeu,.. .,. -.. noted. •mdly ...City u~===( .. ,. I t .. . ,, , .. . ! TO MUNICIPAL DEVELOPMENT GROUP P.O. Box 9249 203 Holleman Drive East College Station, Texas 77840-9249 (409) 693-5359 . . ' DATI: ATT&H WE ARE SENDING YOU ErAttached 0 _________ the following items: COPIES O Shop drawings 0 Copy of letter DATE 0 Prints O Change order NO. erPlans 0 Samples 0 Specifications 0---------------------~ DESCRIPTION THESE ARE TRANSMITIED as checked below: ~For approval ff For your use O As requested 0 Approved as submitted 0 Approved as noted O Returned for corrections O Resubmit __ copies for approval 0 Submit __ copies for distribution 0 Return __ corrected prints O For review and comment 0 ------------------------ O FOR BIDS DUE _________ 19 ___ 0 PRINTS RETURNED AFTER LOAN TO US REMARKS---------------------------------------- COPY TO __________________ _ SIGNED: ~ (I ,_...\A.,.\ It endoel.ttH .,. MC H n«ed. •1t1dly n«lty u~ \ i l f• . '. . :·· 1i . '" ·" • ; . i TO MUNICIPAL DEVELOPMENT GROUP P.O. Box 9249 203 Holleman Drive East College Station, Texas 77840-9249 (409) 693-5359 v~,<Ac ~ . . ' .IO• NO. "ZJ><..o~ -Uiu WE ARE SENDING YOU _________ the following items: COPIES O Shop drawings 0 Copy of letter DATE 0 Prints 0 Change order 0 Plans 0 Samples 0 Specifications o _____________________ _ DESCRIPTION I I THESE ARE TRANSMITIED as checked below: !!(For approval ITTor your use 0 As requested O For review and comment ff"Approved as submitted 0 Resubm it __ copies for approval O Approved as noted 0 Submit __ copies for distribution O Returned for corrections 0 Return __ corrected prints D~----------------------- O FOR BIDS DUE _________ 19 0 PRINTS RETURNED AFTER LOAN TO US REMARKS--------------------------------------- COPY TO __________________ __ ,, __ ·~ -.. -.~:=:~ C-,tl- Drainage Report for South Creek Phase I Lot 1, Blocks 1 & 2 Morgan Rector League, Abstract No. 46 College Station, Brazos County, Texas . UNIVERSITY COMMONS Prepared for: Jimmy Goodson Capstone Development Prepared by: Municipal Development Group 203 Holleman Drive East College Station, Texas 77840 Prepared June 1994 Revised September 1994 Revised November 1994 Approved by: North B . Bardell, P .E . UNIVERSITY COM.\IONS General Location This tract is located on both sides of Colgate Drive between Eastmark Drive and Central Park Lane, and extends north towards Wolf Pen Creek. Property Description The tract under consideration consists of 16.43 acres ofland that is currently vacant, abandoned pasture and woodland. It is bounded on the southeast by Block 1, Lots 1 & 2 of Eastmark Subdivision and to the Northwest by Block C, Lot IR of the Wolf Pen Creek Dedication. Primary Drainage Basin Description The entire tract under consideration is well graded and drains to the north into Wolf Pen Creek. This project proposes draining all the runoff into the creek as quickly as possiole. This proposal is made because Highway 6 restricts Wolf Pen Creek. The time of concentration for this tract is 10 minutes and is long before the time of concentration (13.33 hours) ofWolfPen Creek (based on Nathan D. Maier's HEC-1 output). The additional runoff does not adversely affect Wolf Pen Creek after 10 minutes have elapsed (See the Wolf Pen Creek 100 Year Hydrograph). The fill in the floodplain, however, does not raise the calculated water surface elevation of the creek during the 100 year flood. It is proposed that the fill be at a 3: 1 and a 2: 1 slope. It is also proposed that the runoff from the south side of Colgate Drive be put in an easement and run under Colgate in a 2' high by 4' wide box culvert. The runoff then flows through 36" and 42" Hancor Hi-Q Plastic Pipes followed by a Keystone block channel to the creek. It is also proposed that the existing channel originating at the end of the culdesac on Eastmark Drive be put into an 30" RCP and covered, as it has eroded badly (See Site Grading/Drainage Plan and Storm Sewer Improvements Plan-Profile Sheet). All storm sewer designs were based on quantities for the 100 year storm The grate inlets in the parking areas will carry the maximum flow with 6" of ponding. The storm sewer will likewise carry the entire flow and there will not be any backwater effects at the 100 year event. All public storm sewer was evaluated for each storm event and does not exceed a design velocity of 151J>s at the maximum theoretical flows. Evaluations are included for each section and storm event. Refer to Storm Sewer Plan-Profile Sheet for coordination of data. The University Commons Apartment Complex lies partially within the F1ood Plain as depicted by the Nathan D. Maier's F1ood Study (See Site Drainage/Grading Plan). Output from the Nathan D . Maier's F1ood Study is included in this report along with a modified version of the same study, which accounts for the fill in the floodplain. Conclusion The design depicted is within the standards of good practice and of the City of College Station Drainage Policy. DRAINAGE AREA Rational Method (Q = CIA) Pre-Development Area Description (acres) ~ C(area) Grassland 16.46 0.35 5 .761 Post-Development Area Description (acres) ~ C(area) Landscaping 2 .82 0 .35 0.987 Impervious Area 13.64 0 .90 12.276 16.46 13.263 Cavg = 13.263 I 16.46 = 0.81 Runoff Frequency Intensity* Cpre Cpost Qpre Qpost (vears) (in/in) (cfs) (cfs) 100 12.6 0.35 0.81 72.59 167.11 50 11 .1 0.35 0 .81 63.95 147.22 25 9.9 0.35 0 .81 57.03 131.30 10 8.6 0.35 0 .81 49.54 114.06 5 7.7 0.35 0 .81 44 .36 102 .13 *NOTE : Tc = 10 min 100 Year Hydrograph 1 5 0 ·-······-·-······-·-·-······-·-······-·-·-······-·-······-·-·-······-·-····-----····-········· ···-·········-······-·-·-·········-·········-·-······-·-······-·-·-······-·-······-·-·········-·········-·-·-·········-······-·-·········-·········-·-········ ....-.... ~ ~ 1 0 0 ·-······-·-······-·-·-······-·-······-·-·-···· -·-······-·-·-······-·-······-·-·-······-·-······-·-·-······-·-······-·-·-······-·-·········-·-···· ··-·-···-·-·-······-·········-·-·-······-·-······-·-·-······-·-······-·-·-···--·-·-·-·-········ a 50 0 5 10 15 20 25 30 Time (min) I-.-Qpre ~ Qpost I ...-.... Wolf Pen Creek Hydrograph 1 00 Year Storm 6000 ~------------ 5000 4000 :§. 3000 0 2000 1000 0 +.-L-L-1----+~===i:--------1----+--+---+-+------+--!--+-----l----l-+----! 0 200 400 600 800 1000 1200 1400 1600 Time (min) Circular Channel Analysis & Design Solved with Manning 's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP -100 Yr Comment: 30" RCP @ 100 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0 . 0250 ft/ ft 0.013 57.00 cfs 1.82 ft 14.90 fps 3.82 sf 2.37 ft 0.0167 ft/ft 72. 73 % 64.85 cfs 69.76 cfs 2.00 (flow is Supercrit i cal) Open Channel Flow Module , Version 3.12 (c) 1990 Haes t ad Methods. Inc. * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning 's Equation Open Channel -Uniform flow Worksheet Name : 30" RCP -50 Yr Comment : 30" RCP @ 50 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results : Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0.0250 ft/ft 0.013 50 .20 cfs 1.65 ft 14.59 fps 3.44 sf 2.30 ft 0.0130 ft/ft 66.07 % 64.85 cfs 69.76 cfs 2.13 (flow is Supercritical) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods . Inc . * 37 Brookside Rd *Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP -25 Yr Corrment: 30" RCP @ 25 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0. 0250 ft/ft 0.013 44.70 cfs 1.53 ft 14.25 fps 3.14 sf 2.22 ft 0.0106 ft/ft 61. 02 % 64.85 cfs 69.76 cfs 2.21 (flow is Supercritical) Open Channel Flow Module. Version 3.12 Cc) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP -10 Yr Comment: 30" RCP @ 10 Year Storm Solve For Actual Depth Given Ioput Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0. 0250 ft/ft 0.013 38.90 cfs 1.40 ft 13.81 fps 2.82 sf 2.10 ft 0. 0086 ft/ft 55.82 % 64.85 cfs 69.76 cfs 2.28 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP -5 Yr Corrrnent: 30" RCP @ 5 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0. 0250 ft/ft 0.013 34.80 cfs 1.30 ft 13.44 fps 2.59 sf 2.00 ft 0. 0075 ft/ft 52 .14 % 64.85 cfs 69.76 cfs 2.33 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP Ca) -100 Yr ColTITlent: 30" RCP Ca) @ 100 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.940 ....... . Froude Number .... . 2.50 ft 0.0245 ft/ft 0.013 66.50 cfs 2.14 ft 14.86 fps 4.47 sf 2.43 ft 0.0232 ft/ft 85.61 % 64.20 cfs 69.06 cfs 1.64 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc . * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 30" RCP (a) -50 Yr Corrment : 30" RCP (a) @ 50 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results : Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0. 0245 ft/ft 0.013 58.60 cfs 1. 88 ft 14.83 fps 3.95 sf 2.38 ft 0. 0177 ft/ft 75.06 % 64.20 cfs 69.06 cfs 1.93 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 30 " RCP (a) -25 Yr Corrrnent : 30" RCP (a) @ 25 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ .. Manning's n ...... . Discharge ........ . Computed Results : Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Crit i cal Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0.0245 ft/ft 0.013 52.30 cfs 1. 71 ft 14.58 fps 3.59 sf 2.33 ft 0.0141 ft/ft 68 .57 % 64 .20 cfs 69 .06 cfs 2.07 (flow is Supercrit i cal) Open Channe l Flow Module. Version 3.12 (c) 1990 Hae stad Methods . Inc. * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 30" RCP Ca) -10 Yr Corrment: 30" RCP Ca) @ 10 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0.0245 ft/ft 0.013 45.40 cfs 1.55 ft 14.18 fps 3.20 sf 2.23 ft 0. 0109 ft/ft 62.07 % 64.20 cfs 69.06 cfs 2.18 (flow is Supercritical) Open Channel Flow Module. Version 3.12 Cc) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 30" RCP (a) -5 Yr Corrrnent: 30" RCP (a) @ 5 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Crit i cal Depth ... . Crit i cal Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.50 ft 0. 0245 ft/ft 0.013 40 .70 cfs 1.44 ft 13.85 fps 2.94 sf 2.14 ft 0.0092 ft/ft 57.80 % 64.20 cfs 69.06 cfs 2.24 (flow is Supercrit i cal) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods. Inc . * 37 Brookside Rd* Waterbury , Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: 2X4 Box -100 Yr Comment: 2X4 Box Culvert @ 100 Year Storm Solve For Depth Given Input Data: ·Bottom Width .... . Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4. 00 ft 0.013 0.0241 ft/ft 82.50 cfs 1.34 ft 15.34 fps 5.38 sf 4.00 ft 6.69 ft 2.36 ft 0. 0052 ft/ ft 2.33 (flow is Supercritical) Open Channel Flow Module. Version 3.12 Cc) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Workshee t Name: 2X4 Box -50 Yr Conment : 2X4 Box Culvert @ 50 Year Storm Solve For Depth Given Input Data: Bottom Width .... . Manning 's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter . Critical Depth .. . Critical Slope .. . Froude Number ... . 4. 00 ft 0.013 0.0241 ft/ft 72.70 cfs 1. 23 ft 14 .79 fps 4 .91 sf 4. 00 ft 6.46 ft 2 .17 ft 0. 0051 ft/ft 2.35 (flow is Supercritical) Open Channel Flow Module . Version 3.12 Cc) 1990 Haestad Methods . Inc . * 37 Brookside Rd* Waterbury , Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: 2X4 Box -25 Yr Comment: 2X4 Box Culvert @ 25 Year Storm Solve For Depth Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4. 00 ft 0.013 0.0241 ft/ft 64.80 cfs 1.13 ft 14.30 fps 4.53 sf 4. 00 ft 6.27 ft 2.01 ft 0.0049 ft/ft 2.37 (flow is Supercritical) Open Channel Flow Module. Version 3.12 Cc) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: 2X4 Box -10 Yr Comment: 2X4 Bo x Culvert @ 10 Year Storm Solve For Depth Given I nput Data : Bottom Width .... . Manning 's n ..... . Channel Slope ... . Discharge ....... . Computed Results : Depth ........... . Veloc i ty ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter . Critical Depth .. . Critical Slope .. . Froude Number ... . 4. 00 ft 0.013 0.0241 ft/ft 56.30 cfs 1. 03 ft 13 .70 fps 4.11 sf 4. 00 ft 6.05 ft 1.83 ft 0.0048 ft/ft 2.38 (flow is Supercritical) Open Channe l Flow Module . Version 3.12 (c) 1990 Haestad Methods . Inc . * 37 Brookside Rd* Waterbury , Ct 06708 Rectangular Channel Analys i s & Design Open Channel -Uniform flow Worksheet Name: 2X4 Box -5 Yr Corrment : 2X4 Box Culvert @ 5 Year Storm Solve For Depth Given Input Data : Bottom Width .... . Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results : Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . . 4 . 00 ft 0.013 0.0241 ft/ft 50 .40 cfs 0. 95 ft 13 .24 fps 3.81 sf 4 . 00 ft 5. 90 ft 1. 70 ft 0.0047 ft/ft 2.39 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc . * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 36" P -100 Yr Comment: 36" Hancor Hi-Q Pipe@ 100 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3. 00 ft 0. 0115 ft/ft 0.010 93.40 cfs 2.47 ft 14.99 fps 6.23 sf 2.87 ft 0.0101 ft/ft 82.38 % 92. 98 cfs 100. 02 cfs 1.60 (flow is Supercritical) Open Channel Flow Module. Version 3.12 Cc) 1990 Haestad Methods. Inc. * 37 Brookside Rd *Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 36" P -50 Yr Comment: 36" Hancor Hi-Q Pipe@ 50 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3. 00 ft 0. Oll5 ft/ft 0.010 82.30 cfs 2.19 ft 14.85 fps 5.54 sf 2.79 ft 0. 0078 ft/ft 73.15 % 92.98 cfs 100.02 cfs 1.81 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc . * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation · Open Channel -Uniform flow Worksheet Name: 36" P -25 Yr Comment: 36" Hancor Hi-Q Pipe@ 25 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.00 ft 0. 0115 ft/ft 0.010 73.40 cfs 2.01 ft 14.58 fps 5.03 sf 2. 70 ft 0. 0063 ft/ft 67.00 % 92. 98 cfs 100.02 cfs 1.92 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: 36" P -10 Yr Comment: 36" Hancor Hi-Q Pipe@ 10 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.00 ft 0. 0115 ft/ft 0.010 63.70 cfs 1.82 ft 14.17 fps 4.50 sf 2.57 ft 0. 0050 ft/ft 60.77 % 92 .98 cfs 100 . 02 cfs 2.02 (flow is Supercrit i cal) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods . Inc . * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 36" P -5 Yr Conment : 36" Hancor Hi-Q Pipe@ 5 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3. 00 f t 0. 0115 ft/ft 0.010 57.10 cfs 1. 70 ft 13.82 fps 4.13 sf 2.45 ft 0.0044 ft/ft 56.64 % 92 .98 cfs 100 . 02 cfs 2.07 (flow is Supercrit i cal) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods . Inc. * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 42" P -100 Yr Corrment : 42" Hancor Hi -Q Pipe@ 100 Year Storm Solve For Actual Depth Given Input Data ~ Diameter ......... . Slope ............ . Manning 's n ...... . Discharge ........ . Computed Results : Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0095 ft/ft 0.010 103 .50 cfs 2.39 ft 14 .76 fps 7 . 01 sf 3 .11 ft 0. 0056 ft/ ft 68.40 % 127 .48 cfs 137 .13 cfs 1.77 (flow is Supercritical) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods . Inc. * 37 Brookside Rd *Waterbury , Ct 06708 Circular Channel Analysis & Design Solved wi th Manning's Equation Open Channel -Uniform flow Worksheet Name : 42" P -50 Yr Comnent: 42" Hancor Hi -Q Pipe@ 50 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning · s n ...... . Discharge ........ . Computed Resu l ts : Depth ............ . Veloc i ty ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0095 ft/ft 0.010 91 .10 cfs 2.19 ft 14 .40 fps 6.33 sf 2.96 ft 0.0046 ft/ft 62.51 % 127.48 cfs 137.13 cfs 1.86 (flow is Supercritical) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods . Inc . * 37 Brookside Rd* Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 42" P -25 Yr Comment : 42" Hancor Hi -Q Pipe@ 25 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results : Depth ............ . Velocity ......... . Flow Area ........ . Crit i cal Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0095 ft/ft 0.010 81.30 cfs 2.03 ft 14.05 fps 5.79 sf 2.82 ft 0. 0040 ft/ft 58.02 % 127.48 cfs 137 .13 cfs 1.91 (flow is Supercritical) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods . Inc . * 37 Brookside Rd* Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Mann i ng 's Equation Open Channel -Uniform flow Worksheet Name : 42" P -10 Yr Conment: 42" Hancor Hi-Q Pipe@ 10 Year Storm Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Mann i ng's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Crit i cal Depth ... . Crit i cal Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0095 ft/ft 0.010 70 .60 cfs 1. 86 ft 13.59 fps 5.20 sf 2.63 ft 0.0035 ft/ft 53.15 % 127.48 cfs 137 .13 cfs 1.96 (flow is Supercritical) Open Channel Flow Module . Version 3.12 (c) 1990 Haestad Methods , Inc. * 37 Brookside Rd *Waterbury , Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : 42" P -5 Yr Corrment : 42 " Hancor Hi -Q Pipe@ 5 Year Storm Solve For Actual Depth Given Input Data : Diameter ......... . Slope ............ . Mann i ng 's n ...... . Discharge ........ . Computed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 3.50 ft 0.0095 ft/ft 0.010 63 .20 cfs 1. 74 ft 13.22 fps 4.78 sf 2.49 ft 0 . 0032 ft/ ft 49.75 % 127.48 cfs 137.13 cfs 1.99 (flow is Supercrit i cal) Open Channel Flow Module. Version 3.12 (c) 1990 Haestad Methods . Inc. * 37 Brookside Rd* Waterbury , Ct 06708 CWSEL SEC NO a Before After Difference 26.30 5645 247.44 247.44 0.00 37.30 248.42 248.42 0 .00 45.60 249.34 249.34 0 .00 49.20 250.01 250.01 0 .00 56.00 251 .13 251 .13 0 .00 61 .00 5615 251 .69 251 .69 0 .00 69.00 254.06 254.06 0 .00 70.00 256.86 256.86 0.00 73.70 261 .43 261 .43 0 .00 75.10 263.14 263.14 0 .00 77.70 263.26 263.26 0 .00 80.80 263.32 263.32 0 .00 83.60 263.40 263.40 0 .00 85.56 263.56 263.56 0 .00 88.15 263.85 263.79 -0.06 91 .90 264.32 264.18 -0.14 95.00 264.89 264.85 -0.04 98.56 265.38 265.20 -0.18 103.00 265.77 265.48 -0.29 100.10 ~ 266.38 266.20 -0.18 112.00 267.27 267.16 -0.11 112.90 267.56 267.46 -0.10 113.90 267.30 267.21 -0.00 116.20 268.98 268.92 -0.06 116.70 270.63 270.59 -0.04 119.20 5763 270.98 270.94 -0.04 124.00 271 .26 271.23 -0.03 126.00 271 .70 271 .68 -0.02 130.90 273.12 273.11 -0.01 135.60 274.02 274.01 -0.01 145.60 4444 276.15 276.15 0 .00 156.40 278.63 278.63 0 .00 160.20 4564 279.63 279.63 0..00 163.00 280.34 280.34 0 .00 171 .80 3969 283.79 283.79 0.00 175.30 286.28 286.28 0 .00 179.40 3900 287.20 287.20 0 .00 180.40 287.50 287.50 0 .00 181 .12 286.90 286.90 0.00 186.00 287.85 287.85 0.00 189.00 288.91 288.91 0 .00 191 .50 290.15 290.15 0 .00 194.30 3856 290.74 290.74 0 .00 197.00 291 .13 291 .13 0 .00 199.00 292.10 292.10 0.00 201 .00 1536 292.43 292.43 0 .00 203.00 292.47 292.47 0 .00 207.00 293.17 293.17 0 .00 200.00 294.00 294.00 0.00 201 .80 294.69 294.69 0 .00 213.30 297.31 297.31 0 .00 215.30 298.84 298.84 0 .00 215.90 299.53 299.53 0 .00 216.30 301 .82 301.82 0 .00 246.50 302.45 302.45 0 .00 219.20 302.78 302.78 0 .00 221 .10 303.32 303.32 0 .00 223.20 304.51 304.51 0 .00 FLOODWAY WIDTH Before After Difference 365.86 365.86 0 .00 335.98 335.98 0 .00 238.51 238.51 0 .00 264.70 264.70 0 .00 432.16 432.16 0 .00 349.94 349.94 0 .00 95.69 95.69 0.00 42 .00 42 .00 0 .00 42 .00 42 .00 0 .00 340.00 340.00 0 .00 481 .03 481 .03 0 .00 348.99 348.99 0 .00 298.67 298.67 0 .00 200.00 200.00 0 .00 186.49 193.14 6 .65 175.41 172.01 -3.40 175.54 136.64 -38 .90 254.99 248.11 -6.88 207.45 197.59 -9.86 147.91 141 .76 -6.15 100.00 100.00 0 .00 120.00 120.00 0 .00 42.00 42.CO 0.00 42.00 42.00 0 .00 92.00 92.00 0 .00 331 .26 330.44 -0.82 196.67 196.00 -0.58 173.28 172.60 -0.68 280.47 280.15 -0.32 196.10 195.70 -0.40 258 .45 258.40 -0.CE 128.32 128.32 0 .00 240.58 240.58 0 .00 235.30 235.30 0 .00 50.29 50.29 0 .00 223.44 223.44 0.00 176.97 176.97 0 .00 227.85 227.85 0 .00 206.02 206.02 0 .00 85.00 85.00 0 .00 65.00 65.00 0 .00 141.64 141 .64 0 .00 146.15 146.15 0 .00 79.43 79.43 0 .00 120.00 120.00 0 .00 92.65 92.65 0 .00 88.85 88.85 0 .00 51 .54 51 .54 0 .00 57.04 57.04 0 .00 25.73 25.73 0 .00 39.15 39.15 0.00 48.41 48.41 0 .00 90.30 90.30 0 .00 139.70 139.70 0 .00 112.16 112.16 0 .00 94.45 94.45 0 .00 57.00 57.00 0 .00 45.58 45.58 0 .00 DESCRIPTION Begin Wolf Pen Creek 2630 Ft. UIS of Carter's Creek Conflue n~ West Lane, UIS is most restrictive (4 -10 X 8') W X H' All Fou r Barrels Considered to be effective Section Cutoff at Holleman R.O.W . and Lowe's Entrance Section Cutoff at Holleman R.O .W . and Lowe's Building Section Cutoff at Holleman R.O.W. and Lowe's Bu ilding Section Cutoff at Holleman R.O .W . Section Cutoff at Holleman R.O .W . Section Cutoff at Holleman R.O .W . -Fill at 2 :1 Slope Section Cutoff at Sears Service Center -Fill at 2 :1 Slope Section Cutoff at Sears Service Center -Fill at 3 :1 Slope 100 DIS of Box Culvert at Dartmouth & Holleman Intersection DIS Face Box Culverts at Dartmouth & Holleman Intersection Section Cutoff at Xmas store Section Cutoff at Taco Bell Section Cutoff at Car Wash 100 DIS of Box Culverts on Texas Avenue DIS Face of Bolx Culverts on Texas Avenue 100 UIS Box Culverts= 182.40 *-----------------------------------* S U M P 0 FILE: WPCEXFW.SMP Interactive Surrmary Printout for MS/PC-DOS micro computers May 1991 *-----------------------------------* NOTE -Asterisk (*) at left of prof i le number indicates message in surrmary of errors list WOLF PEN CREEK PARK CORR Surrmary Printout SECNO Q CWSEL STENCL STENCR TO PW ID 26 .30 5645.00 247.44 .00 .00 782 .00 26 .30 5645.00 248.34 1153.00 1518 .86 365.86 37.30 5645 .00 248.42 .00 .00 617 .43 * 37 .30 5645.00 249.35 1331. 77 1667.75 335 .98 * 45 .60 5645 .00 249.34 .00 .00 399.82 * 45 .60 5645.00 250 .27 1115.05 1353 .55 238.51 49 .20 5645.00 250.01 .00 .00 810.04 49 .20 5645.00 250.91 1081.63 1346 .33 264 .70 * 55 .00 5645.00 251.13 .00 .00 789 .50 * 55 .00 5645 .00 252.08 1267 .06 1699 .22 432.16 61.00 5515 .00 251 .69 .00 .00 687 .65 61.00 5515 .00 252 .63 1322.01 1671. 95 349 .94 * 69.00 5515.00 254.06 .00 .00 93.51 * 69 .00 5515.00 254. 71 1940.00 2040 .00 95 .69 70 .00 5515 .00 255 .86 .00 .00 42 .00 70.00 5515.00 255.96 1700.00 1742 .00 42.00 * 73.70 5515.00 261.43 .00 .00 42 .00 * 73 .70 5515.00 261.55 1700.00 1742 .00 42 .00 75 .10 5515 .00 263.14 .00 .00 340.00 75.10 5515.00 263.24 1425 .00 1765 .00 340 .00 * 77. 70 5515 .00 263.26 .00 .00 742.61 77.70 5515.00 263.35 1313 .40 1794.43 481. 03 80 .80 5515.00 263.32 .00 .00 845.45 80 .80 5515.00 263.43 1271.80 1620.79 348.99 * 83 .60 5515.00 263 .40 .00 .00 742 .06 * 83.60 5515.00 263 .53 1228.67 1527 .34 298.67 85 .55 5515 .00 263.56 .00 .00 567 .93 85.55 5515 .00 263 .75 1245.92 1455.00 209.08 88.15 5515.00 263.85 .00 .00 458 .59 88 .15 5515 .00 264.14 1328.33 1514 .82 186.49 91.90 5515 .00 264 .32 .0 0 .00 351. 01 91 .90 5515.00 264 .74 1616 .94 1792 .35 175.41 95.00 5515.00 264 .89 .00 .00 383 .37 95.00 5515.00 265 .48 1181. 00 1356.54 175.54 * 98.55 _5515 .00 265 .38 .00 .00 603.43 * 98 .55 5515 .00 266 .07 1459.22 1714.22 254.99 103 .00 5515 .00 265 .77 .00 .00 545.14 103.00 5515 .00 266 .47 1446.25 1653.70 207.45 * 108.10 5630 .00 266 .38 .00 .00 334.06 * 108 .10 5630.00 267.13 1294 .8 1 1442.72 147.91 112 . 00 5630 .00 267.27 .00 .00 419 .11 112.00 5630 .00 268.14 1510.00 1610.00 100.00 112 . 90 5630 .00 267.56 .00 .00 419.74 112. 90 5630 .00 268 .46 1480.00 1600.00 12 0.00 * 113.90 5630.00 267 .30 .00 .00 42.00 * 113.90 5630.00 268 .25 1310.00 1480.00 42.00 * 116 .20 5630.00 268 .98 .00 .00 42 .00 * 116 .20 5630.00 269.69 1310.00 1480.00 42 .00 116. 70 5630.00 270 .63 .00 .00 389 .83 * 116.70 5630.00 271. 07 1495 .00 1587 .00 92 .00 * 119.20 5763 .00 270. 98 .00 .00 492.78 * 119.20 5763 .00 271.50 1059.36 1390.61 331. 26 * 124.00 5763.00 271. 26 .00 .00 432.07 * 124 .00 5763 .00 271.80 1226.66 1423 .33 196.67 126 .00 5763 .00 271 .70 .00 .00 340.80 126 .00 5763.00 272 .37 1326.72 1500 .00 17 3 .28 130 .90 5763.00 273.12 .00 .00 608.49 * 130 .90 5763 .00 273 .94 1050.00 1333.06 280 .47 135 .60 5763 .00 274.02 .00 .00 523.47 135 .60 5763 .00 274 .81 1554.29 1750 .39 196.10 145 .60 4444.00 276.15 .00 .00 556.66 145.60 4444 .00 277. 09 1381.55 1640 .00 258 .45 156 .40 4444 .00 278 .63 .0 0 .00 277 .28 156.40 4444 .00 279 .63 1135. 00 1263 .32 128.32 * . 160. 20 4564.00 279.63 .00 .00 471.41 * 160 .20 4564.00 280 .64 1162 .16 1402.74 240.58 163.00 4564 .00 280 .34 .00 .00 464 .68 163.00 4564 .00 281. 29 1368 .07 1603.37 235.30 * 171.80 3969 .00 283.79 .00 .00 168 .49 * 171.80 3969.00 284 .58 1372.67 1422.97 50.29 * 175.30 3969.00 286 .28 .00 .00 352 .22 * 175.30 3969 .00 287 .19 1137 . 28 1360.72 223 .44 179 .40 3900.00 287 .20 .00 .00 281.70 179 .40 3900.00 287 .88 1046.44 1223.41 176.97 * 180.40 3900 .00 287.50 .00 .00 466.76 * 180 .40 3900.00 288.06 1100 . 00 1340.00 227.85 * 181.12 3900.00 286 .90 .00 .00 401.90 * 181.12 3900.00 287 .80 1100.00 1340 .00 205 .02 * 186 .00 3900.00 287 .85 .00 .00 214.57 * 186 .00 3900.00 288.61 1185.00 1270.00 85.00 189.00 3900.00 288.91 .00 .00 140.84 189.00 3900.00 289.55 1370 .00 1435.00 65.00 * 191.50 3900.00 290.15 .00 .00 453.95 * 191.50 3900 .00 290 .82 1348.36 1490.00 141.64 194.30 3855 .00 290 .74 .00 .00 228.73 194 .30 3855.00 291.41 1212.91 1359.06 146.15 * 197 .00 3855 .00 291.13 .00 .00 153.33 * 197 .00 3855 .00 291. 70 1237 .77 1317.21 79.43 * 199.00 3855 .00 292 .10 .00 .00 241.54 * 199 .00 3855 .00 292.74 1260 .00 1380 .00 120 .00 201. 00 1536 .00 292 .43 .00 .00 203 .62 201. 00 1536 .00 293 .04 1272 .27 1364.92 92 .65 203 .00 1536 .00 292.47 .00 .00 184 .55 203 .00 1536.00 293.07 1212 .56 1301.41 88.85 * 207 .00 1536.00 293 .17 .00 .00 111.68 * 207 .00 1536.00 293 .70 1334.03 1385 .57 51.54 209 .00 1536.00 294 .09 .00 .00 112 .40 209 .00 1536.00 294.69 1169.96 1227.00 57.04 210.80 1536.00 294 .69 .00 .00 56 .29 * 210.80 1536.00 295.25 1185 . 00 1210 .73 25 . 73 213 .30 1536.00 297 .31 .00 .00 63 .40 213.30 1536.00 298 .18 1225 .85 1265.00 39 .15 215.30 1536.00 298 .84 .00 .00 80 .57 215.30 1536.00 299 .36 1285 .47 1333.88 48.41 * 215 .90 1536 .00 299 .53 .00 .00 76 .17 * 215.90 1536 .00 300.17 1070.00 1210 .00 90.30 * 216 .30 1536.00 301.82 .00 .00 139 .28 216 .30 1536.00 301. 92 1070 .00 1210 .00 139 .70 216 .50 1536.00 302 .45 .00 .00 177 .85 216 .50 1536 .00 302 .48 1269.56 1381 . 72 112 .16 219 .20 1536 .00 302 .78 .00 .00 148 .58 219 .20 1536 .00 302.84 1216 .85 1311 .30 94 .45 * 221.10 1536 .00 303 .32 .00 .00 69 .84 * 221 .10 1536 .00 303 .42 1150 . 00 1210 .00 57 .08 223 .20 1536 .00 304 .51 .00 .00 91.45 223.20 1536 .00 304 .61 1074 .42 1120. 00 45 .58 1 FLOOOWAY DATA . WOLF PEN CREEK PARK CORR PROFILE NO . 2 -------FLOOOWAY ------- STATION WIDTH SECTION MEAN AREA VELOCITY 26 .300 366. 1938 . 2.9 37 .300 336. 2481. 2.3 45.600 239. 1632. 3.5 49 .200 265. 1577 . 3 .6 55 .000 432 . 2277. 2.5 61. 000 350 . 2171. 2.5 69 .000 96 . 552. 10.0 70.000 42 . 414. 13.3 73.700 42 . 598 . 9.2 75.100 340. 2773 . 2.0 77.700 481. 3947. 1.4 80 .800 349 . 3010. 1.8 83.600 299. 2212. 2.5 85.550 209. 1729. 3.2 88.150 186. 1551. 3 .6 91 .900 175 . 1463. 3.8 95 .000 176 . 1380. 4.0 98 .550 255 . 2050. 2.7 103.000 207 . 1695 . 3 .3 108.1 00 148. 1182 . 4 .8 112. 000 100. 1129 . 5 .0 112 .900 120 . 1406. 4 .0 113 .900 42. 590. 9 .5 116.200 42. 603. 9.3 116 . 700 92 . 1231. 4.6 119. 200 331. 3074. 1.9 124.000 197. 1504. 3 .8 126 .000 173. 1158 . 5 .0 130 .900 280. 2087 . 2.8 135.6 00 196 . 136 8 . 4.2 145.600 258. 1515 . 2.9 156.400 128. 992. 4.5 160.200 241. 1619. 2.8 163 .000 235 . 1491. 3.1 171.800 50 . 427 . 9.3 175 .300 223. 1448 . 2 .7 179.4 00 177 . 1145 . 3 .4 180.400 228 . 686 . 5 .7 181.120 206 . 629 . 6.2 186 .000 85 . 723 . 5 .4 189.000 65. 528 . 7 .4 191.500 142 . 884 . 4 .4 24N OV94 16:26 :58 FLOODWAY DATA. WOLF PEN CREEK PARK CORR PROFILE NO. 2 WATER SURFACE ELEVATION FILE: WPCEXFW.OUT WITH WITHOUT DIFFERENCE FLOODWAY FLOODWAY 248 .3 247.4 .9 249.3 248.4 .9 250 .2 249 .3 .9 250 .9 250 .0 .9 252 .1 251.1 1.0 252 .6 251. 7 .9 254 .8 254.1 .7 256.0 255 .9 .1 261.5 261.4 .1 263 .2 263 .l .1 263 .4 263 .3 .1 263 .4 263 .3 .1 263 .5 263.4 .1 263.8 263 .6 .2 264.2 263 .9 .3 264.7 264.3 .4 265.5 264 .9 .6 266.l 265.4 .7 266.5 265.8 .7 267 .l 266 .4 .7 268 .2 267 .3 .9 268 .5 267.6 .9 268 .2 267.3 .9 269 .7 269 .0 .7 271.0 270 .6 .4 271.5 271.0 .5 271.8 271.3 .5 272.4 271. 7 .7 273 .9 273 .l .8 274.8 274 .0 .8 277 .1 276 .2 .9 279 .6 278 .6 1.0 280 .6 279.6 1.0 281.2 280.3 .9 284 .6 283.8 .8 287 .2 286.3 .9 287.9 287.2 .7 288 .1 287.5 .6 287 .8 286.9 .9 288 .6 287 .8 .8 289 .5 288.9 .6 290 .9 290.2 .7 PAGE -------FLOODWAY -------WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 194.300 146. 1081. 3.6 291.4 290.7 .7 197.000 79. 596. 6.5 291.7 291.1 .6 199.000 120. 947. 4.1 292.7 292.1 .6 201. 000 93. 894. 1. 7 293.0 292.4 .6 203.000 89. 727. 2.1 293.1 292.5 .6 207.000 52. 307. 5.0 293.7 293.2 .5 209.000 57. 333. 4.6 294.7 294.1 .6 210.800 26. 166. 9.2 295.3 294.7 .6 213.300 39. 284. 5.4 298.2 297.3 .9 215.300 48. 240. 6.4 299.3 298.8 .5 215.900 90. 340. 4.5 300.1 299.5 .6 216.300 140. 561. 2.7 301.9 301.8 .1 216.500 112. 480. 3.2 302.4 302.4 .0 219.200 94. 402. 3.8 302.9 302.8 .1 221.100 57. 237. 6.5 303.4 303.3 . l 223.200 46. 213. 7.2 304.6 304.5 .1 *-----------------------------------* FILE: WPC-POST.SMP S U M P 0 Interactive Surrmary Printout for MS/P C-DOS micro computer s May 1991 *-----------------------------------* NOTE -Asterisk (*) at l eft of profile number indica t es message in surrrnary of errors list WOLF PEN CREEK PARK CORR Surrmary Printout SEC NO Q CWSEL STEN CL STENCR TOPWID 26 .30 5645 .00 247 .44 .00 .00 782.00 26 .30 5645 .00 248 .34 1153 .00 1518 .86 365 .86 37 .30 5645 .00 248 .42 .00 .00 617.43 * 37.30 5645 .00 249 .35 1331. 77 1667 .75 335 .98 * 45 .60 5645 .00 249 .34 .00 .00 399 .82 * 45 .60 5645 .00 250 .27 1115.05 1353 .55 238 .51 49 .20 56 45 .00 250 .01 .00 .00 810 .04 49 .20 5645 .00 250.91 1081.63 1346 .33 264 .70 * 55 .00 5645 .00 251 .13 .00 .00 789 .50 * 55 .00 5645 .00 252 .08 1267 .06 1699 .22 432 .1 6 61.00 5515 .00 251 .69 .00 .00 687.65 61.00 55 15 .00 252 .63 1322 .01 1671 .95 349 .94 * 69 .00 5515.00 254 .06 .00 .00 93 .51 * 69.00 551 5 .00 254. 71 1940 .00 2040 .00 95 .69 70 .00 5515 .00 255 .86 .00 .00 42 .00 70 .00 5515 .00 255 .96 1700 . 00 1742 .00 42 .00 * 73 .70 55 15 .00 261.43 .00 .00 42 .00 * 73 .70 5515 .00 261 .55 1700.00 1742 .00 42 .00 75 .10 5515 .00 263.14 .00 .00 340 .00 75 .10 5515 .00 263 .24 1425 .00 1765 .00 340 .00 * 77 .70 55 15 .00 263.26 .00 .00 74 2.61 77 . 70 5515 .00 263 .35 13 13 .40 1794 .43 481 .03 80 .80 551 5 .00 263 .32 .00 .00 845 .45 80 .80 5515 .00 263 .43 1271.80 1620 .79 348.99 * 83 .60 55 15 .00 263 .40 .00 .00 742 .06 * 83.60 5515.00 263.53 1228 .67 1527 .34 298 .67 85 .55 5515 .00 263.56 .00 .00 567 .93 85 .55 5515.00 263.75 1245 .92 1455 .00 209 .08 88 .15 5515.00 263.79 .00 .00 415.62 88 .15 5515.00 264 .10 1338.22 1531.37 193.14 rv · lc;~·'YI l ~4-. '7.; 91 .90 5515.00 264 .18 .00 .00 275.69 91 .90 5515 .00 264 .58 1619 .88 1791.89 172 .01 95 .00 5515.00 264.85 .00 .00 304 .69 95.00 5515.00 265 .42 1181. 00 1317 .64 136 .64 * 98 .55 5515.00 265.20 .00 .00 588 .40 * 98 .55 5515.00 265.85 1466 .07 1714 .18 248 .11 * 103.00 5515.00 265.48 .00 .00 524 .64 * 103.00 5515.00 266 .14 1452.45 1650 .04 197 .59 108 .10 5630 .00 266.20 .00 .00 326.27 108 .10 5630.00 266 .91 1295.23 1436 .98 141. 76 112 . 00 5630.00 267.16 .00 .00 395.01 112. 00 5630.00 268 .03 1510.00 1610 .00 100.00 112. 90 5630.00 267 .46 .00 .00 402 .96 112 .90 5630.00 268.36 1480 .00 1600 .00 120 .00 * 113 . 90 5630.00 267.21 .00 .00 42.00 * 113.90 5630.00 268.15 1310.00 1480 .00 42.00 * 116.20 5630.00 268 .92 .00 .00 42 .00 * 116.20 5630.00 269 .64 1310 .00 1480.00 42 .00 116 . 70 5630.00 270.59 .00 .00 381.45 * 116 .70 5630.00 271.02 1495 .00 1587 .00 92.00 * 119 .20 5763.00 270 .94 .00 .00 492.24 * 119. 20 5763.00 271.46 1059 .64 1390 .08 330.44 * 124 .00 5763.00 271.23 .00 .00 428.98 * 124.00 5763.00 271.76 1226 .59 1422 .68 196 .09 126.00 5763 .00 271.68 .00 .00 339 .53 126 .00 5763.00 272.34 1327.40 1500 .00 172.60 130.90 5763.00 273.11 .00 .00 606.94 * 130 .90 5763 .00 273 .93 1050 .00 1332 . 74 280.15 135 .60 5763.00 274.01 .00 .00 522.34 135.60 5763.00 274.81 1554 .33 1750 .03 195 .70 145 .60 4444.00 276.15 .00 .00 556 .59 145 .60 4444.00 277 .09 1381. 60 1640 .00 258 .40 156 .40 4444.00 278.63 .00 .00 277 .28 156.40 4444.00 279.63 1135. 00 1263 .32 128 .32 * 160.20 4564.00 279.63 .00 .00 471 .41 * 160 .20 4564.00 280 .64 1162 .16 1402.74 240 .58 163 .00 4564.00 280.34 .00 .00 464.68 163 .00 4564.00 281. 29 1368.07 1603 .37 235.30 * 171. 80 3969 .00 283.79 .00 .00 168.49 * 171 .80 3969 .00 284.58 1372 .67 1422 .97 50 .29 * 175.30 3969 .00 286 .28 .00 .00 352 .22 * 175.30 3969 .00 287 .19 1137 . 28 1360.72 223.44 179.40 3900 .00 287.20 .00 .00 281. 70 179.40 3900 .00 287 .88 1046 .44 1223 .41 176.97 * 180 .40 3900 .00 287.50 .00 .00 466 .76 * 180 .40 3900 .00 288.06 1100. 00 1340.00 227.85 * 181.12 3900 .00 286.90 .00 .00 401. 90 * 181.12 3900 .00 287.80 1100 .00 1340.00 206 .02 * 186.00 3900 .00 287 .85 .00 .00 214 .57 * 186.00 3900 .00 288.61 1185.00 1270 .00 85.00 189.00 3900.00 288.91 .00 .00 140.84 189 .00 3900 .00 289.55 1370.00 1435.00 65.00 * 191.50 3900.00 290 .15 .00 .00 453.95 * 191.50 3900 .00 290.82 1348 .36 1490.00 141.64 194.30 3855.00 290 .74 .00 .00 228 .73 194 .30 3855.00 291.41 1212.91 1359.06 146 .15 * 197 .00 3855 .00 291.13 .00 .00 153 .33 * 197 .00 3855 .00 291.70 1237.77 1317.21 79 .43 * 199 .00 3855 .00 292.10 .00 .00 241.54 * 199.00 3855.00 292.74 1260 .00 1380 .00 120.00 201. 00 1536.00 292.43 .00 .00 203 .62 201. 00 1536.00 293.04 1272 .27 1364 .92 92.65 203 .00 15 36 .00 292.47 .00 .00 184.55 203 .00 1536 .00 293 .07 1212 .56 1301.41 88.85 * 207 .00 1536.00 293 .17 .00 .00 111.68 * 207 .00 1536.00 293.70 1334 .03 1385 .57 51.54 209 .00 1536.00 294.09 .00 .00 112 .40 209 .00 1536.00 294.69 1169 . 96 1227.00 57 .04 210.80 1536.00 294.69 .00 .00 56 .29 * 210.80 1536.00 295 .25 1185. 00 1210 .73 25.73 213 .30 1536.00 297 .31 .00 .00 63 .40 213.30 1536.00 29 8 .18 1225 .85 1265.00 39 .15 215.30 1536 .00 29 8 .84 .00 .00 80 .57 215 .30 1536 .00 29 9 .36 1285.47 1333.88 48 .41 * 215 .90 1536.00 299.53 .00 .00 76.17 * 215.90 153 6.00 300 .17 1070 .00 1210.00 90.3 0 * 216.30 1536 .00 301. 82 .00 .00 139.2 8 * 216.30 1536.0 0 301.92 1070 .00 1210.00 139.7 0 216.50 1536 .00 302 .45 .00 .00 177 .85 216.50 1536.00 302 .48 1269.56 1381. 72 112.16 219.20 1536 .00 302 .78 .00 .00 148.5 8 219.2 0 1536 .00 302 .84 1216.85 1311.30 94.45 * 221.1 0 1536 .00 303.32 .00 .00 69.84 * 221.1 0 1536 .00 303 .42 1150. 00 121 0 .00 57.08 223.2 0 1536.00 304 .51 .00 .00 91.45 223.2 0 1536 .00 304 .61 1074 .42 112 0 . 00 45.5 8 1 FLOOOWAY DATA. WOLF PEN CREEK PARK CORR PROFILE NO. 2 ' -------FLOODWAY -------WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 26.300 366. 1938. 2.9 37.300 336. 2481. 2.3 45.600 239. 1632. 3.5 49.200 265. 1577. 3.6 55.000 432. 2277. 2.5 61. 000 350. 2171. 2.5 69.000 96. 552. 10.0 70.000 42. 414. 13.3 73.700 42. 598. 9.2 75.100 340. 2773. 2.0 77.700 481. 3947. 1.4 80.800 349. 3010. 1.8 83.600 299. 2212. 2.5 85.550 209. 1729. 3.2 88.150 193. 1621. 3.4 91. 900 172. 1410. 3.9 95.000 137. 1110. 5.0 98.550 248. 1959. 2.8 103.000 198. 1578. 3.5 108.100 142. 1120. 5.0 112.000 100. 1118. 5.0 112. 900 120. 1394. 4.0 113. 900 42. 586. 9.6 116.200 42. 600. 9.4 116. 700 92. 1227. 4.6 119.200 330. 3055. 1.9 124.000 196. 1495. 3.9 126.000 173. 1151. 5.0 130.900 280. 2083. 2.8 135.600 196. 1366. 4.2 145.600 258. 1515. 2.9 156.400 128. 992. 4.5 160.200 241. 1619. 2.8 163.000 235. 1491. 3.1 171.800 50. 427. 9.3 175.300 223. 1448. 2.7 179.400 177. 1145. 3.4 180.400 228. 686. 5.7 181.120 206. 629. 6.2 186.000 85. 723. 5.4 189.000 65. 528. 7.4 191. 500 142. 884. 4.4 26NOV94 14:46:44 FLOOOWAY DATA. WOLF PEN CREEK PARK CORR PROFILE NO. 2 248.3 247.4 .9 249.3 248.4 .9 250.2 249.3 .9 250.9 250.0 .9 252.l 251.1 l. 0 252.6 251. 7 .9 254.8 254.l .7 256.0 255.9 .1 261.5 261.4 .1 263.2 263.1 .1 263.4 263.3 .1 263.4 263.3 .l 263.5 263.4 . l 263.8 263.6 .2 264.1 263.8 .3 264.6 264.2 .4 265.5 264.9 .6 265.8 265.2 .6 266.2 265.5 .7 266.9 266.2 .7 268.l 267.2 .9 268.4 267.5 .9 268.1 267.2 .9 269.6 268.9 .7 271.0 270.6 .4 271.4 270.9 .5 271.7 271.2 .5 272.4 271. 7 .7 273.9 273.1 .8 274.8 274.0 .8 277. l 276.2 .9 279.6 278.6 1.0 280.6 279.6 l. 0 281.2 280.3 .9 284.6 283.8 .8 287.2 286.3 .9 287.9 287.2 .7 288.l 287.5 .6 287.8 286.9 .9 288.6 287.8 .8 289.5 288.9 .6 290.9 290.2 .7 FILE: WPC-POST.OUT PAGE -------FLOOOWAY -------WATER SURFACE ELEVATION STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY 194.300 146. 1081. 3.6 291.4 290.7 .7 197.000 79. 596. 6.5 291.7 291.l .6 199.000 120. 947. 4.1 292.7 292.1 .6 201. 000 93. 894. 1. 7 293.0 292.4 .6 203.000 89. 727. 2.1 293.l 292.5 .6 207.000 52. 307. 5.0 293.7 293.2 .5 209.000 57. 333. 4.6 294.7 294.1 .6 210.800 26. 166. 9.2 295.3 294.7 .6 213.300 39. 284. 5.4 298.2 297.3 .9 215.300 48. 240. 6.4 299.3 298.8 .5 215.900 90. 340. 4.5 300.l 299.5 .6 216.300 140. 561. 2.7 301.9 301.8 .1 216.500 112. 480. 3.2 302.4 302.4 .0 219.200 94. 402. 3.8 302.9 302.8 .1 221.100 57. 237. 6.5 303.4 303.3 .1 223.200 46. 213. 7.2 304.6 304.5 . l .. Al\~~-t ~~ ~1-z.'' dY1 ~ .3«XJfJ5'I I I I I fo pv 0 • /G*( CITY OF COLLEGE STATION ~ ~ DEVELOPMENT SERVICES DEPARTMENT Post Office Box 9960 1101 Texas Avenue College Station. Texas 77842-0960 (409) 764-3570 MEMORANDUM T O : Carol Arnold, Supervisory Staff Accou ant FROM : Natalie Thomas, Planning Technicia (~~ DATE : October 20, 1995 RE : Release of funds for the University Commons apartment project. Encl osed is a copy of cashier's check #1050042 in the amount of$69,968 .00 received from AmSouth Bank from Maxus, Inc . on the above mentioned apartment complex . The total amount of the cashier's check was to guarantee landscaping improvements (total of$58 ,418) and engineering work (total of$1 l ,550). The work in which this guarantee was posted has been completed and accepted by the City . Please release the total amount of $69,968.00 to Maxus , Inc . as soon as possible . If you have any questions or need additional information, please let me know . Thank you . cc : Maxus, Inc . Shirley Volk ,y€ronica Morgan Deborah Grace ··sui/ding a Better City in Partnership with You· _:Alvl5oun-t BANK Cashier's Check 10 5 0 0 4 2 Maxus, Inc. August 17, 19 95 Pu rchaser $ 69 t 968.00 AMSOUlH BANK G 9, 9 G 8 dnl's 0 O cts Pay to the order of: r City of College Station, Texas L _J 28 7 b ~8811 1