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Drainage Reports - 04/19/2004
III 161b4 I 2 5 2004 L. FINAL DRAINAGE REPORT FOR MAPLE HILL REPLAT OF BLOCK 25 ppopERTY OF N,O&,P CO)LLINS 3Jl Submitted to: CITY OF FORT COLLINS December 19, 2003 ' December 19, 2003 Mr. Basil Hamden City of Fort Collins Storm Water Division ' P.O. Box 580 Fort Collins, CO 80522 ' Re: Replat of Maple Hill, Block 25 Project No. 0953-0011.01 Dear Mr. Hamden: r•e506- We are pleased to ubmit to you, this Final Drainage Report for the Replat of Maple Hill, Block 25. This report was prepared based on Urban Storm Drainage Criteria and City of Fort Collins criteria. We believe it satisfies all criteria for a final report. This report is an ' addendum to the Final Drainage report for Maple Hill, and references that report for the Erosion Control plan. This report includes UDsewer and UDSwmm models for a final condition assuming the replat of both Blocks 25 and 26. This ultimate design was ' analyzed to show the ultimate impact on the development, should either or both of these replats be persued. We look forward to your review and approval and will gladly answer any questions you may have. Sincerely, TST, INC. C NSULTING ENGINEERS ' �,jJ��//A\�1 Fraser Walsh, PE 1 SD/sjk 1 Enclosures TST INC. 748 Whalers Way - Building D Fort Collins, CO 80525 Consulting Engineers (970) 226-0557 Metro (303) 595-9103 Fax (970) 226-02(M Email info@tstinc.com Wa nt[stinc.com I TABLE OF CONTENTS Page ' 1.0 Introduction 1.1 Scope and Purpose....................................................................................................................1 1.2 Project Location and Description...............................................................................................1 ' 2.0 Historic Conditions............................................................................................................................3 3.0 Developed Conditions Plan 3.1 Design Criteria...........................................................................................................................4 3.2 Drainage Plan Development......................................................................................................5 ' 3.2.1 Street Capacity..............................................................................................................5 3.2.2 Inlet Design...................................................................................................................6 3.2.3 Storm Sewer Design.....................................................................................................6 3.2.4 Detention Pond Design.................................................................................................6 3.3 Erosion/Sediment Control Plan..................................................................................................6 ' Figures Figure 1 - Vicinity Ma 2 ' Tables ' Table 1 — Hydrologic Calculations Worksheet Table 2 — Summary of Street Capacity Analysis Table 3 — Summary of Inlet Analysis and Design Table 4 — Summary of Storm Sewer Design Sheets RationalDrainage Plan................................................................................................................ Sheet 1 of 1 UDSWMDrainage Plan............................................................................................................... Sheet 1 of 1 1 I 1 1 1.0 1 Introduction 1 1.1 Scope and Purpose 1 This report presents the results of a Final Drainage Evaluation for the Replat of Block 25 at Maple Hill. In accordance with the requirements of the Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC), the purpose of this report is to present a 1 storm drainage plan that identifies peak runoff conditions and provides a means by which to safely collect and convey runoff across the site. This report will evaluate hydrologic conditions for the proposed development to determine the location and magnitude of the storm runoff, and 1 will use that information for hydraulic analysis of the proposed streets and conveyance facilities. 1.2 Project Location and Description 1 Maple Hill is a proposed 451 single family, 76 duplex dwelling unit and 25 building (8-plex), 200 multi -family dwelling unit development located in the Northwest Quarter of Section 32, 1 Township 8 North, Range 68 West of the 6t' P.M., City of Fort Collins, State of Colorado. The site is bounded on the west by County Road 11, the south by existing agricultural land, the east by the Larimer/Weld No. 8 Irrigation Ditch (No. 8) and the north by County Road 52. Block 25 are located in the southern portion of the site between Summerpark Lane and Sunbury Lane 1 and Muir Lane and Clearfield Way. A vicinity map illustrating the project location is provided in Figure 1. 1 This project is located entirely within the Cooper Slough/Boxelder Drainage Basin. A master drainage study currently does not exist for this portion of the basin. However, the existing topography indicates that the proposed site drains to the No. 8 ditch and conveyed south. 1 The purpose for the replat is to change the layout of Block 25 to add an alley to the block and to add 2 additional lots to the block. 1 1 J 1 i TST, Inc. 1 December 19, 2003 1 0953-003 I i 1 1 1 1 i 1 11 1 i 1 1 [, FIGURE I VICINITY MAP Scc% I " = 2000' 2.0 Historic Conditions The proposed site has historically been agricultural in nature and drains in a southeasterly direction at slopes ranging from 0.6 to under 2 percent. It is currently undeveloped, with existing vegetation consisting of an agricultural use. The Larimer/Weld No. 8 Irrigation Ditch eventually receives all drainage from this site. The approved final drainage report for Maple Hill describes the drainage and erosion control plan for this site. It is the intention of this replat to minimize the impact of the redesign on the existing drainage plan. TST, Inc. 0953-003 3 December 19, 2003 3.0 Developed Conditions Plan 3.1 Design Criteria The drainage system presented in this report has been developed in accordance with the criteria established by the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC) dated May 1984 and revised in January 1997. Where applicable, design guidelines and information were also obtained from the Denver Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM). Developed condition hydrology was evaluated based on the 2-year and 100-year storm frequencies as dictated by Table 3-1 of the SDDC manual. Because of the limited size of the subbasins on the site, the Rational Method was selected to calculate runoff. However, the detention pond was analyzed and designed using UDSWM, which will be discussed in Section 3.2.5. The Rational Method utilizes the SDDC manual equation: Q = CCfIA where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency coefficient, I is the rainfall intensity in inches per hour, and A is the total area of the basin in acres. The runoff coefficient, C, was calculated from Table 3-3 of the SDDC manual based on the proposed developed condition land use. A composite runoff coefficient was calculated for each sub -basin based on the percentage of impervious surface (C = 0.95) and pervious surface (C = 0.25). Cf was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm and 1.25 for the 100-year storm. The appropriate rainfall intensity was interpolated from the rainfall intensity duration table in Figure 3-1 of the SDDC manual dated 1999. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: tc = t; + tf where tc is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and t, is the travel time in the gutter in minutes. The initial or overland flow time was calculated with the SDDC manual equation: t; = [1.87(1.1 - CCf)Los)/(S)( 33 where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent, C is the composite runoff coefficient, and Cf is the storm frequency coefficient. The formula limits the product of CCf to 1.0 and when the product 1 I I 1 I I I I TST,Inc. 4 December 19, 2003 0953-003 1 I ' exceeds this value 1.0 is used in its place. Gutter (or channel) travel times were determined by utilizing Figure 3-3 for the flow velocity within the conveyance element. The travel time was ' then determined by dividing the gutter flow length by the velocity. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, or ditches. After the peak runoff was calculated, attenuated runoff was calculated. This was done by combining all contributing areas upstream of a given design point. The time of concentration for the design point was taken as the greatest time of all the contributing subbasins. ' 3.2 Drainage Plan Development ' The proposed drainage plan consists of a combination of overland flow and gutter flow. The runoff will sheet flow across landscaped yards and common areas, then concentrate at proposed streets. Gutter flow in streets will be collected at low points via curb inlets or area inlets and then conveyed via a storm sewer system or drainage pans to the detention ponds. Subbasins were delineated based on the proposed grading. Final grading and basin delineation is shown on the Rational Drainage Plan Sheet, which can be found in the back of this report. ' The approved drainage plan for the site has two (2) detention ponds. These ponds have been hydraulically linked to function as one detention pond. Most of the site runoff will be directed ' through this pond prior to discharge to the Larimer/Weld No.8 Ditch (No.B). The development has been restricted to a 10 cfs release rate, except at the northeast corner of the site where the Lind Farm property will discharge into the ditch through a series of swales and storm sewer ' pipe. Basin B encompasses the middle/right portion of the site. This includes the proposed multi- family area and the neighborhood park. Basin C encompasses the southwest part of the site. Constructing the alley will increase the impervious area of the basins, which will increase the flow from the block. The alley has been graded with a low points and inlet in the middle of the ' block to minimize the amount of water that flows across the sidewalk to the street. 3.2.1 Street Capacity ' The alley street section is 15-feet from BOC to BOC with rollover curb and gutter and a 1 foot concrete apron. The street will drain from one side to the other. Street encroachment criteria for the streets was taken from Table 4-1 (minor storm) and Table 4-2 (major storm) of the SDDC. The minor event (2-yr) criteria allows no curb overtopping and flow may spread to the crown. The major event (100-yr) criteria allows for flow depths of 6 ' inches over the crown. As per the City Engineering Department, no more than 0.5 cfs will flow across the sidewalks. The alley meets these requirements and will function below the allowable capacities. The flow in the 100-year storm will spread outside of the right of way but will not inundate any structures. The flow from the alley to the street in the 2 year storm is less than 0.5cfs in all cases. The results of the Street Capacity Analysis can be found in Table 2. TST, Inc. 5 December 19, 2003 ' 0953-003 I 3.2.2 Inlet Design CDOT Type "R" curb sump inlets were used to collect the 2-yr and 100-yr. runoff from low points in the alley. The ponding depth for the inlet in the alley was set such that flow would spread to the R.O.W. (back of walk) in the 100-yr storm The results of the Inlet Analysis and Design can be found in Table 3a and 3b. 3.2.3 Storm Sewer Design The storm sewer lines were analyzed with Neo UDSEWER. The pipes were sized such that the hydraulic grade remains below the flow line of the proposed inlets. ST-3 conveys runoff from Basin C through a series of inlets to the detention pond. A new branch was added to ST-3 to collect runoff from the alleys. The results of the Storm Sewer Design can be found in Table 4. 3.2.4 Detention Pond Design A water quality and detention pond was provided before discharge of site runoff. This pond is sized based on SDDC and Urban Drainage criteria and the total release rate of the site (10 cfs). The pond was designed with an orifice plate with multiple orifices to provide for an extended drainage time. The water quality volume was based on the 2-yr. storm, with the 100-yr storm overtopping the control structure and entering the discharge pipe. The pond was provided with an orifice plate on the discharge pipe to control the 100-yr discharge from the pond. If the pond were to overtop, it will spill in a historic south easterly direction and into the No. 8 Ditch. No structures will be inundated if overtopping occurs. A spillway will be sized to convey any overtopping without jeopardizing the integrity of the pond. The required volume for the 100-year storm in the detention pond increased from 41.71 to 41.74 Ac-ft. This minor change in volume will not negatively impact the original detention pond design. The site was analyzed using UDSWM. The basin widths were obtained by taking the area of the basin, and dividing it by the length of the flow path. The supporting documentation for the Detention Pond Design can be found with this report. 3.3 Erosion Control The Erosion control plan for these two blocks can be found in the drainage report for the Maple Hill Subdivision. This replat will not impact the original design. 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 i 1 TST, Inc. 6 December 19, 2003 0953-003 1 1 1 1 1 1 Total Area 1mDery Area C Pery C Ave C C 8 a 2780 1015 0.95 1765 0.25 0.51 C 8 b 32654 13899.75 0.95 18754.25 0.25 0.55 C 8 c 70617 29221.2 0.95 41395.8 0.25 0.54 C 9 1 A 4684 1830 0.95 2854 0.25 0.52 Impervious Area was calculated assuming a roof area of 30'x40' I I I I I I I I I I I §;\/§§§6 ) !$. $c 2 � § _- - { }bwmyla a2!«?\ ! ] No Text LJ 1 1 1 1 y 0 w No Text a 0 M d N a u u J W yoz F U m TABLE 4. SUMMARY OF STORM SEWER DESIGN ...... STREAK: ST-3G MH-3GI MH-3G2 6.55 24 RCP MH-3G2 INLET 3G 1 6.55 18 RCP TST, INC. CONSULTING ENGINEERS 12/19/2003 Hydromas25.xls -�® 22 O+q--®-ram—e 20 23 .13 g 6 15 513 48 615 d n c. 3 616 16 1 1 1 1 514 914 411 11 NeoUDS Results Summary Page 1 of 6 NeoUDS Results Summary Project Title: Gillespie Farm Project Description: ST-3 Output Created On: 12/19/2003 at 9:20:16 AM Using NeoUDSeWeI Version 1A. Rainfall Intensity Formula Used. Return Period of Flood is 0 Years. Sub Basin Information Manhole Basin ID # Area * C Time of Concentration Ram I Overland Gutter=inutes inutes notes ch/Hour Peak Flow CFS 0� 1� 0 0 ® 18.20 18.20 18.20 16.18 16.18 5.0 5.0 5.0 5.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 5.77 0.0 5.77 0.0r 5,7 0.0 6.22 0.0 6.22 105.0 105.0 1105.0 100.7 100.7 0 11.44 5.0 0.0 0.0 5.92 67.8 © 8.13 5.0 0.0 0.0 7.00 56.9 7� 0.95 5.0 0.0 0.0 7.76 7.4 ® 1.19 5.0 0.0 0.0 11.54 13.7 0 1.19 5.0 0.0 0.0 5.77 6.8, 10 1.19 5.0 0.0 0.0 5.77 6.8 11 2.23 5.0 0.0 0.0 10.62 23.7 12 2.23 5.0 0.0 0.0 10.62 23.7 13 1.66 5.0 0.0 0.0 5,16 8.6 14 1.66 5.0 0.0 0.0 5.16 8.6 16 4.06 5.0 0.0 0.0 7.00 28.5 15 4.07 5.0 0.0 0.0 6.99 28.5 17 11.20 5.0 0.0 0.0 6.39 71.6 18 8.40 5.0 0.0 0,0 7,55 63.5 19 0.70 5.0 0,0 0.0 5.43 3.8 20 0.70 5.0 0.0 0.0 5.43 3.8 21 0.70 5.0 0.0 0.0 9.36 6.6 22 0.70 5.0 0.0 0.0 9.36 6.6 The shortest design rainfall duration is 5 minutes. file://C:\Program%20Files\NeoUDSewer\Reports\3280987216.htm 12/19/2003 ' NeoUDS Results Summary Page 2 of 6 I 1 I I L I I i I 1 I I For rural areas, the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the fast design point, the time constant is <_ (10+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supercedes the calculated values. Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak CFS Ground Elevation (Feet) Water Elevation (Feet) Comments �0 0 0.0 0.00 105.0 5003.51 5003.51 �1 0 131.17 112.97 5.0 5.0 0.80 105.0 0.93 105.0 5008:33 5008.56 5003.77 5003.86 Dli 3� 93.82 5.0 1.07 100.7 5009.53 5004.22 �' ® 77.63 5.0 1.30 100.7 5009.64 5005.19 �5 40.83 5.0F 1.66T 67.8 5011.49F 5007.18 O 16.27 5.0 3.50F 56.9 5020.54 5015.73 �7 0.95 5.0 7.76 7.4 5008.33F 5006.82 5.0 3.85 13.7 5009.75 5006.27 9� 1.19 5.0 5.77 6.8]F 5009.20 5006.53 10 1.19 5.0 5.77 6.8 5009.20 5006.51 11 4.46 5.0 5.31 23.7 F23.7 5011.66 5007.00 5008.14 5008.71 Surface Water Present 13 1.66 5.0 5.16 8.6 5011.17 5008.34 14 1.66 5.0 5.16 8.6 5011.63 5008.31 16 4,06 5.0 7.00 28.5 5019.93 5017.61 15 4.07 5.0 6.99F 28.5 5019.93 5017.61 17 53,43 5.0 1.34F 71.6 5012.01 5006.28 18 26.07 5.0 2.43 63.5 5014.99 5011.32 19 1.4 5.0 2.71 3.8 5011.72 5007.80 20 0.7 5.0 5.43 3.8 5011.49 5007.82 21 1.4 5.0 4.68 6.6 5014.37 5014.10 22 0.7 5.0 9.36 6.6 5014.13 5014.00 1 file://C:\ProRram%20Files\NeoUDSewer\Reports\3280987216.htm 12/19/2003 NeoUDS Results Summary Page 3 of 6 Summary of Sewer Hydraulics AT..1e• 11- -; e..Au +k +n ilnnr r.+;n is 1 v Calculated Su ested Existing Manhole ID Number Sewer ID # Upstream Downstream Sewer Shape Diameter se (Inches) > Diameter se (Inches) > Diameter se (Inches � , Width �1 �1 Round 50.7 54 54 N/A 12 00 Round 50.7 54EAF N/A 23 �3�0 Round 49.9 54N/A 34 Arch 49.9 54 43F 68 Round 18.8 21 21 N/A qg ®®Round 16.7 18 24 N/A, 89 Round 15.3 18 24 N/A 810 10 ® Round 15.3 18 24F N/A 411 11 ® Round 19.9 21 24 N/A 1112 12 11 Round 23.6 24 24 N!A 513 13 0 Round 19.8 21 24 N/A 514 14 Round 19.8 21 24 N/A 616 16 © Round 21.3 24 33F N/A 615 15 © Round 21.3 24 33 N!A 0 17 ® Round 37.0 42 42 N/A �0 17 Round 36.2 42 42 N/A ® 18 Round 29.8 30 30 N/A ound 28.6 30 30 N/A © 19 17 Round 12.3 18 18F N/A �7 20 19 Round 12.3 18 18 N/A F8 21 18 Round 17.9 18 24 N/A 09 22 21 Round 16.3 18 18 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Design Full Normal Normal Critical Cr►tical Full Sewer Flow Flow Depth Velocity Depth Velocity Velocity Froude Number Comment ID CFS CFS (Feet PS (Feet) PS PS �1 105.0 124.7 3.16 8.8 3.01 9.3 6.6 0.91 12 105.0 124.7 3.16 8.8 3.01 9.3 6.6 0.91 file://C:\Program%20Files\NeoUDSewer\Reports\3280987216.htm 12/19/2003 ' NeoUDS Results Summary Page 4 of 6 1 k 23 100.7 124.7 3.071 8.71 2.941 9.11 6.3 0.931� 1 34 100.7 134.2 2.99 8.8 2.92 9.0 6.0 0.96 27 7.4 10.0 1.12 4.6 1.01 5.2 3.1 0.82 48 13.7 35.9 0.86 10.6 1.33 6.2 4.4 2.33 89 6.8 22.7 0.75 6.3 0.93 4.8 2.2 1.49 810 F 6.8 22.7 0.75 6.3 0.93 4.8 2.2 1.49 411 23.7 F 39.3 1.12 13.1 1.71 8.3 7.5 2.42 1112 23.7 24.7 1.57 9.0 1.71 8.3 7.5 1.25 =F 8.6F 14.3 1.11 4.8 1.06 5.1 2.7 0.88 514 8.61F 14.3 1.11 4.8 1.06 5.1 2.7F 0.88 616 28.5 91.8 1.05 13.6 1.77 7.1 4.8 2.72 615 28.5 91.8 1.05 13.6 1.77 7.1 4.8 2.72 71.6 100.9 2.18 11.4 2.65 9.2 7.4 1.47 Fr=� 0 67.8 100.9 2.10 11.2 2.58 8.9 7.0 1.5 L� ® 63.5 65.0 2.00 15.1 237 13.2 12.9 1.84 =F 56.9 65.0 1.81 14.9 233 11.9 11.6 2.02 © 3.8 10.5 0.62 5.5 0.76 4.2 2.2 1.41 F =7 3.8 10.5 0.62 5.5 0.76 4.2 2.2 1.41 ® 6.6F 14.3 0.95 4.5 0.91 4.7 2.1 0.92 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Sewer ID rSlope Invert Ustream P Elevati7oii7l Downstream Buried UPstreamDownstreamComment Dept /eet 0.40 5000.40 (Feet) 4999.87 (Feet)(Feet) 3.43 0.86 3.43 Sewer Too Shallow 12 0.40 5000.52 5000.40 3.54 23 0.40 5001.10 5000.52F73,93 4.85 34 0.40 5002.15 5001.10 3.91 3.62 I 27 0.40 5003.21 5003.19 3.37 4.29 5.49 48 2.50 5003.46 5002.15 4.29 89 1.00 5003.81 5003.46 3.39 3.59 4.29 �- -I 810F 411 1.00 3.00 5003.61 5006.43 5003.46 5002.15 3.23 5.49--� I file://C:\Program%20Files\NeoUDSewer\Reports\3280987216.htm 12/19/2003 NeoUDS Results Summary Page 5 of 6 ' 1112 1 1.191 5007.001 5006.43 -2.001 3.23 ISewer Too Shallow 513 0.40 5004.61 5004.51 4.56 4.98 514 0.40 5004.53 5004.51 5.10 4.98 616 3.00 5013.43 5013.28 3.75 4.51 615 3.00 5014.03 5013.28 3.15 4.51 C� 1.00 5003.63 5002.25 4.88 3.89 0 1.00 5004.60 5003.62 3.39 4.88 ® 2.50 5008.95 5004.60 3.54 4.39 2.50 5013.40 5008.96 4.64 3.53 © 1.00 5005.87 5003.65 4.35 6.86 1.00 5006.05 5005.98 3.94 4.24 �-� ® 0,40 5009.98 5009.27 2.39 3.72 0.65 5010.13 5010.08 2.50 2.79 Summary of Hydraulic Grade Line Sewer Sewer Surcharged ID # Leee�h Leneegtth Invert Elevati7on71 Upstream Downstream (Feet) (Feet) Water Elevation Upstream Downstream (Feet) (Feet) Condition 1� 132.98 5000.40F 4999. 77 5003.77 5003151 Subcritical 12 29.5 5000.52 5000.40 5003.86 5003.77 Subcritical 23 145.26�� 5001.10 5000.52 5004.22 5003.86 Subcritical 34 261,44 �_� 5002.15 5001.10 5005.19 5004.22 Subcritical 27 ��� 5003.21 5003.19 5006.82F 5003.86 Subcritical 48 52.5 52.5 5003.46 5002.15 5006.27F 5005.19 Pressured 89 35 35 5003.81 5003.46 5006.53 5006.27 Pressured 810 15 15 5003.61 5003.46 5006.51 5006.27 Pressure 411 142.74 71.87 5006.43 5002.15 5008.14F 5005.19 Jump 1112 48 � 5007.00 5006.43 5008.71 5008.14 Jum 513 25 25 5004.61 5004.51 500834 5007.18 Pressured 514 �� 5004.53 5004.51 5008.31 5007.18 Pressured 616 �-�� 5013.43 5013.28 5017.61 5015.73 7um 615 25I��� 5014,03 5013.28 5017.61 5015.73 Jum 0 137.83 L �J 5003.63 5002.25 5006.28 5005.19 Jump 0 97.5 �� 5004.60 5003.62 5007.18 5006.28 Jum ® 174 L_J 5008.95 5004.60 5011.32 5007.18 Jum 11 11 I file:HC:\Program%20Files\NeoUDSewer\Reports\3280987216.htm 12/19/2003 ' NeoUDS Results Summary Page 6 of 6 1 I I I 11 L 5 177.67101 5013.401 5008.96 1 5015.731 5011.321 Jumpl 222.44 222.44 5005.87 5003.65 5007.80 5006.28 Pressured 7.17 7.17 5006.05 5005:98 5007.82 5007.80 Pressured ® 177.94 177.94 5009.98 5009,27 5014.10 5011.32 Pressured �9 7.17 7.17 5010.13 5010.08 5014.00 5014.10 Pressured Summary of Energy Grade Line Juncture Losses Downstream Manhole Upstream Manhole Sewer ❑❑Energy Manhole Elevation Sewer Friction Bend Lateral Energy Bend K Lateral K Manhole Loss Loss Elevation ID # ID # (Feet) eet Coefficient eet Coefficient eet ID # (Feet) 1� 1� 5004.83F 1.32 0.05 0.00 0.00F 0.00 F-o--] 5003,51 12 0 5004.96 0.10 0.05F 0.03 5004.83 23 5005.40 0.40 0.05 0.03 0.00 0.00 5004.96 34 ® 5006.36 0.93 0.05F 0.03 0.00F 0.00 5005.40 27 0.01 0.00F 0.00 0 5004.96 48 ® 5006.56 0.19 0.05FO-011F 0.00 0.00 ® 5006.36 89 IO9 5006.60 0,03 0.05 0.00 0.00 0.00 ® 5006.56 810 10 5006.58 0.01 0.05 0.00 F 0.00 0.00 ® 5006.56 411 11 5009.21 2.80 0.05 0.04 0.00 0.00 ® 5006.36' 1112 12 5009.78 0.53 0.05F 0.04 0.00F 0.00 11 5009.21 513 13 5008.46 0.04 0.05 0.01 0.00 0.00 5008.41 514 14 5008.43 0.01 0.05F 0.01 0.00F 0.00 �� 5008.41 616 16 5017.96 0.00 0.05 0.02 0.00 0.00 © 5017.95 615 15 5017.96 0.00 0.05 0.02 0.00F 0.00 © 5017.95 17 5007.58 1.18 0.05 0.04 0.00F 0.00 ® 5006.36 0� 5008.41 0.79 0.05 0. 44 0.00F 0.00 17 5007.58 ® 18 5014.02 5.48 0.05F 0.13 0.00 0. O 0.00 0 18 5008.41 5014.02 5�© 5017.95 3.82 0.05 0.10 0.00F © 19 5007.87 0.29 0.05 0.00 7OO 0.00 17 5007.58 7� 20 5007,89 0.01 0.05 0.00 0.00 0.00 19 5007.87 ® 21 5014.17 0.15 0.05 0.00 0.00 0.00 18 5014.02 =F 22 5014.21 0.03 0.05 0.01 0.00 0.00 21 5014.17 file://C:\Program%2OFiles\NeoUDSewer\Reports\3280987216.htm 12/19/2003 100_PR_GL-NEW.sin 2 1 1 2 3 4 WATERSHED 0 ' Gillespie Farm Drainage Plan - Project k: 953-003 100-YEAR Developed condition - October 2002 - TST Inc. consulting Engineers 240 0000 S.0 1 24 1.00 1.14 5 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.48 ' 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.7S 0.73 0.71 0.69 0.67 1 101 201 585. 26.3 S3.0.0120.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 102 2121061, 48.8 50.0.0180.016 0.21 0.1 0.3 0.51 0.S 0.0011 1 103 203 666. 23.5 54.0.0270.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 104 2041025. 33.5 50.0.0080.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 105 20S1154. 26.7 58.0.0060.016 0.25 0.1 0.3 0.51 0.5 0.0018 1 106 216 978. 24.7 13.0.0130.016 0.25 0.1 0.5 4.SO 0.6 0.0018 1 107 215 720, 17.9 13.0.0170.016 0.21 0.1 0.5 4.SO 0.6 0.0018 1 108 214 472. 11.0 14.0,0220.016 0.25 0.1 0.5 4.50 0.6 0.0018 0 8 . 101 102 103 104 10S 106 107 108 0 0 0 0 0 0 0 0 201 301 0 4 0. 524. 0.020 50. 50. 0.016 0.4 ' 30. 524. 0.020 10. 10. 0.02 5.0 0 206 306 0 4 0. 400. 0.030 SO. 50. 0.016 0.4 30. 400. 0.030 10. 10. 0.02 S.0 0 202 302 0 4 0. 550. 0.020 50. 50. 0.016 0.4 30. 550. 0.020 10. 10. 0.02 5.0 0 207 307 0 4 0. 367. 0.001 50. 50. 0.016 0.4 30. 367. 0.001 10. 10. 0.02 S.0 0 208 308 0 4 0. 234. 0.001 SO. 50. 0.016 0.4 30. 234. 0.001 10. 10. 0.02 5.0 0 203 303 0 4 0. 247. 0.001 50. 50. 0.016 0.4 ' 30, 247. 0.001 10. 10. 0.02 5.0 0 212 312 0 4 0. 417. 0.002 50. 50. 0.016 0.4 30. 417. 0.002 10. 10. 0.02 5.0 0 213 313 0 4 0. 186. 0.002 50. 50. 0.016 0.4 30. 186. 0.002 10. 10. 0.02 S.0 0 214 314 0 4 0. 1320. 0.003 50. 50. 0.016 0.4 30. 1320. 0.003 10. 10. 0.02 5.0 0 210 310 0 4 0. 244. 0.002 50. 50. 0.016 0.4 30. 244. 0.002 10. 10. 0.02 5.0 0 204 304 0 4 0, 10. 536. 536. 0.001 0.002 10, 10. 50. 10. 0.016 0.02 0.4 5.0 0 209 309 0 4 0. 298. 0.002 50. 50. 0.016 0.4 30, 298. 0.002 10. 10. 0.02 5.0 0 205 305 0 4 0. 658. 0.002 50. 50. 0.016 0.4 0 215 315 0 4 30. 0. 658. 632. 0.002 0.001 10. 50. 10. SO. 0.02 0.016 5.0 0.4 30. 632. 0.001 10. 10. 0.020 5.0 ,- 0 216 316 0 4 0. 684. 0.002 50. 50. 0.016 0.4 30. 684. 0.002 10. 10. 0.020 5.0 0 217 317 0 4 0, 108, 0.004 50, 50. 0.011 0.4 30. 508. 0.004 10. 10. 0.020 5.0 ' 0 301 206 0 3 1. 0 306 207 0 3 1. 0 307 208 0 3 1. 0 302 0 0 3 1. 0 308 4 4000 0 3 1. 0 304 209 0 3 1. 0 309 400 0 3 1. 0 303 212 0 3 1. 0 3 400 0 3 1. 0 30505 400 0 3 1. ' 0 311 700 0 3 1. 0 312 210 0 3 1. 0 313 212 0 3 1. 0 31 21 0 3 1. 0 315 2166 0 3 1. ' 0 316 217 0 3 1. 0 317 206 0 3 1. " 0 400 311 7 2 1. 0.0 0.0 8.2 0.0 16.2 S.0 25.9 36.3 8.7 47.0 10.0 49.7 10.3 ' 0 4 305 308 309 310 ENOPROGRAM Page 1 1 7.1 1> L 1 1 1 1 1 I I I O c c u u s o N ' L b E e a m m m m m F U o 0 0 0 0 2 W Wa � K Z N N m m m oa Z O C G G C � K J LL � o a a o a c c W Q2' w c o c o c o a N W � N Q a o o c o 0 LL WZ 6 � C m m m m m N a 0 0 C C 0 C Z y d � 17 n f�f�VyVy m W Q 0 C 0 C 0 G 0 C 0 O 6S NJ y Z � � a V o m n m 2 � Q= M n m O N � 3 N Z z � m�9S000 y Z W r 4Q m m m m m m m m > g$ 8 g g g g g W a O Wa � K Z z N IQ N U> N m m m Z C O C C O O O C QQ J LL Z � c o o c o a 6 a c c W o 0 o c c c o c KQ 0 a N W a o 0 o c c c c c = y C O K N N N N N N N N Q a c o c c c o c o LL W U j m m m m m m m m N d o 0 0 0 0 0 0 0 y� C O O C C C G G C Z ¢ i' N m n m byIQO ^'1 n W 0 0 0 S V O O O � J N y r Ka umi �i = a V n mmm N N n n m_ � 3 y C7 �_ pNp �ppn g m N a. o a z � � w msoo�ooS� N I 100_PR_GL-NEW ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) Modified to run MODSWMM input files with comment statements and up to 999 elements, 200 diversions up to 50 pairs of hydrographs, storage routing or diversion data September 2000 by Ayres Associates OTAPE OR DISK ASSIGNMENTS JIN(1) 3IN(2) 3IN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) 3IN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) 3OUT(3) 3OUT(4) 5OUT(5) JOUT(6) JOUT(7) JOUT(8) 3OUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** Gillespie Farm DrainagePlan - Project #: 953-003 100-YEAR Developed condition - October 2002 - TST Inc. Consulting Engineers ONUMBER OF TIME STEPS 240 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.73 0.71 0.69 0.67 1 Gillespie Farm DrainagePlan - Project k: 953-003 100-YEAR Developed Condition - October 2002 - TST Inc. Consulting Engineers 2.48 1.48 0.78 0.75 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) Page 1 100_PR-GL-NEW INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM 101 DECAY RATE 201 NO 585. 26.3 53.0 0.0120 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 102 202 1068. 48.8 50.0 0.0180 0.616 0.250 0.100 0.300 0.51 0.50 103 0.00180 203 1 666. 23.5 54.0 0.0270 0.016 0.250 0.100 0.300 0.51 0.50 104 0.00180 204 1 1025. 33.5 50.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 105 0.00180 205 1 1154. 26.7 58.0 0,0060 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 106 216 978. 24.7 13.0 0.0130 0.016 0.250 0.100 0.500 4.50 0.60 107 0.00180 215 1 720. 17.9 13.0 0.0170 0.016 0.250 0.100 0.500 4.50 0.60 0.00180 1 108 214 472. 11.0 14.0 0.0220 0.016 0.250 0.100 0.500 4.50 0.60 0.00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 8 OTOTAL TRIBUTARY AREA (ACRES), 212.40 1 Gillespie Farm Drainage Plan - Project #: 953-003 100-YEAR Developed Condition - October 2002 - TST Inc. Cons Ulting Engineers HYDROGRAPHS ARE LISTED FOR THE FOLLOWING TIME(HR/MIN) 101 102 103 0 S. 0. 0. 0. 0 10. 1. 2. 1. 0 15. 4. S. 6. 0 20. 9. 20. 13. 0 25. 19. 38. 23. 0 30. 38. 74. 44. 0 35. 81. 158. 94. 0 40. 101. 190. 107. 0 45. 77. 139. 73. 0 50. S8. 103. S3. 0 55. 46. 81. 42. 1 0. 38. 68. 35. 1 5. 33. 60. 30. 1 10. 30. 54. 27. 1 1S. 27. SO. 25. 1 20. 26. 47. 23. 1 25. 24. 4S. 22. 1 30. 23. 42. 21. 1 3S. 22. 40. 19. 1 40. 21. 38. 18. 1 45. 20. 36. 17. 1 50. 19. 35. 17. 1 55. 18. 33. 16. 8 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS 104 105 106 107 108 0. 0. 0. 0. 0. 1. 1. 1. 1. 1. 5. 5. 3. 2. 2. 13. 12. S. 4. 3. 25. 24. 8. 6. 4. 49. 46. 14. 10. 7. 105. 99. 31. 23. 16. 128. 119. 32. 24. 17. 95. 87. 23, 18. 12. 71. 64. 22. 17. 12. 56. 49. 20. 16. 11. 47. 41. 19. 15. 10. 41. 35. 18. 14. 9. 37. 32. 17. 13. 9. 34. 29. 17. 13. 9. 32. 27. 16. 12. 8. 30. 25. 15. 12. 8. 29. 24, 15. 11. 7. 27. 22. 14. 11. 7. 26. 21. 13. 10. 6. 25. 20. 13. 10. 6. 24, 19. 12. 9. 6. 23. 18. 12. 9. 5. 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Page 5 100_PR-GL-NEW 11 55. 0. 0. 0. 0. 0. 0. 0. 0. 12 0. 0. 0. 0. 0. 0. 0. 0. 0. 12 5. 0. 0. 0. 0. 0. 0. 0. 0. 12 10. 0. 0. 0. 0. 0. 0. 0. 0. 12 15. 0. 0. 0. 0. 0. 0. 0. 0. 12 20. 0. 0. 0. 0. 0. 0. 0. 0. 12 25. 0. 0. 0. 0. 0. 0. 0. 0. 12 30. 0. 0. 0. 0. 0. 0. 0. 0. 12 35. 0. 0. 0. 0. 0. 0. 0. 0. 12 40. 0. 0. 0. 0. 0. 0. 0. 0. 12 45. 0. 0. 0. 0. 0. 0. 0. 0. 12 50. 0. 0. 0. 0. 0. 0. 0. 0. 12 55. 0. 0. 0. 0. 0. 0. 0. 0. 13 0. 0. 0. 0. 0. 0. 0. 0. 0. 13 5. 0. 0. 0. 0. 0. 0. 0. 0. 13 10. 0. 0. 0. 0. 0. 0. 0. 0. 13 15. 0. 0. 0. 0. 0. 0. 0. 0. 13 20. 0. 0. 0. 0. 0. 0. 0. 0. 13 25. 0. 0. 0. 0. 0. 0. 0. 0. 13 30. 0. 0. 0. 0. 0. 0. 0. 0. 13 35. 0. 0. 0. 0. 0. 0. 0. 0. 13 40. 0. 0. 0. 0. 0. 0. 0. 0. 13 45. 0. 0. 0. 0. 0. 0. 0. 0. 13 50. 0. 0. 0. 0. 0. 0. 0. 0. 13 55. 0. 0. 0. 0. 0. 0. 0. 0. 14 0. 0. 0. 0. 0. 0. 0. 0. 0. 14 5. 0. 0. 0. 0. 0. 0. 0. 0. 14 10. 0. 0. 0. 0. 0. 0. 0. 0. 14 15. 0. 0. 0. 0. 0. 0. 0. 0. 14 20, 0. 0. 0. 0. 0. 0. 0. 0. 14 25. 0. 0. 0. 0. 0. 0. 0. 0. 14 30. 0. 0. 0. 0. 0. 0. 0. 0. 14 35. 0. 0. 0. 0. 0. 0. 0. 0. 14 40, 0. 0. 0. 0. 0. 0. 0. 0. 14 45. 0. 0. 0. 0. 0. 0. 0. 0. 14 50. 0. 0. 0. 0. 0. 0. 0. 0. 14 55. 0. 0. 0. 0. 0. 0. 0. 0. 15 0. 0. 0. 0. 0. 0. 0. 0. 0. 15 5. 0. 0. 0. 0. 0. 0. 0. 0. Page 6 100_PR_GL-NEW 15 10. 0. 0. 0. 0. 0. 0. 0. 0. 15 15. 0. 0. 0. 0. 0. 0. 0. 0. 15 20. 0. 0. 0. 0. 0. 0. 0. 0. 15 25. 0. 0. 0. 0. 0. 0. 0. 0. 15 30. 0. 0. 0. 0. 0. 0. 0. 0. 15 35. 0. 0. 0. 0. 0. 0. 0. 0. 15 40. 0. 0. 0, 0. 0. 0. 0. 0. 15 45. 0. 0. 0. 0. 0. 0. 0. 0. 15 50. 0. 0. 0. 0. 0. 0. 0. 0. 35 55. 0. 0. 0. 0. 0. 0. 0. 0. 16 0. 0. 0. 0. 0. 0. 0. 0. 0. 16 S. 0. 0. 0. 0. 0. 0. 0. 0. 16 10. 0. 0. 0. 0. 0. 0. 0. 0. 16 15. 0. 0. 0. 0. 0. 0. 0. 0. 16 20. 0. 0. 0. 0. 0. 0. 0. 0. 16 25. 0. 0. 0. 0. 0. 0. 0. 0. 16 30. 0. 0. 0. 0. 0. 0. 0. 0. 16 35. 0. 0. 0. 0. 0. 0. 0. 0. 16 40. 0.. 0. 0. 0. 0. 0. 0. 0. 16 45. 0. 0. 0. 0. 0. 0. 0. 0. 16 50. 0. 0. 0. 0. 0. 0. 0. 0. 16 55. 0., 0. 0. 0. 0. 0. 0. 0. 17 0. 0. 0. 0. 0. 0. 0. 0. 0. 17 5. 0. 0. 0. 0. 0. 0. 0. 0. 17 10. 0. 0. 0. 0. 0. 0. 0. 0. 17 15. 0. 0. 0. 0. 0. 0. 0. 0. 17 20. 0. 0. 0. 0. 0. 0. 0. 0. 17 25. 0. 0. 0. 0. 0. 0. 0. 0. 17 30. 0. 0. 0. 0. 0. 0. 0. 0. 17 35. 0. 0. 0. 0. 0. 0. 0. 0. 17 40. 0. 0. 0. 0. 0. 0. 0. 0. 17 45. 0. 0. 0. 0. 0. 0. 0. 0. 17 50. 0. 0. 0. 0. 0. 0. 0. 0. 17 55. 0. 0. 0. 0. 0. 0. 0. 0. 18 0. 0. 0. 0. 0. 0. 0. 0. 0. 18 S. 0. 0. 0. 0. 0. 0. 0. 0. 18 10. 0. 0. 0. 0. 0. 0. 0. 0. 18 15. 0. 0. 0. 0. 0. 0. 0. 0. 18 20. 0. 0. 0. 0. 0. 0. 0. 0. 18 25. 0. 0. 0. 0. 0. 0. 0. 0. Page 7 100_PR_GL-NEW 18 30. 0. 0. 0. 0. 0. 0. 0. 0. 18 35. 0. 0. 0. 0. 0. 0. 0. 0. 18 40. 0. 0. 0. 0. 0. 0. 0. 0. 18 45. 0. 0. 0. 0. 0. 0. 0. 0. 18 50. 0. 0. 0. 0. 0. 0. 0. 0. 18 55. 0. 0. 0. 0. 0. 0. 0. 0. 19 0. 0. 0. 0. 0. 0. 0. 0. 0. 19 S. 0. 0. 0. 0. 0. 0. 0. 0. 19 10. 0. 0. 0, 0. 0. 0. 0. 0. 19 IS. 0. 0. 0. 0. 0. 0. 0. 0. 19 20. 0. 0. 0. 0. 0. 0. 0. 0. 19 25. 0. 0. 0. 0. 0. 0. 0. 0. 19 30. 0. 0. 0. 0. 0. 0. 0. 0. 19 35. 0. 0. 0. 0. 0. 0. 0. 0. 19 40. 0. 0. 0. 0. 0. 0. 0. 0. 19 45. 0. 0. 0. 0. 0. 0. 0. 0. 19 50. 0. 0. 0. 0. 0. 0. 0. 0. 19 55. 0. 0. 0. 0. 0. 0. 0. 0. 20 0. 0. 0. 0. 0. 0. 0. 0. 0. 1 Gillespie Farm DrainagePlan - Project #: 953-003 100-YEAR Developed Condition - October 2002 - TST Inc. Consulting Engineers *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 212.400 TOTAL RAINFALL (INCHES) 3.671 TOTAL INFILTRATION (INCHES) 0.954 TOTAL WATERSHED OUTFLOW (INCHES) 2.608 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) 0.109 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 0.003 1 Gillespie Farm DrainagePlan - Project #: 953-003 100-YEAR Developed Condition - October 2002 - TST Inc. Consulting Engineers WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH IK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 201 301 0 4 CHANNEL 0.0 524. 0.0200 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 524. 0.0200 10.0 10.0 Page 8 100_PR_GL-NEW 0.020 5.00 206 306 0 4 CHANNEL 0.0 400. 0.0300 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 400. 0.0300 10.0 10.0 0,020 5.00 202 302 0 4 CHANNEL 0.0 550. 0.0200 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 550. 0.0200 10.0 10.0 0.020 5.00 207 307 0 4 CHANNEL 0.0 367. 0.0010 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 367. 0.0010 10.0 10.0 0.020 5.00 208 308 0 4 CHANNEL 0.0 234. 0.0010 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 234. 0.0010 10.0 10.0 0.020 5.00 203 303 0 4 CHANNEL 0.0 247. 0.0010 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 247. 0.0010 10.0 10.0 0.020 5.00 212 312 0 4 CHANNEL 0.0 417. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 417. 0.0020 10.0 10.0 0.020 5.00 213 313 0 4 CHANNEL 0.0 186. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 186. 0.0020 10.0 10.0 0.020 5.00 214 314 0 4 CHANNEL 0.0 1320. 0,0030 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 1320. 0.0030 10.0 10.0 0.020 5.00 210 310 0 4 CHANNEL 0.0 244. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30,0 244. 0.0020 10.0 10.0 0.020 5.00 204 304 0 4 CHANNEL 0.0 536. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 10.0 536. 0.0020 10.0 10.0 0.020 5.00 209 309 0 4 CHANNEL 0.0 298. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 298. 0.0020 10.0 10.0 0.020 5.00 205 305 0 4 CHANNEL 0.0 658. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 658. 0,0020 10.0 10.0 0.020 5.00 215 315 0 4 CHANNEL 0.0 632. 0.0010 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 632. 0.0010 10.0 50.0 0.020 5.00 216 316 0 4 CHANNEL 0.0 684. 0.0020 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 684. 0.0020 10.0 30.0 0.020 5.00 217 317 0 4 CHANNEL 0.0 508. 0.0040 50.0 50.0 0.016 0.40 0 OVERFLOW 30.0 508. 0.0040 10.0 10.0 0.020 5.00 301 206 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 306 207 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 307 208 0 3 010 1. 0,0010 0.0 0.0 0.001 10.00 0 302 207 0 3 0.0 1. 0.0010 0.0 0.0 0.001 308 10.00 400 0 0 3 0.0 1. 0.0010 0.0 0.0 0.001 304 10.00 209 0 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 309 400 0 3 0.0 1. 0.0010 0.0 0.0 0.001 303 10.00 212 0 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 310 400 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 Page 9 100_PR_GL-NEW 305 400 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 311 700 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 312 210 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 313 212 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 314 213 0 3 0.0 1. 0.0010 0.0 0.0 0.001 315 10.00 216 0 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 316 217 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 317 206 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 400 311 7 2 PIPE 0.0 1. 0.0010 0.0 0.0 0.001 0.00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 8.2 0.0 16.2 5.0 25.9 7.1 36.3 8.7 47.0 10.0 49.7 10.3 OTOTAL NUMBER OF GUTTERS/PIPES, 34 1 Gillespie Farm DrainagePlan - Project p: 953-003 100-YEAR Developed condition - October 2002 - TST Inc. consulting Engineers ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 201 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 26.3 202 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 48.8 203 0 0 0 0 0 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0 23.5 204 0 0 0 0 0 0 0 0 0 0 104 0 0 0 0 0 0 0 0 0 33.5 205 0 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 26.7 206 301 317 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.9 207 306 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 117.7 _ 208 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 117.7 209 304 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33.5 210 312 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.5 212 303 313 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.5 213 314 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.0 214 0 0 0 0 0 0 0 0 0 0 108 0 0 0 0 0 0 0 0 0 11.0 215 0 0 0 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 17.9 216 315 0 0 0 0 0 0 0 0 0 106 0 0 0 0 0 Page 10 100_PR_GL-NEW 0 0 0 0 42.6 217 316 0 0 0 0 0 0 0 0 0 0 0 0 42.6 301 201 0 0 0 0 0 0 0 0 0 0 0 0 26.3 302 202 0 0 0 0 0 0 0 0 0 0 0 0 48.8 303 203 0 0 0 0 0 0 0 0 0 0 0 0 23.5 304 204 0 0 0 0 0 0 0 0 0 0 0 0 33.5 305 205 0 0 0 0 0 0 0 0 0 0 0 0 26.7 306 206 0 0 0 0 0 0 0 0 0 0 0 0 68.9 307 207 0 0 0 0 0 0 0 0 0 0 0 0 117.7 308 208 0 0 0 0 0 0 0 0 0 0 0 0 117.7 309 209 0 0 0 0 0 0 0 0 0 0 0 0 33.5 310 210 0 0 0 0 0 0 0 0 0 0 0 0 34.5 311 400 0 0 0 0 0 0 0 0 0 0 0 0 212.4 312 212 0 0 0 0 0 0 0 0 0 0 0 0 34.5 313 213 0 0 0 0 0 0 0 0 0 0 0 0 11.0 314 214 0 0 0 0 0 0 0 0 0 0 0 0 11.0 315 215 0 0 0 0 0 0 0 0 0 0 0 0 17.9 316 216 0 0 0 0 0 0 0 0 0 0 0 0 42.6 317 217 0 0 0 0 0 0 0 0 0 0 0 0 42.6 400 308 309 310 305 0 0 0 0 0 0 0 0 0 212.4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gillespie Farm Drainage Plan - Project #: 953-003 100-YEAR Developed condition - October 2002 - TST Inc. Consulting Engineers HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ) DENOTES DEPTH ABOVE INVERT IN FEET S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. I DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH D DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER O DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 305 308 309 310 Page 11 100_PR_GL-NEW 0 S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 0 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 0 15. 2. 1. 1. 0. O.Oc ) 0.0( ) O.Oc ) 0.0( ) 0 20. 7. 7. 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Page 12 100_PR_GL-NEW 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 20. 9. 45. 13. 13. 0.0( ) 0.0( ) 0.0( ) 0.0c ) 2 25. 8. 40. 11. 11. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 30. 7. 36. 10. 10. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 35. 6. 33. 9. 8. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 40. 5. 30. 8. 7. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 45. S. 2 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 50. 4. 25. 7. 6. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 2 55. 4. 24. 6. 6. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 3 0. 4. 22. 6. 5. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 3 S. 3. 20. 5. S. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 3 10. 3. 19. 5. 4. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 3 15. 3. 18. 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O.o( ) 0.0( ) 0.0( ) 0.0( ) 4 20. 1. 9. 2. 2. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 25. 1. 9. 2. 2. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Page 13 100_PR-GL-NEW 4 30. 1. 8. 2. 2. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 35. 1. 8. 2. 2. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 40. 1. 7. 2. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 45. 1. 7. 2. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 50. 1. 7. 2. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 4 55. 1. 6. 2. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 0. 1. 6. 2. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 S. 1. 6. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 10. 1. 6. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 15. 1. S. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 20. 1. S. 1. 1. 0.0( ) 0.0( ) - 0.0( ) 0.0( ) 5 25. 1. S. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 30. 1. 5. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 35. 1. S. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 40. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 45. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 50. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 5 55. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 0. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 5. 0. 4. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 10. 0. 3. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 15. 0. 3. 1. 1. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 20. 0. 3. 1. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 25. 0. 3. 1. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 30. 0. 3. 1. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 35. 0. 3. 1. 0. 0.0() 0.0() 0.0() 0.0() Page 14 100_PR-GL-NEW 6 40. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 45. 0. 3. 1. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 6 50. 0.0c ) 0.0( ) O.Oc ) 0.0c ) 6 55. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 0 0.0c ) 0.0( ) 0.0( ) 0.0( ) 7 S. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 10. 0. 2. 1. 0. 0.0c ) 0.0( ) 0.0( ) 0.0( ) 7 15, 0. 2. 1. 0. 0.0( ) 0.0( ) 0.0( ) 0.0c ) 7 20. 0. 2. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 25. 0. 2. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 30. 0.0( ) 0.0( ) O.Oc ) 0.0( ) 7 35. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 40. 0. 2. 0. 0. 0.0( ) 0.0c ) 0.0( ) 0.0( ) 7 45. 0. 2. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 7 50. 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Page 15 100_PR-GL-NEW 0.0( ) 0.0( ) 0.0( ) 0.0( ) 8 55. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 0. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 S. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 10. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 15. 0. 1. 0. 0. 0.0() 0.0() 0.0() 0.0() 9 20. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 25. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 30. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 35. 0. 1. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 9 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 10 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Page 16 1 t 1 1 1 1 100_PR-GL-NEW 11 5. 0. 0. 0. 0. 0.0() 0.0() 0.0() 0.0() 11 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 11 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 S. 0.0( 0.O.0( 0.0.0( 0.0.0.0( ) ) ) ) 12 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 15. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 25• 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 12 50. 0. 0. 0. 0. 0.0() 0.0() 0.0() 0.0() 12 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 0. 0. 0. 0. 0. 0.0() 0.0() 0.0() 0.0() 13 S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Page 17 100_PR-GI-NEW 13 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 3S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 13 55. 0. 0. 0. 0. 0.0c ) 0.0( ) 0.0( ) 0.0( ) 14 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0c ) 14 S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0c ) 0.0( ) 14 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 14 15. 0. 0. 0. 0. 0.0c ) 0.0( ) 0.0( ) 0.0( ) 14 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0c ) 0.0( ) 14 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 14 30, 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 14 35. 0. 0. 0. 0. 0.0c) 0.0() 0.0() 0.0() 14 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 14 45. 0.0( ) 0.0( ) o.Oc ) 0.0( ) 14 50. 0. 0. 0. 0. 0.0( ) 0.0( > 0.0c ) 0.0( ) 14 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) is 0. 0.0( 0.0( 0.0( ) > ) 0.0( ) is S. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 Z°' 0.0( 0.0( 0.0( 0.0( ) ) ) ) 15 25. 0. 0. 0. 0. Page 18 100_PR-GL-NEW 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 15 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 0• 0.0( ) 0.0( ) 0.0c ) 0.0( ) 16 S. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 10, 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 15. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 40. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 16 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 5. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Page 19 100_PR-GL-NEW 17 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 17 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0c ) 0.0c ) 17 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 0. 0. 0. 0. 0. o.oc ) 0.0( ) 0.0( ) 0.0( ) 18 5. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 50. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 18 55. 0. 0. 0. 0. 0.0c ) 0.0( ) 0.0( ) 0.0( ) 19 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 5. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 10. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 15. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 20. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0c ) 0.0( ) 19 25. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0c ) 19 30. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 35. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 40. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 45. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Page 20 1 1 1 t 1 1 100_PR_GL-NEW 19 So. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 19 55. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) 20 0. 0. 0. 0. 0. 0.0( ) 0.0( ) 0.0( ) 0.0( ) Gillespie Farm Drainage Plan - Project t: 953-003 100-YEAR Developed Condition - October 2002 - TST Inc. Consulting Engineers *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS •** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 215 19.6 0.52 0 40. 315 19.6 (DIRECT FLOW) 0 40. 216 44.4 0.61 0 40. 316 44.4 (DIRECT FLOW) 0 40. 214 11.7 0.37 0 50. 217 43.5 0,54 0 45. 201 104.5 0.55 0 40. 314 11.7 (DIRECT FLOW) 0 50. 317 43.5 FLOW)) 0 45. 301 104.5 ((DIRER DIRECT FLOW 0 40. 213 11.6 0.40 0 50. 203 107.3 0.98 0 40. 202 190.0 0.68 0 40. 206 142.4 0.57 0 40. 313 11.6 (DIRECT FLOW) 0 50. 303 107.3 DIRECT FLOW))) 0 40. 302 190.0 DIRECT FLOW 0 40. 306 142.4 DIRECT FLOW 0 40. 212 119.4 0.88 0 40. 204 130.4 0.99 0 40. 207 332.6 1.63 0 40. 312 119.4 (DIRECT FLOW 0 40. 304 130.4 (DIRECT FLOW 0 40. 307 332.6 (DIRECT FLOW 0 40. 205 117.6 0.88 0 40. 210 114.4 0.87 0 40. 209 130.2 0.91 0 40. 208 319.8 1.60 0 40. 305 117.6 DIRECT FLOW) 0 40. 310 114.4 DIRECTFLOW))} 0 40. 309 130.2 DIRECT FLOW [DIRECT 0 40. 308 319.8 FLOW 0 40. 400 9.4 0.00 41.74 5 S. 311 9.4 SDIRECT FLOW) 5 0. 700 9.4 (DIRECT FLOW) 5 0. 1 ENDPROGRAM PROGRAM CALLED Page 21 No Text A2r= ISB FGti 1JJ — ��� 9� ■ LOT 63 _ _ --- T 22 ■ - 1 ` OT 1 LOT 1 —LOT 1 LOT 1 - OT 1 LOT 1 LOT 2J LOT 24 2 - OF JC = Z8 = 26 0!- 1t - 22 OF= TCF= 195 RS= I]6 TOF= 161 RIB= 153 DGe 132 ■ TOF IP�B 3 OE 210 OE= Zl ' _- Of 20 _ OE 19 MOE !B !) FG= !9 C FG= 00 1 ],1 FG= >56 FG= 10 B FG IS2 I FO- 11 J Is B 1 LOT 6 SUMMERPARK LANE- -- 72 a "� 0.06ocoT 9- LOT 10 — — LOT 10 m TOF- 7CF= 114-W.JOT 9 fG/ r9 Fc= 1a9 8LOT 11 LOT 8 LOT 11 ICGF= 292 R1T= 199 IDF- 16u TOF CL➢ B MOP- 226I FG 194 of ,- 136LGT BFG 112tCJe �r OT'7LOT 12,O 292 r5s' 109 21 J - FG-204 -_wl or13,T6 B- -- �� TOF=20.2 9G ue w - Fc= 1v - LOT 13Fc= ICJ . 77 a TCF= Iv 29.T Z 1. c o _... �- Ffz7Y 2s [G- LOT 14 C- 1. R = ITB� � I � 277 w 12 g �� Lor 4 r O ZbT 4 Lor 15 0 4 Or-" c2 J Cl FG= 16 ] w 0 CIS — [L O = IJO LOT 3 p LOT 15 C L01 16 O Fc=P 3 SGF- 245 2 6Ud TCF= 164 Q '. rOF= 138 m MOE- 1601 FG= DEJ w FL- F6- 151 - - J I -. ._ LOT 2._-. LOT 17 % U = -OF- uO - 232 = r21 �PPT 2 16.J FC 66 Q -_ - m LOT 18 LOT 18 [ 1 TOF= 1228 FCF= 171 FCF r 1 F0L 1 1 FG= 166 43 SUN1 NE .� - - C9 ���OS 7.62dc e �, ZF 2, 11 TCF= 152. 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