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HomeMy WebLinkAbout42 Development Permit 99-318 Campus Park Ph. LA 1123 Welsh AveCAMPUS-PARK SUBDIVISION Drainage Report JOB # 99 -354 CAMPUS-PARK SUBDIVISION Drainage Report Prepared By: Urban Design Group 909 Southwest Parkway East , Suite E College Station , Texas 77840 (409) 696-9653 ph (409) 696-9752 fax udgcstxcyber.com Prepared for : Blake Cathey 6345 Smith Road Bellv i lle , Texas 77418 November 1999 page I / CAMPUS-PARK SUBDIVISION Drainage Report page 2 TABLE OF CONTENTS I. Certification II. General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design Figure 1. Location Map Figure 2. Drainage Basin Map Figure 3. Existing Drainage Patterns Figure 4. Developed Drainage Patterns JOB # 99-354 CAMPUS-PARK SUBDIVISION Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for Campus-Park Subdivision , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards , for the owners thereof. Registered Professional Engineer State of Texas No . 68243 JOB # 99-354 CAMPUS-PARK SUBDIVISION Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location Primary drainage system identified This development lies within the drainage system . The location of the project is shown on the map included in this report . Surrounding developments shown Surrounding developments include the existing single family developments Dexter Place and Chalet Village to the east and south , respectively , the existing School for the Blind and Welsh Street to the west, and Holleman Street to the north . This development is not located within any known overlay districts . Local streets, drainage systems shown Existing drainage systems include a 30" storm sewer to the east installed with the Dexter Place Subdivision . A portion of Holleman Street drains into the existing 30 " via its storm sewer inlets. No portion of Welsh Street drains onto the project site . B. Description of Property Acreage of project The acreage of the site is 4 .102 acres . Land cover described The existing land cover is grassland with sparse trees . Primary/secondary systems within property shown No primary or secondary systems are currently on the subject tract. The project will include a detention pond and underground storm from the pond entering the exisiting (secondary) storm sewer. However, there is an existing 30" storm sewer (secondary system) adjacent to the site. General description The project cons ists of 28 residential townhome lots with associated parking , utility , and drainage facilities . JOB # 99-354 LOCATION MAP (NTS) Ur ban Design G ro up 366 0 Stoner i dge Rd. Suite E-101 Austin . Texa s 78746 512-347-0040 738 Bar che s ter San Anto n io . Te xas 782 16 210-308-5540 909 Southwest Parkway East. Suite E College Station. Texas 77840 409-696-9653 CAMPUS-PARK SUBDIVISION Drainage Report page 5 Ill. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins References to FIRMS if applicable The subject tract is located in FIRM# 48041C0142C , but is not located within the limits of the 100 year floodplain as determined by FEMA. Secondary system flow patterns and impact of development on existing system Because the project is proposing onsite detention, no increase in runoff is expected to the adjacent downstream system or properties . Proposed pathways to Primary system shown or described The proposed pathway to the primary system (tributary to Carter Creek) is via proposed onsite storm sewer and existing channel and storm sewer within the Dexter Place Subdivision . IV. DRAINAGE DESIGN CRITERIA Any deviation from standards being requested? We are not aware of any deviations from the requirements in the DPDS . Discussion of site constraints and capacities (streets, existing structures, etc .) Because of the configuration of the property , there was not much flexibility in grading the project. The grades are set to match elevations along the perimeter of the property. The buildings were set slightly higher than these elevations. The pond flowline depth and outflow structures are constrained by the elevation of the downstream facilities (ex 30") and by the elevations of the existing sanitary line crossing our outflow structure (4 x 2) box. Discussion of any applicable previous drainage studies and how this plan will affect it No previous draining studies were available for the existing 30" RCP or the Dexter Place Subdivision . From the size of the area draining into the existing 30 " RCP , it doesn 't appear there is extra capacity available for our site. JOB # 99-354 CAMPUS-PARK SUBDIVISION Drainage Report page 6 Hydrologic Criteria Rainfall/runoff calculation method described and calculations provided The Soil Conservation Service Curve Number Procedure was used to determine the runoff rates. Curve Numbers were estimated using Table 111-4 of the DPDS. 24 hour rainfall depths were estimated using Table 111-3 of the DPDS. A minimum time of concentration of ten minutes was used in the calculations. The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix. Detention discharge/storage calculation method/calculations The rating tables for reservoir storage/elevation (reservoir routing) procedure is provided below. The end area method was used to calculate the storage volumes. Elev (-) 310 .5 311 .0 311.5 312.0 312.5 313 .0 313.5 314.0 Storage (cf) 00 88 765 2715 6522 11859 17889 24476 Storm recurrence intervals used Storage (ac-ft) 0.000 0.002 0.018 0.062 0 .150 0.272 0.411 0.562 Return periods used in the analysis include the 2, 5, 10 , 25, 50 , and 100 year storm events . Discussion of other drainage facility design criteria used if not referenced in Standards The program used for hydrologic computations of the runoff hydrographs and the modeling (routing) of the hydrographs through the detention pond is Hydropac (version 6.0), a hydrologic modeling tool for civil engineers . The SCS unit hydrograph procedure is used in the hydrologic analysis . The program is equipped with orifice and weir (v-notch, broad-crested, user defined) equations, for outlet controls on detention/storage ponds . JOB # 99-3 54 CAMPUS-PARK SUBDIVISION Drainage Report page 7 Hydraulic Criteria Identify capacity of systems used The maximum capacity of the 30 " RCP exiting the detention pond is 58 .01 cfs (see appendix). The amount of flow exiting the pond during the 100 yr storm event is 25 .9 cfs . The amount of flow exiting the site is 34 .9 cfs . Specify velocities at critical points in system The velocity of the 30 " RCP is 11 .82 ft/sec which is acceptable (15 ft/sec max) in concrete pipe . Landscaped areas have slopes and velocities similar to that pre-developed . No runoff ve locities from these areas exceed that allowable for landscaped areas . Identify detention/retention outlet and routing The pond outlet rating table is provided below. A multi-stage outlet system (3 openings) was utilized to control release rates for each design storm . Elev Storage Outflow (-) (cf) (cfs) 310 .5 0 .0 0.00 311 88 1.93 311 .5 765 4 .51 312 2715 9 .29 312 .5 6522 15.53 313 11859 21 .80 313.5 17889 27 .55 314 24476 32.83 The results of the various storm routings through the detention pond are provided in the appendix . In summary, Storm QpoNo Elev (yr) (cfs) (-) 2 9.85 288.54 5 15 .07 289.41 10 20 .13 289 .81 25 26 .09 290 .19 50 29 .81 290.41 100 33 .64 290.64 Discussion of other drainage facility design criteria used not referenced in Standards JOB # 99-354 CAMPUS-PARK SUBDIVISION Drainage Report page 8 V. DRAINAGE FACILITY DESIGN Discuss drainage patterns/flows (pre vs.post) Existing and proposed drainage patterns are shown on the map provided in this report . Are they draining water onto another property owner?-if so, is it where the water flowed before? and is it not more than what flowed there before? and not faster than it flowed before? All of the pre-developed runoff enters the existing drainage easement between Dexter Place and the Campus-Park Project , which is the same place proposed after development. Discuss erosion control measures employed During the construction , temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetation has been established . Discuss detention pond design (sideslope, low flow channels , outlet works, freeboard, emergency spillway) The detention pond was designed to release developed flow at a rate lower than exists today . The steepest sideslopes are 4:1 . The minimum slope leading to the outlet is 2%. The outlet works consist of a 30 " RCP which ties into an existing storm sewer downstream. Where it ties, a new junction box , and new 4 x 2 box is proposed to accommodate the additional capacity . There is 0. 7 feet of freeboard available during the 100 yr storm event. Should water overtop the top of the berm (314) the emergency spillway (weir) is located at the northeast corner , near the existing ditch . Discuss maintenance access and responsibilities Maintenance responsibilities of the proposed detention pond are with the landowner (Campus-Park Subdivision), and would transfer to any new landowners should the facility change ownership. JOB # 99-354 CAMPUS-PARK SUBDIVISION Drainage Report Conclusions Verify compliance with DPDS (signed and sealed certification) Provided at beginning of report page 9 Explain effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining b) Accommodating runoff in existinq/proposed easements or ROW discharging into primary system c) Combination of a & b The proposed discharges will be controlled with the detention pond and existing public rights of way and easements . The site discharges before and after development are provided in the Appendix. Appendices References (all criteria and technical information used) COCS DPDS Hydrologic computations Provided previously in this report Land use assumptions for adjacent property Provided previously in this report Minor/major storm runoff at specific points Shown on maps provided previously in this report Historic/fully developed runoff specific points Shown on maps provided previously in this report Hydrographs at critical points Attached Hydraulic computations Attached Culvert capacities Attached Storm sewer capacities Attached JO B # 99 -354 CAMPUS-PARK SUBDIVISION Drainage Report Storm inlet capacities (inlet control rating) None Open channel design No open channel proposed Detent ion area/volume capacity/outlet capac ity Previously supplied in report Attached Drawings Location map with drainage patterns In report Floodplain map if any attached page 10 Drainage plan with topo (existing and proposed with arrows if needed) On construction drawing sheet G1 attached Details of outlet structures On construction drawing sheet P1 attached JOB # 99-354 HYDROGRAPHICS AT CRITICAL POINTS EXISTING File Name -hcathey Proj. Leader urban design grp 13 Type SCS Desc. EXISTING 2 YR Client cathey Misc. Note -Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 9:23 9:26 9:29 9:32 9:35 9:38 9:41 9:44 9:47 9:50 9:53 9:56 9:59 10:02 10:05 10:08 10:11 10:14 10:17 10:20 10:23 10:26 10:29 10:32 10:35 10:38 10:41 10:44 10:47 10:50 10:53 10:56 10:59 11:02 11:05 11:08 11:11 11:14 11:17 11:20 11:23 11:26 11:29 11:32 11:35 Flow cf s 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.6 Time hr:min 11:38 11:41 11:44 11:47 11:50 11:53 11:56 11:59 12:02 12:05 12:08 12:11 12:14 12:17 12:20 12:23 12:26 12:29 12:32 12:35 12:38 12:41 12:44 12:47 12:50 12:53 12:56 12:59 13:02 13:05 13:08 13:11 13:14 13:17 13:20 13:23 13:26 13:29 13:32 13:35 13:38 13:41 13:44 13:47 13:50 Flow cf s 1.1 1.8 2.3 2.6 3.2 5.1 7.5 9.4 10.8 11. 0 8.8 5.8 3.9 3.0 2.6 2.1 1.8 1.6 1.5 1.4 1.4 1. 3 1. 2 1. 2 1. 2 1.1 1. 0 1. 0 1. 0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 Time hr:min 13:53 13:56 13:59 14:02 14:05 14:08 14:11 14:14 14:17 14:20 14:23 14:26 14:29 14:32 14:35 14:38 14:41 14:44 14:47 14:50 14:53 14:56 14:59 15:02 15:05 15:08 15:11 15:14 15:17 15:20 15:23 15:26 15:29 15:32 15:35 15:38 15:41 15:44 15:47 15:50 15:53 15:56 ~ 15:59 16:02 16:05 Date 11/03/99 Job Freq. 2.0 yrs CN 75 Len 24 hrs Precip. 4.50 Flow cf s 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time hr:min 16:08 16:11 16:14 16:17 16:20 16:23 16:26 16:29 16:32 16:35 16:38 16:41 16:44 16:47 16:50 16:53 16:56 16:59 17:02 17:05 17:08 17:11 17:14 17:17 17:20 17:23 17:26 17:29 17:32 17:35 17:38 17:41 17:44 17:47 17:50 17:53 17:56 17:59 18:02 18:05 18:08 18:11 18:14 18:17 18:20 Flow cf s 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Continued on next page ontinued from previous page 18:23 0.3 19:17 0.2 20:11 0.2 21:05 0.1 18:26 0.3 19:20 0.2 20:14 0.2 21:08 0.1 18:29 0.3 19:23 0.2 20:17 0.2 21:11 0.1 18:32 0.3 19:26 0.2 20:20 0.2 21:14 0.1 18:35 0.3 19:29 0.2 20:23 0.2 21:17 0.1 18:38 0.3 19:32 0.2 20:26 0.2 21:20 0.1 18:41 0.3 19:35 0.2 20:29 0.2 21:23 0.1 18:44 0.3 19:38 0.2 20:32 0.2 21:26 0.1 18:47 0.3 19:41 0.2 20:35 0.2 21:29 0.1 18:50 0.3 19:44 0.2 20:38 0.2 21:32 0.0 18:53 0.3 19:47 0.2 20:41 0.2 21:35 0.0 18:56 0.3 19:50 0.2 20:44 0.1 21:38 0.1 18:59 0.3 19:53 0.2 20:47 0.1 21:41 0.1 19:02 0.3 19:56 0.2 20:50 0.1 21:44 0.0 19:05 0.2 19:59 0.2 20:53 0.1 21:47 0.0 19:08 0.2 20:02 0.2 20:56 0.1 21:50 0.1 19:11 0.2 20:05 0.2 20:59 0.1 19:14 0.2 20:08 0.2 21:02 0.1 Volume of runoff = 0.69 ac. ft. Depth of runoff = 2.03 in. File Name -hcathey Proj. Leader urban design grp 14 Type SCS Desc. EXISTING 5YR Client cathey Misc. Note -Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 . 9: 54 9:57 10:00 10:03 10:06 10:09 10:12 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 . 0 .1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 Flow cf s 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.8 0.8 0.9 1.0 1.1 1.1 1.8 3.0 4.1 4.8 5.4 7.5 11.4 15.0 17.3 18.6 16.7 11. 8 7.5 5.4 4.4 3.7 3.1 2.7 Time hr:min 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14: 33 ~ 14:36 14:39 14:42 Date 11/03/99 Job Freq. 5.0 yrs CN 75 Len 24 hrs Precip. 6.20 Flow cf s 2.4 2.3 2.2 2.1 2.0 1.9 1.9 1. 8 1. 7 1. 6 1. 5 1. 5 1.4 1.4 1. 3 1. 3 1. 2 1. 2 1.2 1.1 1.1 1.1 1.1 1. 0 1. 0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.8 0.8 0.8 Time hr:min 14:45 14:48 14:51 14:54 14:57 15:00 15:03 15:06 15:09 15:12 15:15 15:18 15:21 15:24 15:27 15:30 15:33 15:36 15:39 15:42 15:45 15:48 15:51 15:54 15:57 16:00 16:03 16:06 16:09 16:12 16:15 16:18 16:21 16:24 16:27 16:30 16:33 16:36 16:39 16:42 16:45 16:48 16:51 16:54 16:57 Continued on next page Flow cf s 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Continued from previous page 17:00 0.6 17:54 0.5 18:48 0.4 19:42 0.3 17:03 0.6 17:57 0.5 18:51 0.4 19:45 0.3 17:06 0.6 18:00 0.5 18:54 0.4 19:48 0.1 17:09 0.6 18:03 0.5 18:57 0.4 19:51 0.3 17:12 0.6 18:06 0.5 19:00 0.4 19:54 0.2 17:15 0.6 18:09 0.5 19:03 0 .4 19:57 0.1 17:18 0.6 18:12 0.5 19:06 0.4 20:00 0.0 17:21 0.6 18:15 0.5 19:09 0.4 20:03 0.3 17:24 0.5 18:18 0.5 19:12 0.4 20:06 0.2 17:27 0.5 18:21 0.4 19:15 0.4 20:09 0.1 17:30 0.5 18:24 0.4 19:18 0.3 20:12 0.0 17:33 0.5 18:27 0.4 19:21 0.3 20:15 0.3 17:36 0.5 18:30 0.4 19:24 0.3 20:18 0.2 17:39 0.5 18:33 0.4 19:27 0.3 20:21 0.1 17:42 0.5 18:36 0.4 19:30 0.3 20:24 0.0 17:45 0.5 18:39 0.4 19:33 0.3 20:27 0.3 17:48 0.5 18:42 0.4 19:36 0.3 17:51 0.5 18:45 0.4 19:39 0.3 Volume of runoff = 1.15 ac. ft . Depth of runoff 3.37 in. --------------------------------------------------------------------------------File Name -hcathey Proj. Leader urban design grp 15 Type SCS Desc. EXISTING lOYR Client cathey Misc. Note -Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Job Freq. 10.0 yrs CN 75 Len 24 hrs Precip. 7.40 -------------------------------------------------------------------------------Time hr:min 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 . 0 .1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.8 0.8 0.9 0.9 0.9 1. 0 1.1 1.1 1.1 1. 2 1. 3 1.4 1. 5 1. 6 Time hr:min 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 Flow cf s 2.3 3.9 5.5 6.5 7.2 9.4 14.3 19.0 22.1 23.9 22.4 16.2 10.4 7.3 5.8 4.9 4.1 3.4 3.1 2.9 2.8 2.6 2.5 2.4 2.4 2.3 2.1 2.0 1. 9 1. 9 1. 8 1. 7 1. 6 1. 6 1. 6 1. 5 1. 5 1. 4 1. 4. 1.4 1.3 1. 3 1. 2 1. 2 1. 2 Time hr:min 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 14:57 15:00 15:03 15:06 15:09 15:12 15:15 15:18 15:21 15:24 15:27 15:30 15:33 15:36 15:39 15:42 15:45 15:48 15:51 15:54 15:57 16:00 16:03 Continued on next page Flow cf s 1.2 1. 2 1. 2 1. 2 1. 2 1. 2 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1. 0 1.0 1.0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 ontinued from previous page 16:06 0.9 17:00 0.7 17:54 0.6 18:48 0.5 16:0 9 0 .9 17:03 0.7 17:57 0.6 18:51 0 .5 16:12 0 .9 17:06 0.7 1 8:00 0.6 18:54 0 .5 16:15 0.8 17 :09 0.7 18:03 0.6 18:57 0 .4 16:1 8 0.8 1 7:12 0.7 1 8:06 0.6 19:00 0 .3 1 6:21 0 .8 1 7:1 5 0 .7 18:09 0.6 19:03 0 .2 16:24 0 .8 17:18 0.7 18:12 0.6 19:06 0.1 16:27 0 .8 17:21 0.7 18:15 0.6 19:09 0.4 16:3 0 0 .8 17 :24 0 .7 18:18 0.6 19:12 0 .3 16:33 0 .8 17:2 7 0.7 18:21 0.6 19:15 0.2 16:36 0.8 17:30 0.7 18:24 0.5 19:18 0.1 16:39 0 .8 17:33 0.7 18:27 0.5 19:21 0.4 16:42 0.8 17:36 0.7 18:30 0.5 19:24 0.3 16:45 0.8 17 :39 0.7 18:33 0 .5 19:27 0.2 16:48 0.8 17:42 0 .6 18:36 0.5 19:30 0.1 16:5 1 0.8 17:45 0.6 1 8 :39 0.5 19:33 0 .4 16:54 0.8 17:48 0.6 18:42 0 .5 16:57 0 .8 17:51 0.6 18:45 0.5 Volume of runoff = 1.48 ac. ft. Depth of runoff = 4.35 in. File Name -hcathey Proj. Leader urban design grp Client cathey Misc. Note -16 Type SCS Desc. EXISTING 25 YR Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ·0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 Flow cf s 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.9 0.9 1. 0 1. 0 Time hr:min 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 .,, Date 11/03/99 Job Freq. 25.0 yrs CN 75 Len 24 hrs Precip. 8.80 Flow cf s 1. 0 1.1 1.2 1.2 1.3 1.3 1.4 1.5 1.6 1. 6 1. 7 1. 8 2.0 2.1 2.2 3.3 5.6 7.6 8.7 9.7 13.1 19.5 25.2 28.7 30.4 27.3 19.1 12.2 8.7 7.0 5.9 4.9 4.2 3.8 3.6 3.5 3.3 3.1 3.0 2.9 2.8 2.6 2.5 2.4 2.3 Time hr:min 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 14:57 15:00 15:03 15:06 15:09 15:12 15:15 15:18 Flow cf s 2.2 2.1 2.0 2.0 1. 9 1. 9 1. 8 1. 7 1. 7 1. 7 1. 6 1. 5 1. 5 1. 5 1. 5 1.5 1. 5 1. 5 1. 5 1.5 1.4 1. 4 1. 4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1. 3 1. 3 1. 3 1. 3 1. 3 1. 3 1. 3 1.3 1. 3 1.3 1.3 1. 2 1.2 1. 2 Continued on next page ontinued from previous page 15:21 1. 2 16:15 1.1 17:09 0.9 18 :03 0.7 15:24 1. 2 16:18 1.0 17:12 0.9 18:06 0.7 15:27 1. 2 16:21 1. 0 17:15 0.9 18:09 0.5 15:30 1. 2 16:24 1. 0 17:18 0.9 18:12 0.3 15:33 1. 2 16:27 1. 0 17:21 0.9 18:15 0.1 15:36 1. 2 16:30 1.0 17 :24 0.8 18:18 0.6 15:39 1. 2 16:33 1. 0 17:27 0.8 18:21 0.5 15:42 1. 2 16:36 1.0 17:30 0.8 18:24 0.3 15:45 1.1 16:39 1. 0 17:33 0.8 18:27 0.1 15:48 1.1 16:42 1. 0 17:36 0.8 18:30 0.6 15:51 1.1 16:45 1. 0 17:39 0.8 18:33 0.4 15:54 1.1 16:48 1.0 17:42 0.8 18:36 0 .3 15:57 1.1 16:51 0.9 17:45 0.8 18:39 0.1 16:00 1.1 16:54 0.9 17:48 0.8 18:42 0.6 16:03 1.1 16:57 0.9 17:51 0.8 18:45 0.4 16:06 1.1 17:00 0.9 17:54 0.8 18:48 0.2 16:09 1.1 17:03 0.9 17:57 0.7 16:12 1.1 17:06 0.9 18:00 0.7 Volume of runoff = 1. 87 ac. ft . Depth of runoff = 5 .48 in. File Name -hcathey Proj. Leader urban design grp 17 Type SCS Desc. EXISTING 50YR Client cathey Misc. Note -Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 Flow cf s 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 Time hr:min 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 -11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 Date 11/03/99 Job Freq. 50.0 yrs CN 75 Len 24 hrs Precip. 9.80 Flow cf s 0.9 0.9 0.9 1.0 1.1 1.1 1. 2 1. 2 1. 3 1.4 1. 5 1. 5 1. 6 1. 6 1. 7 1. 8 1.9 1.9 2.0 2.2 2.4 2.5 2.6 3.8 6.4 8.8 10.2 11. 3 14.7 22.1 28.8 32.8 35.0 32.0 22.9 14.6 10.2 8.2 6.9 5.7 4.8 4.4 4.2 4.0 3.7 Time hr:min 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 Continued on next page Flow cf s 3.5 3.4 3.4 3.2 3.0 2.8 2.7 2.6 2.6 2.4 2.3 2.2 2.2 2.2 2.1 2.0 1. 9 1. 9 1. 9 1. 8 1. 8 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 7 1. 6 1.6 1. 6 1. 6 1.6 1. 6 1. 6 1. 6 1. 6 1. 5 1. 5 1.5 1. 5 1. 5 ontinued from previous page 14:57 1. 5 15:51 1. 3 16:45 1.1 17:39 0.4 15:00 1.5 15:54 1. 3 16:48 1.1 17:42 0.2 15:03 1. 5 15:57 1. 3 16:51 1.1 17:45 0.8 15:06 1. 5 16:00 1. 3 16:54 1.1 17:48 0.6 15:09 1.4 16:03 1.3 16:57 1.1 17:51 0.4 15:12 1.4 16:06 1. 2 17:00 1.1 17:54 0.1 15:15 1. 4 16:09 1. 2 17:03 1. 0 17:57 0.8 15:18 1. 4 16:12 1. 2 17:06 1. 0 18:00 0.6 15:21 1.4 16:15 1. 2 17:09 1. 0 18:03 0.4 15:24 1.4 16:18 1. 2 17:12 1. 0 18:06 0.1 15:27 1.4 16:21 1. 2 17:15 1. 0 18:09 0.8 15:30 1.4 16:24 1. 2 17:18 1.0 18:12 0.6 15:33 1.4 16:27 1. 2 17:21 1.0 18:15 0.3 15:36 1.4 16:30 1. 2 17:24 1. 0 18:18 0.1 15:39 1. 3 16:33 1.1 17:27 1. 0 18:21 0.8 15:42 1. 3 16:36 1.1 17:30 0.9 18:24 0.5 15:45 1. 3 16:39 1.1 17:33 0.9 15:48 1. 3 16:42 1.1 17:36 0.9 Volume of runoff = 2.16 ac. ft. Depth of runoff = 6.31 in. File Name -hcathey Proj . Leader urban design grp Client cathey Misc. Note -18 Type SCS Desc. EXISTING lOOYR Area 4.1 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 Flow cf s 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 . 0. 2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 Flow cf s 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 Time hr:min 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 -11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 Date 11/03/99 Job Freq. 100.0 yrs CN 75 Len 24 hrs Precip. 11.00 Flow cf s 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 1. 0 1.0 1.1 1.1 1.1 1.2 1. 3 1.4 1.5 1.5 1. 6 1. 7 1. 8 1.9 1. 9 2.0 2.1 2.2 2.3 2.4 2.5 2.7 2.9 3.0 3.2 4.9 8.1 10.8 12.3 13.6 18.4 27.1 34.4 38.6 40.5 35.7 24.8 Time hr:min 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 Flow cf s 15.7 11.4 9.2 7.7 6.4 5.4 5.0 4.7 4.5 4.2 4.0 3.9 3.8 3.7 3.4 3.2 3.1 3.0 2.9 2.7 2.6 2.6 2.5 2.4 2.3 2.2 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1. 9 1. 9 1. 9 1. 9 1. 9 Continued on next page Continued from previous page 14:27 1. 9 15:21 1. 6 16:15 1.4 17:09 1.2 14:30 1. 8 15:24 1.6 16:18 1.4 17:12 0.5 14:33 1.8 15:27 1.6 16:21 1.4 17 :15 0.2 14:36 1. 8 15:30 1.6 16:24 1.4 17:18 1.1 14:39 1. 8 15:33 1.6 16:27 1. 3 17:21 0.8 14:42 1. 8 15:36 1.6 16:30 1. 3 17:24 0.5 14:45 1. 8 15:39 1.6 16:33 1.3 17:27 0.2 14:48 1. 8 15:42 1.5 16:36 1.3 17:30 1. 0 14:51 1. 8 15:45 1.5 16 :39 1. 3 17:33 0.7 14:54 1. 7 15:48 1.5 16:42 1. 3 17:36 0.4 14:57 1. 7 15:51 1.5 16:45 1. 3 17:39 0.1 15:00 1. 7 15:54 1. 5 16:48 1. 3 17:42 1. 0 15:03 1. 7 15:57 1. 5 16:51 1. 2 17:45 0.7 15:06 1. 7 16:00 1.5 16:54 1. 2 17:48 0.4 15:09 1. 7 16:03 1.4 16:57 1.2 17:51 0.1 15:12 1. 7 16:06 1.4 17:00 1. 2 17:54 1. 0 15:15 1. 7 16:09 1.4 17:03 1. 2 15:18 1. 6 16:12 1.4 17:06 1. 2 Volume of runoff = 2.49 ac. ft. Depth of runoff 7 .28 in. ---------------------------------· A 1 DEVELOPED File Name -hcathey Proj. Leader urban design grp 1 Type SCS Desc. Al 2YR DEV Client cathey Misc . Note - Area 0.8 ac. Time of Concent . 10 min. Storm Dist Type II Time hr:min 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 Flow cf s 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 Time hr:min 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 Flow cf s 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 0.1 Time hr:min 8:48 8:51 8:54 8:57 9:00 9:03 9 :06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10: 12 - 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 ~ 10:54 10:57 11:00 Date 11/03/99 Job Freq. 2.0 yrs CN 91 Len 24 hrs Precip. 4.50 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Time hr:min 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.7 1. 0 1.1 1. 2 1. 6 2.3 2.9 3.2 3.4 3.0 2.1 1.3 1. 0 0.8 0.6 0.5 0.4 0.4 0 .4 0 .4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 ontinued from previous page 13:18 0.2 14:12 0 .2 15:06 0.1 16:00 0.1 13:21 0 .2 14:15 0 .2 15:09 0.1 16:03 0.1 13:24 0.2 14:1 8 0 .2 15 :12 0.1 16:06 0 .1 13:2 7 0.2 14:21 0 .2 15:15 0.1 16:09 0 .1 13:3 0 0 .2 14:24 0 .2 15:1 8 0.1 16:12 0 .1 13:33 0 .2 14:27 0.2 15:21 0.1 16:15 0 .0 13:36 0.2 14:30 0.2 15:24 0.1 16:18 0 .0 13:3 9 0 .2 14:33 0 .2 15:27 0.1 16:21 0 .1 13:42 0.2 14:36 0.2 15:3 0 0.1 16:24 0.1 13:45 0.2 14:39 0.1 15:33 0.1 16:27 0 .0 13:4 8 0.2 14:42 0.1 15:36 0.1 16:30 0.0 13:51 0.2 14:45 0.1 15:39 0.1 16:33 0 .1 13:54 0.2 14:48 0.1 15:42 0.1 16:36 0 .1 13:57 0.2 14:51 0.1 15:45 0.1 16:39 0 .0 14:0 0 0.2 14:54 0.1 15:48 0.1 16:42 0 .0 14:03 0.2 14:57 0.1 15:51 0.1 16:45 0 .1 14:0 6 0.2 15:0 0 0 .1 15:54 0 .1 14:0 9 0 .2 15:0 3 0 .1 1 5:57 0 .1 Vo lume of runoff = 0.20 ac. ft. Depth of runoff = 3.07 in. File Name -hcathey Proj. Leader urban design grp 2 Type SCS Desc. Al 5YR DEV Client cathey Misc. Note -Area 0.8 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 Flow cf s 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 Time hr:min 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 Flow cf s 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 _.;: 9 :21-9 :24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10: 00 --41!, 10:03 10:06 10:09 Date 11/03/99 Job Freq. 5.0 yrs CN 91 Len 24 hrs Precip. 6.20 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 Continued on next page Flow cf s 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.6 1. 0 1.4 1. 6 1. 7 2.2 3.2 4.1 4.6 4.9 4. 5_ 3.3 2.1 1.4 1.1 0.9 0.8 ontinued from previous page 12:27 0.7 13:21 0.3 14:15 0.2 15:09 0.1 12:30 0.6 13:24 0.3 14:18 0.2 15:12 0.0 12:33 0.6 13:27 0.3 14:21 0.2 15:15 0 .2 12:36 0.5 13:30 0.3 14:24 0.2 15:18 0 .1 12:39 0.5 13:33 0.3 14:27 0.2 15:21 0.1 12:42 0 .5 13:36 0.2 14:30 0.2 15:24 0.0 12:45 0.5 13:39 0.2 14:33 0.2 15:27 0.2 12:48 0.4 13:42 0.2 14:36 0.2 15:30 0.1 12:51 0.4 13:45 0.2 14:39 0.2 15:33 0.1 12:54 0.4 13:48 0.2 14:42 0.2 15:36 0.0 12:57 0.4 13:51 0.2 14:45 0.2 15:39 0.2 13:00 0.4 13:54 0.2 14:48 0.2 15:42 0.1 13:03 0.3 13:57 0.2 14:51 0.2 15:45 0.1 13:06 0.3 14:00 0.2 14:54 0.2 15:48 0.0 13:09 0.3 14:03 0.2 14:57 0.2 15:51 0.2 13:12 0.3 14:06 0.2 15:00 0.2 15:54 0.1 13:15 0.3 14:09 0.2 15:03 0.2 13:18 0.3 14:12 0.2 15:06 0.2 Volume of runoff = 0.29 ac. ft. Depth of runoff 4.37 in. File Name -hcathey Proj. Leader urban design grp 3 Type SCS Desc. Al lOYR DEV Client cathey Misc. Note - Area 0.8 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 Flow cf s 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 Time hr:min 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 Flow cf s 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8 :5 1 - 8 :54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9 :30 ~ 9:33 9:36 9:39 Date 11/03/99 Job Freq. 10.0 yrs CN 91 Len 24 hrs Precip. 7.40 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 Time hr:min 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0 .5 0.5 0.7 1. 3 1. 7 2.0 2.1 2.7 3.9 Continued on next page ontinued from previous page 11:57 5.0 12:51 0.5 13:45 0.3 14:39 0.3 12:00 5 .6 12:54 0.5 13:48 0.3 14:42 0.3 12:03 5.9 12:57 0.4 13:51 0.3 14:45 0.1 12:06 5.4 13:00 0.4 13:54 0.3 14:48 0.0 12:09 3.9 13:03 0.4 13:57 0.3 14:51 0.2 12:12 2 .5 13:06 0.4 14:00 0.3 14:54 0.2 12:15 1.7 13:09 0.4 14:03 0.3 14:57 0.1 12:18 1. 3 13:12 0.4 14:06 0.3 15:00 0.0 12:21 1.1 13:15 0.4 14:09 0.3 15:03 0.2 12:24 0.9 13:18 0.3 14:12 0.3 15:06 0.2 12:27 0.8 13:21 0.3 14:15 0.3 15:09 0.1 12:30 0.7 13:24 0.3 14:18 0.3 15:12 0.0 12:33 0.7 13:27 0.3 14:21 0.3 15:15 0.2 12:36 0.6 13:30 0.3 14:24 0.3 15:18 0.2 12:39 0.6 13:33 0.3 14:27 0.3 15:21 0.1 12:42 0.6 13:36 0 .3 14:30 0.3 15:24 0.0 12:45 0.5 13:39 0.3 14:33 0.3 12:48 0.5 13:42 0.3 14:36 0.3 Volume of runoff = 0 .35 ac. ft. Depth of runoff 5.35 in. File Name -hcathey Proj. Leader urban design grp 4 Type SCS Desc. Al 25YR DEV Client cathey Misc. Note -Job Date 11/03/99 Area 0.8 ac. Time of Concent. 10 min. Freq. 25.0 yrs CN 91 Len 24 hrs Precip. 8.80 Storm Dist Type II Time hr:min 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 Flow cf s 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 Time hr:min 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 ~ 9:06 9:09 9:12 --Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Time hr:min 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5. 0.5 0.5 0.5 0.5 0.6 0.6 ontinued from previous page 11:30 0.6 12:24 1.1 13:18 0.4 14:12 0.3 11:33 0.7 12:27 0.9 13:21 0.4 14:15 0.3 11:36 1. 0 12:30 0.8 13:24 0.4 14:18 0.3 11:39 1. 7 12:33 0.8 13:27 0.4 14:21 0.3 11:42 2.2 12:36 0.8 13:30 0.4 14:24 0.2 11:45 2.5 12:39 0.7 13:33 0.4 14:27 0 .1 11:48 2.7 12:42 0.7 13:36 0.4 14:30 0.0 11:51 3.6 12:45 0.6 13:39 0.4 14:33 0.3 11:54 5.1 12:48 0.6 13:42 0.4 14:36 0.2 11:57 6.3 12:51 0.6 13:45 0.3 14:39 0.1 12:00 6.9 12:54 0.6 13:48 0.3 14:42 0.0 12:03 7.1 12:57 0.5 13:51 0.3 14:45 0.3 12:06 6.1 13:00 0.5 13:54 0.3 14:48 0.2 12:09 4.2 13:03 0.5 13:57 0.3 14:51 0.1 12:12 2.7 13:06 0.5 14:00 0.3 14:54 0.0 12:15 1. 9 13:09 0 .5 14:03 0.3 14:57 0 .3 12:18 1. 5 13:12 0.4 14:06 0.3 12:21 1. 3 13:15 0.4 14:09 0.3 Volume of runoff = 0.42 ac. ft. Depth of runoff = 6.39 in. -- File Name -hcathey Proj . Leader urban design grp 6 Type SCS Desc. Al lOOYR DEV Client cathey Misc. Note - Job Date 11/03/99 Area 0.8 ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 91 Len 24 hrs Precip. 11.00 Storm Dist Type II Time hr:min 2:04 2:07 2:10 2:13 2:16 2:19 2:22 2:25 2:28 2:31 2:34 2:37 2:40 2:43 2:46 2:49 2:52 2:55 2:58 3:01 3:04 3:07 3:10 3:13 3:16 3:19 3:22 3:25 3:28 3:31 3:34 3:37 3:40 3:43 3:46 3:49 3:52 3:55 3:58 4:01 4:04 4:07 4:10 4:13 4:16 Flow cf s 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 4:19 4:22 4:25 4:28 4:31 4:34 4:37 4:40 4:43 4:46 4:49 4:52 4:55 4:58 5:01 5:04 5:07 5:10 5:13 5:16 5:19 5:22 5:25 5:28 5:31 5:34 5:37 5:40 5:43 5:46 5:49 5:52 5:55 5:58 6:01 6:04 6:07 6:10 6:13 6:16 6:19 6:22 6:25 6:28 6:31 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 6:34 6:37 6:40 6:43 6:46 6:49 6:52 6:55 6:58 7:01 7:04 7:07 7:10 7:13 7:16 7:19 7:22 7:25 7:28 7:31 7:34 7:37 7:40 7:43 7:46 7:49 7:52 7:55 7:58 8:01 8:04 8:07 8:10 8:13 8:16 8:19 8:22 8:25 8:28 8:31 8:34 8:37 ... 8:40 8:43 8:46 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr :min 8:49 8:52 8:55 8:58 9:01 9:04 9:07 9:10 9:13 9:16 9:19 9:22 9:25 9:28 9:31 9:34 9:37 9 :40 9:43 9:46 9:49 9:52 9:55 9:58 10:01 10:04 10:07 10:10 10:13 10:16 10:19 10:22 10:25 10:28 10:31 10:34 10:37 10:40 10:43 10:46 10:49 10:52 10:55 10:58 11:01 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 . 0.5 0.5 0.5 0.5 0.5 0.6 Continued from previous page 11:04 0.6 11:58 8.0 12:52 0.8 13:46 0.4 11:07 0.6 12:01 8.7 12:55 0.7 13:49 0.4 11:10 0.6 12:04 8.9 12:58 0.7 13:52 0.4 11:13 0.7 12:07 7.7 13:01 0.6 13:55 0.4 11:16 0.7 12:10 5.2 13:04 0.6 13:58 0.4 11:19 0.7 12:13 3.3 13:07 0.6 14:01 0.3 11:22 0.7 12:16 2.4 13:10 0.6 14:04 0.2 11:25 0.8 12:19 1.9 13:13 0.5 14:07 0.1 11:28 0.8 12:22 1.6 13:16 0.5 14:10 0.4 11:31 0 .8 12:25 l. 3 13:19 0.5 14:13 0.3 11:34 0.9 12:28 1.1 13:22 0.5 14:16 0.2 11:37 l. 4 12:31 1.0 13:25 0.5 14:19 0.1 11:40 2.2 12:34 1.0 13:28 0.5 14:22 0.4 11:43 2.8 12:37 0.9 13:31 0.5 14:25 0.3 11:46 3.2 12:40 0.9 13:34 0.5 14:28 0.2 11:49 3.4 12:43 0.8 13:37 0.4 14:31 0.0 11:52 4.6 12:46 0.8 13:40 0.4 11:55 6 .5 12:49 0.8 13:43 0.4 Volume of runoff = 0.53 ac . ft. Depth of runoff 8.02 in. A2 DEVELOPED File Name -hcathey Proj. Leader urban design grp 7 Type SCS Desc. A2 2 YR DEV Client cathey Misc. Note - Job Date 11/03/99 Area 3.3 ac. Time of Concent. 10 min. Freq. 2.0 yrs CN 91 Len 24 hrs Precip. 4.50 Storm Dist Type II Time hr:min 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 Flow cf s 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 0.1 0.1 0.1 . 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 ~- 10:09 10: 12 - 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10: 51 ~- 10: 54 - 10:57 11:00 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 Time hr:min 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 Continued on next page Flow cf s 0.8 0.8 0.8 0.9 0.9 0.9 1.0 1.0 1.1 1. 2 1. 2 1. 8 3.0 4.0 4.6 5.0 6.6 9.6 12.2 13.7 14.3 12.7 8 .9 5.6 4 .0 3.2 2.7 2.2 1. 9 1. 7 1. 6 1. 6 1. 5 1.4 1. 3 1. 3 1. 3 1.2 1.1 1.1 1. 0 1.0 0.9 0.9 0.9 ontinued from previous page 13:18 0.9 14:12 0.7 15:06 0.6 16:00 0.5 13:21 0 .8 14:15 0 .7 15:09 0.6 16:03 0.5 13:24 0.8 14:18 0.7 15:12 0.6 16:06 0.5 13:27 0.8 14:21 0.7 15:15 0.6 16:09 0.5 13:30 0 .8 14:24 0.7 15:18 0 .6 16:12 0 .3 13:33 0.7 14: 27 0.6 15:21 0.6 16:15 0.2 13:36 0.7 14:30 0.6 15:24 0.6 16:18 0.1 13:39 0.7 14:33 0.6 15:27 0.6 16:21 0.4 13:42 0.7 14: 36 0.6 15:30 0.6 16:24 0.3 13:45 0.7 14: 39 0.6 15:33 0.5 16:27 0.2 13:48 0.7 14:42 0.6 15:36 0.5 16:30 0.1 13:51 0 .7 14:45 0.6 15:39 0.5 16:33 0.4 13:54 0.7 14:48 0.6 15:42 0.5 16:36 0.3 13:57 0 .7 14:51 0.6 15:45 0.5 16:39 0.2 14:00 0 .7 14:54 0.6 15:48 0 .5 16:42 0.1 14:03 0.7 14:57 0.6 15:51 0.5 16:45 0.4 14:06 0 .7 15:00 0 .6 15:54 0.5 14:09 0.7 15:03 0.6 15:57 0.5 Volume of runoff = 0.87 ac. ft. Depth of runoff = 3.14 in . File Name -hcathey Proj. Leader urban design grp 8 Type SCS Desc. A2 5YR DEV Client cathey Misc. Note -Job Date 11/03/99 Area 3.3 ac. Time of Concent. 10 min. Freq. 5.0 yrs CN 91 Len 24 hrs Precip. 6.20 Storm Dist Type II Time hr:min 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time " hr:min 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9: 18 -""-9: 21-9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10: 00 ~-10: 03 10:06 10:09 Flow cf s 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 Time hr:min 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 Continued on next page Flow cf s 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.9 0.9 1. 0 1. 0 1.1 1.1 1. 2 1. 2 1.2 1.3 1. 4 1.4 1.4 1. 5 1. 6 1. 7 1. 8 1. 8 2.5 4.2 5.8 6.8 7.3 9.1 13.3 17.3 19.5 20.5 19.0 13.7 8.7 6.0 4.7 4.0 3.3 ontinued from previous page 12 :2 7 2.7 13:21 1. 2 14 :15 1.0 15:09 0.4 12 :30 2.5 13:24 1.1 14:18 0.9 15:12 0.2 12 :33 2.3 13:27 1.1 14:21 0.9 15:15 0.8 12:36 2.2 13:30 1.1 14:24 0.9 15:18 0.6 12:39 2.1 13:33 1.1 14:27 0.9 15:21 0.3 12:42 2.0 13:36 1. 0 14:30 0.9 15:24 0.1 12:45 1. 9 13:39 1. 0 14 :33 0 .9 15:27 0.8 12:48 1. 9 13:42 1. 0 14:36 0.9 15:30 0.5 12:51 1. 8 13:45 1. 0 14:39 0.9 15:33 0.3 12:54 1. 7 13:48 1. 0 14 :42 0.9 15:36 0.1 12:57 1. 6 13:51 1. 0 14:45 0.9 15:39 0.7 13:00 1. 5 13:54 1. 0 14:48 0.9 15:42 0.5 13:03 1. 5 13:57 1. 0 14 :51 0.9 15:45 0.3 13:06 1.4 14:00 1. 0 14:54 0.9 15:48 0.1 13:09 1. 3 14:03 1. 0 14:57 0.9 15:51 0.7 13:12 1. 3 14:06 1. 0 15:00 0.9 15:54 0.5 13:15 1. 2 14:09 1. 0 15:03 0.8 13:18 1. 2 14:12 1. 0 15:06 0.8 Volume of runoff = 1. 24 ac. ft. Depth of run off = 4.47 in. File Name -hcathey Proj. Leader urban design grp 9 Type SCS Desc. A2 lOYR DEV Client cathey Misc. Note -Job Date 11/03/99 Area 3.3 ac. Time of Concent. 10 min. Freq. 10.0 yrs CN 91 Len 24 hrs Precip. 7.40 Storm Dist Type II Time hr:min 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 Flow cf s 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ·0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Time hr:min 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51-8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 ~ 9: 33 -9:36 9:39 Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Time hr:min 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 Continued on next page Flow cf s 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1. 0 1.1 1.1 1.2 1. 2 1. 3 1. 3 1.4 1. 5 1. 5 1. 5 1.6 1.7 1. 7 1.8 1. 8 2.0 2.1 2.2 2.3 3.2 5.3 7.3 8.3 9.0 11.3 16.4 Continued from previous page 11:57 21.1 12:51 2.2 13:45 1.2 14:39 1.1 12:00 23.7 12:54 2.0 13:48 1.2 14:42 1.1 12:03 24.9 12:57 1. 9 13:51 1.2 14:45 0.5 12:06 22.9 13:00 1. 8 13:54 1. 2 14:48 0.2 12:09 16.4 13:03 1. 8 13:57 1. 2 14:51 1. 0 12:12 10.4 13:06 1.7 14:00 1. 2 14:54 0.7 12:15 7.2 13:09 1. 6 14:03 1. 2 14:57 0.4 12:18 5.7 13:12 1.5 14:06 1. 2 15:00 0.2 12:21 4.7 13:15 1. 5 14:09 1. 2 15:03 1. 0 12:24 3.9 13:18 1.5 14:12 1. 2 15:06 0.7 12:27 3.3 13:21 1.4 14:15 1.1 15:09 0.4 12:30 3.0 13:24 1.4 14:18 1.1 15:12 0.1 12:33 2.8 13:27 1. 3 14:21 1.1 15:15 0.9 12:36 2.7 13:30 1. 3 14:24 1.1 15:18 0.7 12:39 2.5 13:33 1. 3 14:27 1.1 15:21 0.4 12:42 2.4 13:36 1. 3 14:30 1.1 15:24 0.1 12:45 2.3 13:39 1. 2 14:33 1.1 12:48 2.3 13:42 1. 2 14:36 1.1 Volume of runoff = 1.49 ac. ft. Depth of runoff = 5.40 in. File Name -hcathey Proj. Leader urban design grp 10 Type SCS Desc. A2 25YR DEV Client cathey Misc. Note -Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time hr:min 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8: 21 _,.. 8:24-8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9 :03 ~-9: 06 -9:09 9:12 Date 11/03/99 Job Freq. 25.0 yrs CN 91 Len 24 hrs Precip. 8.80 Flow cf s 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 Time hr:min 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 Continued on next page Flow cf s 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1. 0 1.0 1. 0 1. 0 1.1 1.1 1. 2 1. 2 1.3 1.4 1.4 1. 5 1. 5 1. 6 1. 7 1. 8 1. 8 1. 8 1.9 2.0 2.1 2.2 2.2 2.3 2.5 2.6 ~ontinued from previous page 11:30 2.7 12:24 4.5 13:18 1. 8 14:12 1.4 11:33 2.9 12:27 3.8 13:21 1. 7 14:15 1.4 11:36 4.4 12:30 3.5 13:24 1. 6 14:18 1.4 11:39 7.1 12:33 3.3 13:27 1.6 14:21 1. 2 : 11:42 9.3 12:36 3.2 13:30 1. 5 14:24 0.9 11:45 10.4 12: 39 3.0 13:33 1. 5 14:27 0.5 11:48 11. 3 12:42 2.8 13:36 1.5 14:30 0.2 11:51 15.0 12:45 2.7 13:39 1. 5 14:33 1. 2 11:54 21.4 12:48 2.7 13:42 1. 5 14:36 0.9 11:57 26.5 12:51 2.6 13:45 1. 5 14:39 0.5 12:00 29.1 12:54 2.4 13:48 1. 5 14:42 0.2 12:03 29.8 12:57 2.2 13:51 1.4 14:45 1.2 12:06 25.8 13:00 2.1 13:54 1.4 14:48 0.8 12:09 17.7 13:03 2.1 13:57 1.4 14:51 0.5 12:12 11. 2 13:06 2.0 14:00 1.4 14:54 0.1 12:15 8.1 13:09 1. 9 14:03 1. 4 14:57 1.1 12:18 6.5 13:12 1. 8 14:06 1.4 12:21 5.4 13:15 1. 8 14:09 1.4 Volume of runoff = 1.78 ac. ft. Depth of runoff = 6.43 in. -=-~- File Name -hcathey Proj. Leader urban design grp 11 Type SCS Desc. A2 50YR DEV Client cathey Misc. Note -Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Job Freq. 50.0 yrs CN 91 Len 24 hrs Precip. 9.80 --------------------------------------------------------------------------------Time hr:min 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time hr:min 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 ~ 8:09-8 :12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8: 4 8 4':. 8: 51 -8:54 8:57 Flow cf s 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 Time hr:min 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 Continued on next page Flow cf s 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1.1 1.1 1.1 1.1 1. 2 1. 2 1. 3 1. 3 1.4 1.4 1. 5 1.6 1. 7 1. 7 1. 8 1.9 2.0 2.1 2.1 2.1 2.3 2.4 ontinued from previous page 11:15 2.4 12:09 21. 7 13:03 2.4 13:57 1. 6 11:18 2.5 12:12 13.8 13:06 2.3 14:00 1. 6 11:21 2.6 12:15 9.5 13:09 2.2 14:03 1. 6 11:24 2.8 12:18 7.5 13: 12 _ 2.1 14:06 1. 6 11:27 2.9 12:21 6 .3 13:15 2.0 14:09 1.6 11:30 3.0 12:24 5.2 13:18 2.0 14:12 0.2 11:33 3.2 12:27 4.4 13:21 1.9 14:15 1. 4 11:36 4.4 12:30 4.0 13:24 1. 8 14:18 1. 0 11:39 7.4 12:33 3.8 13:27 1. 8 14:21 0.6 11:42 10.1 12:36 3.6 13:30 1. 7 14:24 0.2 11:45 11. 5 12:39 3.4 13:33 1. 7 14:27 1.4 11:48 12.4 12:42 3.2 13:36 1.7 14:30 1. 0 11:51 15.6 12:45 3.1 13:39 1. 7 14:33 0.6 11:54 22.6 12:48 3.0 13:42 1.7 14:36 0 .2 11:57 28.8 12:51 2.9 13:45 1. 7 14:39 1. 3 12:00 32.1 12:54 2.7 13:48 1. 6 14:42 0.9 12:03 33.5 12:57 2.5 13:51 1. 6 12:06 30.5 13:00 2 .4 13:54 1. 6 Volume of runoff = 1. 99 ac. ft. Depth of runoff = 7.19 in. File Name -hcathey Proj. Leader urban design grp 12 Type SCS Desc. A2 lOOYR DEV Client cathey Misc. Note -Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 2:04 2:07 2:10 2:13 2:16 2:19 2:22 2:25 2:28 2:31 2:34 2:37 2:40 2:43 2:46 2:49 2:52 2:55 2:58 3:01 3:04 3:07 3:10 3:13 3:16 3:19 3:22 3:25 3:28 3:31 3:34 3:37 3:40 3:43 3:46 3:49 3:52 3:55 3:58 4:01 4:04 4:07 4:10 4:13 4:16 Flow cf s 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 Time hr:min 4:19 4:22 4:25 4:28 4:31 4:34 4:37 4:40 4:43 4:46 4:49 4:52 4:55 4:58 5:01 5:04 5:07 5:10 5:13 5:16 5:19 5:22 5:25 5:28 5:31 5:34 5:37 5:40 5:43 5:46 5:49 5:52 5:55 5:58 6:01 6:04 6:07 6:10 6:13 6:16 6:19 6:22 6:25 6:28 6:31 Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Time hr:min 6:34 6:37 6:40 6:43 6:46 6:49 6:52 6:55 6:58 7:01 7:04 7:07 7:10 7:13 7:16 7:19 7:22 7:25 7:28 7:31 7:34 7:37 7:40 7:43 7:46 7:49 7:52 7:55 7:58-8:01 8:04 8:07 8:10 8:13 8:16 8:19 8:22 8:25 8:28 8:31 8:34 8:3741'. 8:40 8:43 8:46 Date 11/03/99 Job Freq. 100.0 yrs CN 91 Len 24 hrs Precip. 11.00 Flow cf s 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 Time hr:min 8:49 8:52 8:55 8:58 9:01 9:04 9:07 9:10 9:13 9:16 9:19 9:22 9:25 9:28 9:31 9:34 9:37 9:40 9:43 9:46 9:49 9:52 9:55 9:58 10:01 10:04 10:07 10:10 10:13 10:16 10:19 10:22 10:25 10:28 10:31 10:34 10:37 10:40 10:43 10:46 10:49 10:52 10:55 10:58 11:01 Continued on next page Flow cf s 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1. 2 1. 2 1. 2 1. 3 1. 3 1.3 1.3 1.4 1.5 1. 5 1. 6 1. 6 1. 8 1. 9 1. 9 2.0 2.1 2.2 2.3 2.4 Continued from previous page 11:04 2.4 11:58 33.7 12:52 3.2 13:46 1. 9 11:07 2.5 12:01 36.8 12:55 3.0 13:49 1. 8 11:10 2.6 12:04 37.6 12:58 2.8 13:52 1. 8 11:13 2.7 12:07 32.3 13:01 2.7 13:55 1. 8 11:16 2.8 12:10 22.0 13:04 2.6 13:58 1. 8 11:19 2.8 12:13 14.0 13:07 2.5 14:01 1. 2 11:22 3.0 12:16 10.1 13:10 2.4 14:04 0.7 11:25 3.2 12:19 8.2 13:13 2.3 14:07 0 .3 11:28 3.4 12:22 6.8 13:16 2.2 14:10 1.6 11:31 3.5 12:25 5.6 13:19 2.2 14:13 1.1 11:34 3.7 12:28 4.8 13:22 2.1 14:16 0.7 11:37 5.7 12:31 4 .4 13:25 2.0 14:19 0.2 11:40 9.2 12:34 4.2 13:28 1. 9 14:22 1. 6 11:43 11. 9 12:37 4.0 13:31 1. 9 14:25 1.1 11:46 13.3 12:40 3.7 13:34 1. 9 14:28 0 .6 11:49 14.4 12:43 3.5 13:37 1. 9 14:31 0 .2 11:52 19.3 12:46 3.4 13:40 1. 9 11:55 27.4 12:49 3.4 13:43 1.9 Volume of runoff = 2.23 ac. ft. Depth of runoff 8.06 in . • HYDRAULIC COMPUTATIONS *** ROUTING OF HYDROGRAPH # 12 *** -------------------------------------------------------------------------------- File Name -Pondl Proj. Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 -------------------------------------------------------------------------------- RESERVOIR OUTFLOW CONTROL STRUCTURES -------------------------------------------------------------------------------- Horz Pipe 1 Elev 310 .50 Diameter in 30 No. Elev Storage Outflow No. Elev 1 2 3 4 310.50 311.00 311.50 312.00 0.000 0.002 0.018 0.062 Routing of Hydrograph # 12 File Name -hcathey Proj. Leader urban design grp 12 Type SCS Desc . A2 lOOYR DEV 0.00 5 1.93 6 4.51 7 9.29 8 312.50 313.00 313.50 314.00 Client cathey Misc. Note - Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 lOOYR DEV Time Inf low hr:min cfs 2:04 0.0 2:07 0.0 2:10 0.0 2:13 0.0 2:16 0.1 2:19 0.1 2:22 0.1 2:25 0.1 2:28 0.1 2:31 0.1 2:34 0.1 2:37 0.1 2:40 0.1 2:43 0.1 2:46 0.1 Storage ac ft 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0 .0001 0.0001 0.0001 0 .0001 0.0001 0 .0001 0 .0001 0.0001 0.0001 =--- .... in Storage 0 .150 0.272 0.411 0.562 No. 1 Outflow 15.53 21.80 27.55 32.83 Date 11/03/99 Job 99-354 Freq. 100 .0 yrs CN 91 Len 24 hrs Precip. 11 .00 Elevation feet 310.50 310.50 310.50 310.50 310.51 310.52 310.52 310.52 310.52 310.52 310.52 310.52 310.52 310.52 31 0 .52 Page 01 Outflow cfs (Tot) 0.00 0.00 0.00 0.00 0.08 0.11 0.09 0.10 0.10 0.10 0.10 0 .10 0.10 0.10 0.10 0.0043 ac.ft. have entered the pond. 0.0042 ac.ft. (98.40%) have exited. Date 11/03/99 Page 02 Inf low H'graph: A2 lOOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 2:49 0.1 0.0001 310.52 0.10 2:52 0.1 0.0001 310.52 0.10 2:55 0.1 0.0001 ? 310.52 0.10 2:58 0.1 0.0001 310.52 0.10 3:01 0.1 0.0001 310.52 0.10 3:04 0.1 0.0001 310.52 0.10 3:07 0.1 0.0001 310.52 0.10 3:10 0.1 0.0001 310.52 0.10 3:13 0.1 0.0001 310.52 0.10 3:16 0.1 0.0001 310.52 0.10 3:19 0.1 0.0001 310.52 0.10 3:22 0.1 0.0001 310.52 0.10 3:25 0.1 0.0001 310.52 0.10 3:28 0.1 0.0001 310.52 0.10 3:31 0.2 0.0001 310.53 0.18 3:34 0.2 0.0001 310.54 0.21 3:37 0.2 0.0001 310.53 0.19 3:40 0.2 0.0001 310.54 0.20 3:43 0.2 0.0001 310.53 0.20 3:46 0.2 0.0001 310.53 0.20 3:49 0.2 0.0001 310.53 0.20 3:52 0.2 0.0001 310.53 0.20 3:55 0.2 0.0001 310.53 0.20 3:58 0.2 0.0001 310.53 0.20 4:01 0.2 0.0001 310.53 0.20 4:04 0.2 0.0001 310.53 0.20 4:07 0.3 0.0002 310.55 0.27 4:10 0.3 0.0002 310.56 0.31 4:13 0.3 0.0002 310.55 0.29 4:16 0.3 0.0002 310.55 0.30 4:19 0.3 0.0002 310.55 0.30 4:22 0.3 0.0002 310.55 0.30 ~ 4:25 0.3 0.0002 310.55 0.30 4:28 0.3 0.0002 310.55 0.30 4:31 0.3 0.0002 310.55 0.30 4:34 0.3 0.0002 310.55 0.30 4:37 0.3 0.0002 310.55 0.30 4:40 0.3 0.0002 310.55 0.30 4:43 0.3 0.0002 310.55 0.30 4:46 0.3 0.0002 310.55 0.30 4:49 0.3 0.0002 310.55 0.30 4:52 0.3 0.0002 310.55 0.30 4:55 0.3 0.0002 310.55 0.30 4:58 0.3 0.0002 310.55 0.30 5:01 0.3 0.0002 310.55 0.30 5:04 0.3 0.0002 310.55 0.30 5:07 0.3 0.0002 ~-310.55 0.30 5:10 0.3 0.0002 310.55 0.30 0.0469 ac.ft. have entered the pond. 0.0466 ac.ft. (99.52%) have exited. - ------------------------ Date 11/03/99 Page 03 Inf low H'graph: A2 lOOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 5:13 0.3 0.0002 310.55 0.30 5:16 0.3 0.0002 310.55 0.30 5:19 0.3 0.0002 i 310.55 0.30 5:22 0.3 0.0002 310.55 0.30 5:25 0.3 0.0002 310.55 0.30 5:28 0.3 0.0002 310.55 0.30 5:31 0.4 0.0003 310.57 0.37 5:34 0.4 0.0003 310.58 0.41 5:37 0.4 0.0003 310.57 0.39 5:40 0.4 0.0003 310.57 0.40 5:43 0.4 0.0003 310.57 0.40 5:46 0.4 0.0003 310.57 0.40 5:49 0.4 0.0003 310.57 0.40 5:52 0.4 0.0003 310.57 0.40 5:55 0.4 0.0003 310.57 0.40 5:58 0.4 0.0003 310.57 0.40 6:01 0.4 0.0003 310.57 0.40 6:04 0.4 0.0003 310.57 0.40 6:07 0.4 0.0003 310.57 0 .40 6:10 0.4 0.0003 310.57 0.40 6:13 0.5 0.0004 310.59 0.47 6:16 0.5 0.0004 310.60 0.51 6:19 0 .5 0.0004 310.59 0.50 6:22 0.5 0.0004 310.59 0.50 6:25 0.5 0.0004 310.59 0.50 6:28 0 .5 0.0004 310.59 0.50 6:31 0 .5 0.0004 310.59 0.50 6:34 0.5 0.0004 310.59 0.50 6:37 0.5 0.0004 310.59 0.50 6:40 0.5 0.0004 310.59 0.50 6:43 0.5 0.0004 310.59 0.50 6:46 0.5 0.0004 310.59 0.50 6:49 0.5 0.0004 :1' . 310.59 0.50 6:52 0.5 0.0004 310.59 0.50 6:55 0.5 0.0004 310.59 0.50 6:58 0.5 0.0004 310.59 0.50 7:01 0.5 0.0004 310.59 0.50 7:04 0.5 0.0004 310.59 0.50 7:07 0.5 0.0004 310.59 0.50 7:10 0.5 0.0004 310.59 0.50 7:13 0.5 0.0004 310.59 0.50 7:16 0.5 0.0004 310.59 0.50 7:19 0.5 0.0004 310.59 0 .50 7:22 0.5 0.0004 310.59 0.50 7:25 0.5 0 .0004 310.59 0.50 7:28 0.5 0.0004 310.59 0.50 7:31 0.5 0.0004 ~-310.59 0.50 7:34 0.6 0.0004 310.61 0.57 0.1351 ac.ft. have entered the pond. 0.1346 ac.ft. (99.67%) have exited. Date 11/03/99 Page 04 Inf low H'graph: A2 lOOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 7:37 0.6 0.0005 310.62 0.61 7:40 0.6 0.0005 7 310.62 0.60 7:43 0.6 0.0005 310.62 0.60 7:46 0.6 0.0005 310.62 0.60 7:49 0.6 0.0005 310.62 0.60 7:52 0.6 0.0005 310.62 0.60 7:55 0.6 0.0005 310.62 0.60 7:58 0.6 0.0005 310.62 0.60 8:01 0.6 0.0005 310.62 0 .60 8:04 0.6 0.0005 310.62 0.60 8:07 0.6 0.0005 310.62 0.60 8:10 0.6 0.0005 310.62 0.60 8:13 0.7 0.0005 310.63 0.67 8:16 0.7 0.0006 310.64 0.71 8:19 0.7 0.0006 310.64 0.70 8:22 0.7 0.0006 310.64 0.70 8:25 0.8 0.0006 310.66 0.77 8:28 0.8 0.0007 310.67 0.81 8:31 0.8 0.0007 310.66 0.80 8:34 0 .8 0.0007 310.66 0.80 8:37 0.8 0.0007 310.66 0.80 8:40 0.8 0.0007 310.66 0.80 8:43 0 .8 0.0007 310.66 0.80 8:46 0.8 0.0007 310.66 0.80 8:49 0.8 0.0007 310.66 0.80 8:52 0.8 0.0007 310.66 0.80 8:55 0.8 0.0007 310.66 0.80 8:58 0.8 0.0007 310.66 0.80 9:01 0.8 0.0007 310.66 0.80 9:04 0.9 0.0007 310.68 0.87 9:07 0.9 0.0008 310.69 0.91 9:10 0.9 0.0008 """ 310 .69 0.90 9:13 1. 0 0.0008 310.71 0.97 9:16 1. 0 0.0009 310.72 1. 01 9:19 1. 0 0.0009 310.72 1. 00 9:22 1. 0 0.0009 310.72 1. 00 9:25 1.0 0.0009 310.72 1. 00 9:28 1. 0 0.0009 310.72 1. 00 9:31 1. 0 0.0009 310.72 1. 00 9:34 1. 0 0.0009 310.72 1. 00 9:37 1. 0 0.0009 310.72 1. 00 9:40 1.1 0.0009 310.74 1. 06 9:43 1.1 0.0010 310.75 1.11 9:46 1.1 0.0010 310.74 1.10 9:49 1.1 0.0010 310.75 1.10 9:52 1.1 0.0010 310.75 1.10 9:55 1.1 0.0010 ~ 310.75 1.10 9:58 1.1 0.0010 310.75 1.10 0.2985 ac.ft. have entered the pond. 0.2975 ac .ft. (99.67%) have exited. Date 11/03/99 Page 05 Inf low H'graph: A2 lOOYR DEV Time Inf low Storage Elevation Outflow hr:rnin cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 10:01 1.1 0.0010 310.75 1.10 10:04 1.2 0.0011 y 310.76 1.16 10:07 1.2 0.0011 310.78 1. 21 10:10 1. 2 0.0011 310.77 1. 20 10:13 1. 3 0.0012 310.79 1. 26 10:16 1. 3 0.0012 310.81 1. 31 10:19 1. 3 0.0012 310 .80 1. 30 10:22 1. 3 0.0012 310 .81 1. 30 10:25 1.4 0.0013 310.82 1. 36 10:28 1.5 0.0014 310.86 1.47 10:31 1.5 0.0015 310.87 1. 51 10:34 1.6 0.0015 310.89 1. 56 10:37 1. 6 0.0016 310.90 1. 61 10:40 1. 8 0 .0017 310.94 1. 72 10:43 1. 9 0.0019 310.99 1. 88 10:46 1. 9 0.0020 310 .99 1. 90 10:49 2.0 0.0021 311.00 1. 94 10:52 2.1 0.0024 311.01 1. 98 10:55 2.2 0.0030 311.03 2.04 10:58 2.3 0.0037 311.05 2.12 11:01 2.4 0 .0044 311.08 2.21 11:04 2.4 0.0051 311.10 2.29 11:07 2.5 0.0056 311.11 2.35 11:10 2.6 0.0062 311. 13 2.44 11:13 2.7 0.0069 311.15 2.53 11 :16 2.8 0.0077 311.18 2.63 11:19 2.8 0.0082 311. 19 2.71 11:22 3.0 0.0088 311.21 2.80 11:25 3.2 0.0098 311.24 2.94 11:28 3.4 0.0109 311.28 3.12 11:31 3.5 0.0119 311.31 3.29 11:34 3.7 0.0128 =:I 311. 34 3.46 11:37 5.7 0.0165 311.45 4.18 11:40 9.2 0.0276 311.61 5.37 11:43 11. 9 0.0451 311.81 7.22 11:46 13.3 0.0630 312.01 9.36 11:49 14.4 0.0793 312.10 10.45 11:52 19.3 0.1024 312.23 12.07 11:55 27.4 0.1429 312.46 15.01 11:58 33.7 0.2005 312.71 18.20 12:01 36.8 0.2643 312.97 21.43 12:04 37.6 0.3242 313.19 23.99 12:07 32.3 0.3660 313.34 25.70 12:10 22.0 0.3715 313.36 25.92 12:13 14.0 0.3413 313.25 24.69 12:16 10.l 0.2932 313.08 22.70 12:19 8.2 0.2421 ~-312.88 20.32 12:22 6.8 0.1942 312.68 17.87 1.8132 ac.ft. have entered the pond. 1. 6190 ac.ft. (89.29%) have exited. Date 11/03/99 Page 06 Inf low H'graph: A2 lOOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 12:25 5.6 0.1507 312.50 15.57 12:28 4.8 0.1135 ~ 312.29 12.86 12:31 4.4 0.0837 312.12 10.75 12:34 4.2 0.0605 311.98 9.09 12:37 4.0 0.0440 311.80 7.08 12:40 3.7 0.0330 311.67 5.91 12:43 3.5 0.0251 311.58 5.14 12:46 3.4 0.0192 311.51 4.62 12:49 3.4 0.0155 311.42 3.97 12:52 3.2 0.0135 311.36 3.58 12:55 3.0 0.0121 311.32 3.32 12:58 2.8 0.0108 311.27 3.10 13:01 2.7 0.0097 311. 24 2.93 13:04 2.6 0.0088 311.21 2.79 13:07 2.5 0.0081 311.19 2.68 13:10 2 .4 0.0073 311.17 2.58 13:13 2.3 0.0066 311.14 2.48 13:16 2.2 0 .0 058 311.12 2.38 13:19 2.2 0.0052 311.10 2.31 13:22 2.1 0.0047 311.08 2.24 13:25 2.0 0.0041 311.06 2.17 13:28 1. 9 0 .0 033 311. 04 2.08 13:31 1. 9 0.0027 311. 02 2.01 13:34 1. 9 0.0023 311.01 1. 97 13:37 1. 9 0.0021 311.00 1. 95 13:40 1. 9 0.0020 310.99 1. 92 13:43 1. 9 0.0020 310.99 1. 90 13:46 1. 9 0.0020 310.99 1. 90 13:49 1. 8 0.0019 310.97 1.84 13:52 1. 8 0.0018 310.96 1. 79 13:55 1. 8 0.0018 310.96 1. 80 13:58 1. 8 0.0018 =---310.96 1. 80 14:01 1. 2 0.0014 310.84 1.43 14:04 0.7 0.00 0 7 310.67 0.82 14:07 0.3 0.0003 310.57 0.38 14:10 1. 6 0.0010 310.76 1.15 14:13 1.1 0.0013 310.84 1. 40 14 :16 0.7 0.0006 310.65 0.75 14:19 0.2 0.0002 310.56 0.33 14:22 1.6 0.0 0 10 310.75 1.11 14:25 1.1 0.0014 310.84 1.41 14:28 0.6 0.0 0 05 310.64 0.68 14:31 0.2 0 .0002 310.55 0.28 14:34 0.0 -0.0 00 3 310.40 0.00 ~ *** ROUTING OF HYDROGRAPH # 11 *** File Name -Pondl Proj. Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe 1 Elev 310.50 Diameter in 30 No. Elev Storage Outflow No. Elev 1 2 3 4 310.50 311. 00 311.50 312.00 0.000 0.002 0.018 0.062 Routing of Hydrograph # 11 File Name -hcathey Proj . Leader urban design grp 11 Type SCS Desc . A2 50YR DEV 0.00 5 1.93 6 4.51 7 9.29 8 312.50 313.00 313.50 314.00 Client cathey Misc. Note - Area 3.3 ac . Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 50YR DEV Time Inf low hr:min cfs Storage ac ft in Storage 0.150 0.272 0.411 0.562 No. 1 Outflow 15.53 21.80 27.55 32.83 Date 11/03/99 Job 99 -354 Freq. 50.0 yrs CN 91 Len 24 hrs Precip. 9.80 Elevation feet Page 01 Outflow cfs (Tot) ----------------------------------------------=-~---------------------------- 2:15 0.0 0.0000 310.50 0.00 2:18 0.0 0.0000 310.50 0.00 2:21 0.0 0.0000 310.50 0.00 2:24 0.0 0.0000 310.50 0.00 2:27 0.0 0.0000 310.50 0.00 2:30 0.0 0.0000 310.50 0.00 2:33 0.1 0.0001 310.51 0.08 2:36 0.1 0.0001 310.52 0.11 2:39 0.1 0.0001 310.52 0.09 2:42 0.1 0.0001 310.52 0.10 2:45 0.1 0.0001 310.52 0.10 2:48 0.1 0.0001 310.52 0.10 2:51 0.1 0.0001 310.52 0.10 2:54 0.1 0 .0001 310.52 0.10 2:57 0.1 0.0001 ~-310.52 0.10 0.0035 ac.ft. have entered the pond. o. 0034 -ac. ft. (98.02%) have exited. Date 11/03/99 Page 02 Inflow H'graph: A2 50YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) -----------------------------------------------------------------------------3:00 0.1 0.0001 310.52 0.10 3:03 0.1 0.0001 7 310.52 0.10 3:06 0.1 0.0001 310.52 0.10 3:09 0.1 0.0001 310.52 0.10 3:12 0.1 0.0001 310.52 0.10 3:15 0.1 0.0001 310.52 0.10 3:18 0.1 0.0001 310.52 0.10 3:21 0.1 0.0001 310.52 0.10 3:24 0.1 0.0001 310.52 0.10 3:27 0.1 0.0001 310.52 0.10 3:30 0.1 0.0001 310.52 0.10 3:33 0.1 0.0001 310.52 0.10 3:36 0.1 0.0001 310.52 0.10 3:39 0.1 0.0001 310.52 0.10 3:42 0.1 0.0001 310.52 0.10 3:45 0.1 0.0001 310.52 0.10 3:48 0.1 0.0001 310.52 0.10 3:51 0.1 0.0001 310.52 0.10 3:54 0.2 0.0001 310.53 0.18 3:57 0.2 0.0001 310.54 0.21 4:00 0.2 0.0001 310.53 0.19 4:03 0.2 0.0001 310.54 0.20 4:06 0.2 0.0001 310.53 0.20 4:09 0.2 0.0001 310.53 0.20 4:12 0.2 0.0001 310.53 0.20 4:15 0.2 0.0001 310.53 0.20 4:18 0.2 0.0001 310.53 0.20 4:21 0.2 0.0001 310.53 0.20 4:24 0.2 0.0001 310.53 0.20 4:27 0.2 0.0001 310.53 0.20 4:30 0.2 0.0001 310.53 0.20 4:33 0.2 0.0001 =-310.53 0.20 4:36 0.2 0.0001 310.53 0.20 4:39 0.2 0.0001 -310.53 0.20 4:42 0.2 0.0001 310.53 0.20 4:45 0.2 0.0001 310.53 0.20 4:48 0.2 0.0001 310.53 0.20 4:51 0.3 0.0002 310.55 0.27 4:54 0.3 0.0002 310.56 0.31 4:57 0.3 0.0002 310.55 0.29 5:00 0.3 0.0002 310.55 0.30 5:03 0.3 0.0002 310.55 0.30 5:06 0.3 0.0002 310.55 0.30 5:09 0.3 0.0002 310.55 0.30 5:12 0.3 0.0002 310.55 0.30 5:15 0.3 0.0002 310.55 0.30 5:18 0.3 0.0002 ~ 310.55 0.30 5:21 0.3 0.0002 -310.55 0.30 0.0398 ac.ft. have entered the pond. 0.0396 ac.ft. (99.44%) have exited. Date 11/03/99 Page 03 Inf low H'graph: A2 50YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 5:24 0.3 0 .0002 310.55 0.30 5:27 0.3 0 .0002 ,.. 310.55 0.30 5:30 0.3 0 .00 02 310.55 0.30 5:33 0.3 0.0002 310.55 0.30 5:36 0.3 0.0002 310.55 0.30 5:39 0.3 0.0002 310.55 0.30 5:42 0.3 0.0002 310 .55 0.30 5:45 0.3 0.0002 310.55 0.30 5:48 0.3 0.0002 310.55 0.30 5:51 0.3 0.0002 310 .55 0.30 5:54 0.3 0.0002 310.55 0.30 5 :5 7 0.3 0.0002 310.55 0.30 6:00 0.3 0.0002 310.55 0.30 6 :03 0.3 0.0002 310.55 0.30 6:06 0.3 0.0002 310.55 0.30 6:09 0.4 0.0003 310.57 0.37 6:12 0.4 0.0003 310.58 0.41 6:15 0.4 0.0003 310.57 0.39 6:18 0.4 0.0003 310.57 0.40 6:21 0.4 0.0003 310.57 0.40 6:24 0.4 0.0003 310.57 0.40 6:27 0.4 0.0003 310.57 0.40 6:30 0.4 0.0003 310.57 0.40 6:33 0.4 0.0003 310.57 0.40 6:36 0.4 0.0003 310.57 0.40 6:39 0.4 0.0003 310 .57 0.40 6:42 0.4 0.0003 310.57 0.40 6:45 0.4 0.0003 310.57 0.40 6:48 0.4 0 .0 003 310.57 0.40 6:51 0.4 0.0003 310.57 0.40 6:54 0.4 0 .0003 310.57 0.40 6:57 0.4 0.0003 ~ 310.57 0.40 7:00 0.4 0.0003 310.57 0.40 7:03 0.4 0.0003 310.57 0.40 7:06 0.4 0.0003 310.57 0.40 7:09 0.5 0.0004 310.59 0.47 7:12 0.5 0.0004 310.60 0.51 7:15 0.5 0.0004 310.59 0.50 7:18 0.5 0.0004 310.59 0.50 7:21 0.5 0.0004 310.59 0.50 7:24 0.5 0.0004 310.59 0.50 7:27 0.5 0 .0 004 310.59 0.50 7:30 0.5 0.0004 310.59 0.50 7:33 0.5 0.0004 310.59 0.50 7:36 0.5 0.0004 310.59 0.50 7:39 0.5 0.00 04 310.59 0 .50 7:42 0.5 0.0004 ~-310.59 0.50 7:45 0 .5 0.0004 310.59 0.50 0.1179 ac.ft. have entered the pond. 0.1175 ac.ft . (99.67%) have exited. Date 11/03/99 Page 04 Inf low H'graph: A2 50YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 7:48 0.5 0.0004 310.59 0.50 7:51 0.5 0.0004 i 310.59 0.50 7:54 0.5 0.0004 310.59 0.50 7:57 0.5 0.0004 310.59 0.50 8:00 0.5 0.0004 310.59 0.50 8:03 0.5 0.0004 310.59 0.50 8:06 0.5 0.0004 310.59 0.50 8:09 0.5 0.0004 310.59 0.50 8:12 0.6 0.0004 310.61 0.57 8:15 0.6 0.0005 310.62 0.61 8:18 0.6 0.0005 310.62 0.60 8:21 0.6 0.0005 310.62 0.60 8:24 0.6 0.0005 310.62 0.60 8:27 0.7 0.0005 310.63 0.67 8:30 0.7 0.0006 310.64 0.71 8:33 0.7 0.0006 310.64 0.70 8:36 0.7 0.0006 310.64 0.70 8:39 0.7 0.0006 310.64 0.70 8:42 0.7 0.0006 310.64 0.70 8:45 0.7 0.0006 310.64 0.70 8:48 0.7 0.0006 310.64 0.70 8:51 0.7 0.0006 310.64 0.70 8:54 0.7 0 .0006 310.64 0.70 8:57 0 .7 0.0006 310.64 0.70 9:00 0 .7 0.0006 310.64 0.70 9:03 0.7 0 .0006 310.64 0.70 9:06 0.7 0.0006 310.64 0.70 9:09 0.8 0.0006 310.66 0.77 9:12 0.8 0.0007 310.67 0.81 9:15 0.8 0.00 0 7 310.66 0.80 9:18 0.8 0.0007 310.66 0.80 9:21 0 .8 0.0007 "" 310.66 0.80 9:24 0.9 0.0007 310.68 0.87 9:27 0.9 0.0008 310.69 0.91 9:30 0.9 0.0008 310.69 0.90 9:33 0.9 0.0008 310.69 0.90 9:36 0.9 0.00 0 8 310.69 0.90 9:39 0.9 0.0008 310.69 0.90 9:42 0.9 0.0008 310.69 0.90 9:45 1.0 0.0008 310.71 0.97 9:48 1. 0 0.0009 310.72 1. 01 9:51 1. 0 0.0009 310.72 1. 00 9:54 1. 0 0.0009 310.72 1. 00 ·9: 57 1. 0 0.0009 310.72 1. 00 10:00 1. 0 0.0009 310.72 1. 00 10:03 1. 0 0.0009 310.72 1. 00 10:06 1. 0 0.00 0 9 ~ 310.72 1. 00 10:09 1.1 0 .0009 310.74 1. 06 0.2663 ac.ft. have entered the pond. 0.2653 ac.ft. (99.64%) have exited. Date 11/03/99 Page 05 Inf low H'graph: A2 50YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 10:12 1.1 0.0010 310.75 1.11 10:15 1.1 0.0010 310.74 1.10 7 10:18 1.1 0.0010 310.75 1.10 10:21 1. 2 0.0011 310.76 1.16 10:24 1. 2 0.0011 310.78 1.21 10:27 1. 3 0.0012 310.79 1. 26 10:30 1. 3 0.0012 310.81 1. 31 10:33 1.4 0.0013 310.82 1. 36 10:36 1.4 0.0014 310.84 1.41 10:39 1. 5 0.0014 310.85 1.46 10:42 1. 6 0.0016 310.89 1. 57 10:45 1.7 0.0017 310.92 1. 67 10:48 1. 7 0.0017 310.93 1. 71 10:51 1. 8 0.0018 310.95 1. 76 10:54 1. 9 0.0019 310.98 1. 87 10:57 2.0 0.0021 311.00 1. 94 11:00 2.1 0.0025 311.01 1. 98 11:03 2.1 0.0028 311.03 2.03 11:06 2.1 0.0031 311.03 2.05 11:09 2.3 0.0036 311.05 2.11 11:12 2.4 0.0044 311.07 2.20 11:15 2.4 0.0050 311. 09 2.28 11:18 2.5 0.0056 311 .11 2.35 11:21 2.6 0.0062 311. 13 2.43 11:24 2.8 0.0071 311. 16 2.55 11:27 2.9 0.0081 311. 19 2.68 11:30 3.0 0.0089 311.22 2.81 11:33 3.2 0.0098 311.24 2.95 11:36 4.4 0.0124 311.33 3.39 11:39 7.4 0.0201 311. 52 4.70 11:42 10.l 0.0342 311.68 6.02 11:45 11. 5 0.0502 ~ 311.87 7.81 11:48 12.4 0.0640 312.01 9.42 11:51 15.6 0.0806 312.11 10.54 11:54 22.6 0.1115 312 .28 12.72 11:57 28.8 0.1584 312.53 15.98 12:00 32.1 0.2123 312.76 18.81 12:03 33.5 0.2647 312.97 21.45 12:06 30.5 0.3047 313.12 23.18 12:09 21. 7 0.3158 313.16 23.64 12:12 13.8 0.2934 313.08 22.71 12:15 9.5 0.2516 312.92 20.80 12:18 7.5 0.2056 312.73 18.46 12:21 6.3 0.1625 312.55 16.20 12:24 5.2 0.1246 312.36 13.67 12:27 4.4 0.0927 312.17 11.38 12:30 4.0 0.0667 ~ 312.03 9.60 12:33 3.8 0.0475 311. 84 7.49 1.6607 ac.ft. have entered the pond. 1. 6132 ac.ft. (97 .14%) have exited. Date 11/03/99 Page 06 Inf low H'graph: A2 50YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 12:36 3.6 0.0347 311.69 6.08 12:39 3.4 0.0259 311.59 5.21 12:42 3.2 0.0192 7 311.51 4.62 12:45 3.1 0.0148 311.40 3.83 12:48 3.0 0.0125 311.33 3.39 12:51 2.9 0.0111 311 .2 9 3.16 12:54 2.7 0.0100 311.25 2.98 12:57 2.5 0.0088 311.21 2.80 13:00 2.4 0.0077 311.18 2.64 13:03 2.4 0.0070 311.16 2.53 13:06 2.3 0.0064 311.14 2.45 13:09 2.2 0.0057 311.12 2.37 13:12 2.1 0.0050 311.09 2.28 13:15 2.0 0.0042 311.07 2.19 13:18 2.0 0.0036 311.05 2.11 13:21 1. 9 0.0031 311.03 2 .05 13:24 1. 8 0.0024 311.01 1. 98 13:27 1. 8 0.0019 310.98 1. 86 13:30 1. 7 0.0017 310.94 1. 72 13:33 1. 7 0 .0017 310.93 1. 69 13:36 1. 7 0.0017 310.93 1. 70 13:39 1. 7 0.0017 310.93 1. 70 13:42 1. 7 0.0017 310.93 1. 70 13:45 1.7 0.0017 310.93 1. 70 13:48 1. 6 0.0016 310.91 1. 64 13:51 1. 6 0.0016 310.90 1. 59 13:54 1.6 0.0016 310.90 1. 60 13:57 1.6 0.0016 310.90 1.60 14:00 1. 6 0.0016 310.90 1. 60 14:03 1.6 0.0016 310.90 1. 60 14:06 1. 6 0.0016 310.90 1. 60 14:09 1.6 0.0016 310.90 1. 60 14:12 0.2 0.0006 ~ 310.64 0.70 14:15 1.4 0.0007 310.67 0.83 14:18 1. 0 0.0012 310.81 1. 31 14:21 0.6 0.0005 310.63 0.64 14:24 0.2 0.0002 310.55 0.30 14:27 1.4 0.0009 310.71 0.99 14:30 1. 0 0.0012 310.79 1. 26 14:33 0.6 0.0005 310.63 0.66 14:36 0.2 0.0002 310.55 0.29 14:39 1.3 0.0008 310.70 0.93 14:42 0.9 0.0010 310.76 1.15 14:45 0.0 -0.0012 310.17 0.00 *** ROUTING OF HYDROGRAPH # 10 *** File Name -Pondl Proj. Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe 1 Elev 310.50 Diameter in 30 Elev Storage Outflow No. Elev 1 2 3 4 310.50 311.00 311. 50 312.00 0.000 0.002 0.018 0.062 Routing of Hydrograph # 10 File Name -hcathey Proj. Leader urban design grp 10 Type SCS Desc. A2 25YR DEV 0.00 5 1.93 6 4.51 7 9.29 8 312.50 313.00 313.50 314.00 Client cathey Misc. Note - Area 3 .3 ac. Time of Concent . 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 25YR DEV Time Inf low hr:min cfs Storage ac ft in Storage 0.150 0.272 0.411 0.562 No. 1 Outflow 15.53 21.80 27.55 32 .83 Date 11/03/99 Job 99-354 Freq. 25.0 yrs CN 91 Len 24 hrs Precip . 8 .80 Elevation feet Page 01 Outflow cfs (Tot) -----------------------------------------------------------------------------"" 2:30 0.0 0.0000 310.50 0.00 2:33 0.0 0.0000 310.50 0.0 0 2:36 0.0 0.00 0 0 310.50 0.00 2:39 0.0 0.00 0 0 310.50 0.00 2:42 0.0 0.000 0 310.50 0.00 2:45 0 .0 0.0000 310.50 0.00 2:48 0 .0 0.0000 310.50 0.00 2:51 0.0 0.0000 310.50 0.00 2:54 0.1 0.0001 310.51 0.08 2:57 0.1 0.0001 310.52 0.11 3:00 0.1 0.0001 310.52 0.09 3:03 0.1 0.0001 310.52 0.10 3:06 0.1 0.00 0 1 310.52 0.10 3:09 0.1 0.0001 310.52 0.10 3:12 0.1 0.0001 ~-310.52 0.10 0.0026 ac.ft. have entered the pond. 0. 0026 --'3-C. ft. (97.42%) have exited. Date 11/03/99 Page 02 Inf low H'graph: A2 25YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 3:15 0.1 0.0001 310.52 0.10 3:18 0.1 0.0001 310.52 7 0.10 3:21 0.1 0.0001 310.52 0.10 3:24 0.1 0.0001 310.52 0.10 3:27 0.1 0.0001 310.52 0.10 3:30 0.1 0.0001 310.52 0.10 3:33 0.1 0.0001 310.52 0.10 3:36 0.1 0.0001 310.52 0.10 3:39 0.1 0.0001 310.52 0.10 3:42 0.1 0.0001 310.52 0.10 3:45 0.1 0.0001 310.52 0.10 3:48 0.1 0.0001 310.52 0.10 3:51 0.1 0.0001 310.52 0.10 3:54 0 .1 0.0001 310.52 0.10 3:57 0.1 0.0001 310.52 0.10 4:00 0.1 0.0001 310.52 0.10 4:03 0.1 0.0001 310.52 0.10 4:06 0.2 0.0001 310.53 0.17 4:09 0.2 0.0001 310.54 0.21 4:12 0.2 0.0001 310.53 0.19 4:15 0.2 0.0001 310.54 0.20 4:18 0.2 0.0001 310.53 0.20 4:21 0.2 0.0001 310.53 0.20 4:24 0.2 0.0001 310.53 0.20 4:27 0.2 0.0001 310.53 0.20 4:30 0.2 0.0001 310.53 0.20 4 :3 3 0.2 0.0001 310.53 0.20 4:36 0.2 0.0001 310.53 0.20 4:39 0.2 0.0001 310.53 0.20 4:42 0.2 0.0001 310.53 0.20 4:45 0.2 0.0001 310.53 0.20 4:48 0.2 0.0001 310.53 0.20 ~ 4:51 0.2 0.0001 310.53 0.20 4:54 0.2 0.0001 310.53 0.20 4:57 0.2 0.0001 310.53 0.20 5:00 0 .2 0.0001 310.53 0.20 5:03 0.2 0.0001 310.53 0.20 5:06 0.2 0.0001 310.53 0.20 5:09 0.2 0.0001 310.53 0.20 5:12 0.2 0.0001 310.53 0.20 5:15 0.2 0.0001 310.53 0.20 5:18 0.2 0.0001 310.53 0.20 5:21 0.2 0.0001 310.53 0.20 ·5:24 0.2 0.0001 310.53 0.20 5:27 0.2 0.0001 310.53 0.20 5:30 0.2 0.0001 310.53 0.20 5:33 0.2 0.0001 ~-310.53 0.20 5:36 0.2 0.0001 -310.53 0.20 0.0351 ac.ft. have entered the pond. 0.0349 ac.ft. (99 .58%) have exited. Date 11/03/99 Page 03 Inf low H'graph: A2 25YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 5:39 0.2 0.0001 310.53 0.20 5:42 0.2 0.0001 310.53 ?' 0.20 5:45 0.2 0.0001 310.53 0.20 5:48 0.3 0.0002 310.55 0.27 5:51 0.3 0.0002 310.56 0.31 5:54 0.3 0.0002 310.55 0.29 5:57 0.3 0.0002 310.55 0.30 6:00 0.3 0.0002 310.55 0.30 6:03 0.3 0.0002 310.55 0.30 6:06 0.3 0.0002 310.55 0.30 6:09 0.3 0.0002 310.55 0.30 6:12 0.3 0.0002 310.55 0.30 6:15 0 .3 0.0002 310.55 0.30 6:18 0.3 0.0002 310.55 0.30 6:21 0.3 0.0002 310.55 0.30 6:24 0.3 0.0002 310.55 0.30 6:27 0.3 0.0002 310.55 0.30 6:30 0.4 0.0003 310 .57 0.37 6:33 0 .4 0.0003 310 .58 0.41 6:36 0.4 0.0003 310.57 0.39 6:39 0 .4 0.0003 310 .57 0.40 6:42 0.4 0.0003 310.57 0.40 6:45 0.4 0.0003 310.57 0.40 6:48 0.4 0.0003 310 .57 0.40 6:51 0.4 0.0003 310.57 0.40 6:54 0.4 0.0003 310.57 0.40 6:57 0.4 0.0003 310 .57 0.40 7:00 0.4 0.0003 310.57 0.40 7:03 0.4 0.0003 310.57 0.40 7:06 0.4 0.0003 310.57 0.40 7:09 0.4 0.0003 310.57 0.40 7:12 0.4 0.0003 310.57 0.40 ~ 7:15 0.4 0.0003 310.57 0 .40 7:18 0.4 0.0003 310.57 0.40 7:21 0.4 0.0003 310.57 0.40 7:24 0.4 0.0003 310.57 0.40 7:27 0.4 0.0003 310.57 0.40 7:30 0.4 0.0003 310.57 0.40 7:33 0.4 0.0003 310.57 0.40 7:36 0.4 0.0003 310.57 0.40 7:39 0.4 0.0003 310.57 0.40 7:42 0.4 0.0003 310.57 0.40 7:45 0.4 0.0003 310.57 0.40 7:48 0.4 0.0003 310.57 0.40 7:51 0.4 0.0003 310.57 0.40 7:54 0.4 0.0003 310.57 0.40 7:57 0.4 0.0003 ... _ 310.57 0.40 8:00 0.4 0.0003 -310.57 0.40 0.1057 ac .ft. have entered the pond. 0.1054 ac.ft. (99.71%) have exited. Date 11/03/99 Page 04 Inf low H'graph: A2 25YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 8:03 0.4 0.0003 310.57 0.40 8:06 0.4 0.0003 310.57 0.40 8:09 0.5 0.0004 7 310.59 0.47 8:12 0.5 0.0004 310.60 0.51 8:15 0.5 0.0004 310 .59 0.50 8:18 0.5 0 .0004 310.59 0.50 8:21 0.5 0.0004 310.59 0.50 8:24 0.6 0.0004 310.61 0.57 8:27 0.6 0.0005 310.62 0.61 8:30 0.6 0.0005 310.62 0.60 8:33 0.6 0.0005 310.62 0.60 8:36 0.6 0.0005 310.62 0.60 8:39 0.6 0.0005 310.62 0.60 8:42 0.6 0.0005 310.62 0.60 8:45 0.6 0.0005 310.62 0.60 8:48 0.6 0 .0005 310.62 0.60 8:51 0.6 0 .0005 310.62 0.60 8:54 0.6 0.0005 310.62 0.60 8:57 0.6 0.0005 310.62 0.60 9:00 0.6 0.0005 310.62 0.60 9:03 0.6 0.0005 310.62 0.60 9:06 0.7 0.0005 310.63 0.67 9:09 0 .7 0.0006 310.64 0.71 9:12 0.7 0.0006 310.64 0.70 9:15 0.7 0.0006 310.64 0.70 9:18 0.7 0.0006 310.64 0.70 9:21 0.7 0.0006 310.64 0.70 9:24 0.7 0.0006 310.64 0.70 9:27 0.7 0.0006 310.64 0.70 9:30 0.7 0.0006 310.64 0.70 9:33 0.8 0.0006 310.66 0.77 9:36 0.8 0.0007 310.67 0.81 9:39 0.8 0.0007 =--310.66 0.80 9:42 0.8 0.0007 310.66 0.80 9:45 0.8 0.0007 310.66 0.80 9:48 0.9 0.0007 310.68 0.87 9:51 0.9 0.0008 310.69 0.91 9:54 0.9 0.0008 310.69 0.90 9:57 0.9 0.0008 310.69 0.90 10:00 0.9 0.0008 310.69 0.90 10:03 0.9 0.0008 310.69 0.90 10:06 0.9 0.0008 310.69 0.90 10:09 0.9 0.0008 310.69 0.90 10:12 1. 0 0.0008 310.71 0.97 10:15 1. 0 0.0009 310.72 1. 01 10:18 1. 0 0.0009 310.72 1. 00 10:21 1. 0 0.0009 .... 310.72 1. 00 10:24 1.1 0.0009 310.74 1. 06 0 .2460 ac.ft. have entered the pond. 0.2451 ac.ft. (99.61%) have exited. Date 11/03/99 Page 05 Inf low H'graph: A2 25YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 10:27 1.1 0.0010 310.75 1.11 10:30 1. 2 0.0011 310.76 1.16 7 10:33 1. 2 0.0011 310.78 1. 21 10:36 1. 3 0.0012 310.79 1. 26 10:39 1.4 0.0013 310.83 1. 37 10:42 1.4 0.0014 310.84 1.41 10:45 1. 5 0.0014 310.86 1.46 10:48 1. 5 0.0015 310.87 1. 51 10:51 1. 6 0.0015 310.89 1. 56 10:54 1. 7 0.0017 310.92 1.67 10:57 1.8 0.0018 310.95 1.77 11:00 1.8 0.0019 310.96 1. 81 11:03 1. 8 0.0018 310.96 1.80 11:06 1. 9 0.0019 310.98 1.86 11:09 2.0 0.0021 311.00 1. 95 11:12 2.1 0.0025 311.01 1.98 11:15 2.2 0.0030 311. 03 2.05 11:18 2.2 0.0035 311.05 2.10 11:21 2.3 0.0040 311.06 2.16 11:24 2.5 0.0048 311.09 2.26 11:27 2.6 0.0058 311.12 2.38 11:30 2.7 0.0067 311.15 2.49 11:33 2.9 0.0077 311.18 2.63 11:36 4.4 0.0109 311.28 3 .12 11:39 7.1 0.0187 311. 51 4.58 11:42 9.3 0.0313 311.65 5.73 11:45 10.4 0.0452 311.81 7.23 11:48 11.3 0.0572 311.95 8 .68 11:51 15.0 0.0729 312.06 10.02 11:54 21.4 0 .1025 312.23 12.07 11:57 26.5 0.1451 312.47 15.18 12:00 29.1 0.1920 312.67 17.75 12:03 29.8 0.2357 ~ 312.85 20.00 12:06 25.8 0.2649 312.97 21. 46 12:09 17.7 0 .2660 312.98 21. 51 12:12 11. 2 0.2396 312.87 20.20 12:15 8.1 0 .2001 312.71 18.18 12:18 6.5 0.1596 312.54 16.04 12:21 5.4 0.1230 312.35 13.56 12:24 4.5 0.0921 312.17 11.33 12:27 3.8 0.0660 312.02 9.56 12:30 3.5 0.0462 311.82 7.34 12:33 3.3 0.0329 311.67 5.89 12:36 3.2 0.0238 311.57 5.02 12:39 3.0 0.0173 311. 4 8 4.35 12:42 2.8 0.0130 311.35 3.49 12:45 2.7 0.0108 ~-311.27 3.10 12:48 2.7 0.0095 311.24 2.90 1. 5287 ac.ft. have entered the pond. 1.5191 ac.ft . (99.37%) have exited. Date 11/03/99 Page 06 Inflow H'graph: A2 25YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) -----------------------------------------------------------------------------12:51 2.6 0.0087 311.21 2.78 12:54 2.4 0.0078 311.18 2.65 .; 12:57 2.2 0.0067 311.15 2.50 13:00 2.1 0.0056 311.11 2.35 13:03 2.1 0.0048 311.09 2.25 13:06 2.0 0.0041 311.07 2.17 13:09 1.9 0.0034 311.04 2.08 13:12 1.8 0.0026 311.02 2.00 13:15 1.8 0.0020 310.99 1. 90 13:18 1.8 0.0018 310.95 1.77 13:21 1.7 0.0018 310.94 1. 74 13:24 1. 6 0.0016 310.91 1. 63 13:27 1. 6 0.0016 310.90 1. 59 13:30 1. 5 0.0015 310.88 1. 54 13:33 1. 5 0.0015 310.86 1.49 13:36 1. 5 0.0015 310.87 1. 50 13:39 1. 5 0.0015 310.87 1.50 13:42 1. 5 0.0015 310.87 1. 50 13:45 1. 5 0.0015 310.87 1.50 13:48 1. 5 0.0015 310.87 1. 50 13:51 1. 4 0.0014 310.85 1.44 13:54 1. 4 0.0013 310.83 1.39 13:57 1. 4 0.0013 310.84 1.40 14:00 1.4 0.0013 310.84 1. 40 14:03 1.4 0.0013 310.84 1. 40 14:06 1.4 0.0013 310.84 1. 40 14:09 1. 4 0.0013 310.84 1. 40 14:12 1.4 0.0013 310.84 1.40 14:15 1.4 0.0013 310.84 1.40 14:18 1.4 0.0013 310.84 1. 40 14:21 1.2 0.0012 310.80 1. 28 14:24 0.9 0.0009 310.71 0.99 14:27 0.5 0.0005 =--310.62 0.60 14:30 0.2 0.0002 -310.54 0.24 14:33 1.2 0.0007 310.69 0.88 14:36 0.9 0.0010 310.75 1.10 14:39 0.5 0.0004 310.61 0.56 14:42 0.2 0.0002 310.55 0.26 14:45 1. 2 0.0007 310.68 0.88 14:48 0.8 0.0009 310.73 1. 04 14:51 0.5 0.0004 310.60 0.51 14:54 0.1 0.0001 310.54 0.20 14:57 1.1 0.0006 310.66 0.76 15:00 0.0 -0.0009 310.26 0.00 ~ *** ROUTING OF HYDROGRAPH # 9 *** File Name -Pondl Proj. Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 RESERVOIR OUTFLOW CONTROL STRUCTURES No. 1 2 3 4 Horz Pipe 1 Elev 310.50 311.00 311.50 312.00 Elev 310.50 Storage 0.000 0.002 0 .018 0.062 Routing of Hydrograph # 9 File Name -hcathey Proj . Leader urban design grp Diameter in 30 Outflow No. 0.00 5 1.93 6 4.51 7 9.29 8 Elev 312.50 313.00 313.50 314 .00 Client cathey Misc. Note - 9 Type SCS Desc. A2 lOYR DEV Area 3.3 ac. Time of Concent . 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 lOYR DEV Time Inf low hr:min cfs Storage ac ft in Storage 0.150 0.272 0.411 0 .562 No. 1 Outflow 15 .53 21.80 27.55 32.83 Date 11/03/99 Job 99-354 Freq. 10.0 yrs CN 91 Len 24 hrs Precip . 7.40 Elevation feet Page 01 Outflow cf s (Tot) ----------------------------------------------------------------------------- 2:57 0 .0 0.0000 =-310.50 0.00 3:00 0.0 0.0000 310.50 0.00 3:03 0.0 0.0000 310.50 0.00 3:06 0.0 0.0000 310.50 0.00 3:09 0.0 0.0000 310.50 0.00 3:12 0.0 0.0000 310.50 0.00 3:15 0.0 0 .0000 310.50 0.00 3:18 0 .0 0.0000 310.50 0.00 3:21 0.0 0.0000 310.50 0.00 3:24 0.0 0.0000 310.50 0.00 3:27 0.0 0 .0000 310.50 0.00 3:30 0.0 0.0000 310.50 0.00 3:33 0.0 0.0000 310.50 0.00 3:36 0.1 0.0001 310.51 0.08 3:39 0.1 0.0001 ~-310.52 0.11 0.0006 ac.ft. have entered the pond . 0.0005 _.§C.ft. (87.47%) have exited. Date 11/03/99 Page 02 Inf low H'graph: A2 lOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 3:42 0.1 0 .0001 310 .52 0.09 3:45 0.1 0.0001 7 310.52 0.10 3:48 0.1 0.0001 310.52 0.10 3:51 0.1 0.0001 310.52 0.10 3:54 0.1 0.0001 310.52 0.10 3:57 0.1 0.0001 310.52 0.10 4:00 0.1 0.0001 310.52 0.10 4:03 0.1 0.0001 310.52 0.10 4:06 0.1 0.0001 310.52 0.10 4:09 0.1 0.0001 310.52 0.10 4:12 0.1 0.0001 310.52 0.10 4:15 0.1 0.0001 310.52 0.10 4:18 0.1 0.0001 310.52 0.10 4:21 0.1 0 .0001 310.52 0.10 4:24 0.1 0.0001 310.52 0.10 4:27 0.1 0.0001 310.52 0.10 4:30 0.1 0 .0001 310.52 0.10 4:33 0.1 0.0001 310.52 0.10 4:36 0.1 0 .0001 310.52 0.10 4:39 0 .1 0.0001 310.52 0.10 4:42 0.1 0.0001 310.52 0.10 4:45 0.1 0.0001 310.52 0.10 4:48 0.1 0.0001 310.52 0.10 4:51 0 .1 0.0001 310.52 0.10 4:54 0.1 0.0001 310.52 0.10 4:57 0.1 0.0001 310.52 0.10 5:00 0.1 0.0001 310.52 0.10 5:03 0.1 0.0001 310.52 0.10 5:06 0.2 0.0001 310.53 0.17 5:09 0.2 0.0001 310.54 0.21 5:12 0.2 0 .0001 310.53 0.19 5:15 0.2 0.0001 310.54 0.20 0.2 0.0001 =a 310.53 0.20 5:18 5:21 0.2 0 .0001 310.53 0.20 5:24 0.2 0.0001 310.53 0.20 5:27 0.2 0.0001 310.53 0.20 5:30 0.2 0.0001 310 .53 0 .20 5:33 0 .2 0.0001 310.53 0.20 5:36 0.2 0.0001 310.53 0.20 5:39 0.2 0.0001 310.53 0.20 5:42 0.2 0.0001 310.53 0.20 5:45 0.2 0.0001 310.53 0.20 5:48 0.2 0.0001 310.53 0.20 5:51 0.2 0.0001 310.53 0.20 5:54 0.2 0.0001 310.53 0.20 5:57 0.2 0.0001 310.53 0.20 6:00 0.2 0.0001 ~ 310.53 0.20 6:03 0 .2 0.0001 310.53 0.20 -0.0285 ac.ft. have entered the pond. 0.0283 ac .f t. (99.49%) have exited. Date 1 1 /03/99 Page 03 Inf low H'graph : A2 lOYR DEV Time Inf low Storage Elevation Outflow hr:rnin cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 6:06 0 .2 0 .0001 310 .53 0.20 6:09 0.2 0 .0001 310.53 0 .20 ~ 6:12 0.2 0.0001 310.53 0.20 6:15 0 .2 0 .0001 310.53 0.20 6:18 0.2 0.0001 310.53 0 .20 6:21 0.2 0.0001 310 .53 0.20 6:24 0.3 0 .0002 310 .55 0.27 6:27 0.3 0 .0002 310.56 0.31 • 6:30 0.3 0.0002 310.55 0.29 6:33 0.3 0.0002 310.55 0.30 6:36 0.3 0.0002 310.55 0.30 6:39 0.3 0.0002 310 .55 0 .30 6:42 0.3 0.0002 310.55 0 .30 6:45 0.3 0.0002 310 .55 0 .30 6:48 0.3 0.0002 310.55 0 .30 6:51 0.3 0 .0002 310.55 0 .30 6:54 0.3 0 .0002 310.55 0 .30 6:57 0.3 0 .0002 310.55 0.30 7:00 0 .3 0.0002 310.55 0 .30 7:03 0.3 0 .0002 310 .55 0 .30 7:06 0.3 0.0002 310 .55 0 .30 7:09 0.3 0 .0002 310.55 0.30 7:12 0.3 0 .0002 3 10 .55 0.30 7:15 0.3 0 .0002 310 .5 5 0.30 7:18 0 .3 0.0002 310 .55 0 .30 7:21 0.3 0 .0002 3 10 .55 0.30 7:24 0.3 0.0002 310 .55 0.30 7:27 0 .3 0 .0002 310 .55 0.30 7:30 0.3 0 .0002 310.55 0 .30 7:33 0.3 0 .0002 310 .55 0 .30 7:36 0.3 0 .0002 310.55 0 .30 7 :39 0.3 0.0002 310.55 0 .30 ~- 7 :42 0.3 0.0002 310.55 0 .30 7:45 0.3 0 .0002 310.55 0 .30 7:48 0.3 0.0002 310.55 0 .30 7:51 0.3 0.0002 310.55 0 .30 7:54 0.3 0.0002 310.55 0.30 7 :57 0.3 0.0002 310 .55 0.30 8:00 0.3 0.0002 310.55 0 .30 8:03 0.3 0.0002 310.55 0.30 8:06 0.3 0.0002 310.55 0.30 8:09 0.4 0.0003 310.57 0.37 8:12 0.4 0.0003 310.58 0.41 8:15 0.4 0.0003 310.57 0 .39 8:18 0.4 0.0003 310.57 0.40 8:21 0.4 0.0003 310.57 0.40 8:24 0.4 0.0003 ~-310.57 0.40 8:27 0.4 0.0003 -310.57 0.40 0.0880 ac .ft. have entered the pond . 0.0877 ac.f t. (99 .64%) have e x ited. Date 11/03/99 Page 04 Inf low H'graph: A2 lOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 8:30 0.5 0 .0004 310.59 0.47 8:33 0.5 0.0004 310.60 0.51 8:36 0.5 0.0004 ~ 310.59 0.50 8:39 0.5 0.0004 310.59 0.50 8:42 0.5 0 .0004 310.59 0.50 8:45 0.5 0.0004 310.59 0.50 8:48 0.5 0.0004 310.59 0 .50 8:51 0.5 0 .0004 310.59 0.50 8:54 0.5 0.0004 310.59 0.50 8:57 0.5 0.0004 310.59 0.50 9:00 0.5 0.0004 310.59 0.50 9:03 0 .5 0 .0004 310.59 0.50 9:06 0.5 0.0004 310.59 0.50 9:09 0.5 0.0004 310.59 0.50 9:12 0.6 0 .0004 310.61 0.57 9:15 0.6 0 .0005 310.62 0 .61 9:18 0.6 0.0005 310.62 0.60 9:21 0.6 0.0005 310.62 0 .60 9:24 0.6 0 .0005 310.62 0.60 9:27 0.6 0.0005 310.62 0.60 9:30 0.6 0.0005 310.62 0 .60 9:33 0.6 0.0005 310.62 0.60 9:36 0.6 0 .0005 310.62 0.60 9 :3 9 0 .6 0.0005 310 .62 0 .60 9:42 0.7 0.0005 310.63 0.67 9:45 0.7 0 .0 006 310.64 0.71 9:48 0 .7 0.0006 310 .64 0.70 9:51 0.7 0.0006 310.64 0.70 9:54 0.7 0.0006 310.64 0.70 9:57 0.7 0.0006 310.64 0.70 10:00 0.7 0.0006 310.64 0.70 10:03 0.7 0.0006 310.64 0.70 10:06 0.7 0.0006 =6r --310.64 0 .70 10:09 0.7 0.0006 310.64 0.70 10:12 0.8 0.0006 310.66 0.77 10:15 0.8 0 .0 007 310.67 0.81 10:18 0.8 0.0007 310.66 0.80 10:21 0.8 0.0007 310.66 0.80 10:24 0.9 0.0007 310.68 0.87 10:27 0.9 0.0008 310.69 0 .91 10:30 0.9 0.0008 310.69 0.90 10:33 0.9 0.0008 310.69 0.90 10:36 1. 0 0.0008 310.71 0.97 10:39 1.1 0.0010 310.74 1. 08 10:42 1.1 0.0010 310.75 1.11 10:45 1. 2 0.0011 310.76 1.16 10:48 1. 2 0.0011 ~-310.78 1.21 10:51 1.3 0.0012 310.79 1. 26 0.2254 ac.ft. have entered the pond. 0.2242 ac.ft. (99.47%) h ave exited. Date 11/03/99 Page 05 Inf low H'graph: A2 lOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 10:54 1.3 0.0012 310.81 1. 31 10:57 1.4 0.0013 ; 310.82 1. 36 11:00 1. 5 0.0014 310.86 1.47 11:03 1. 5 0.0015 310.87 1. 51 11:06 1. 5 0.0015 310.87 1.50 11:09 1.6 0.0015 310.89 1. 56 11:12 1. 7 0.0017 310.92 1. 67 11:15 1. 7 0.0017 310.93 1. 71 11:18 1. 8 0.0018 310.95 1. 76 11:21 1. 8 0.0019 310.96 1. 81 11:24 2.0 0.0020 311.00 1. 92 11:27 2.1 0.0024 311.01 1. 98 11:30 2.2 0.0030 311. 03 2.04 11:33 2.3 0.0037 311.05 2.12 11:36 3.2 0.0058 311.12 2.37 11:39 5.3 0.0117 311. 3 0 3.25 11:42 7.3 0.0211 311. 54 4.78 11:45 8.3 0.0316 311.65 5.76 11:48 9.0 0.0414 311.77 6.79 11:51 11. 3 0.0526 311.89 8.10 11:54 16.4 0.0724 312.06 9.99 11:57 21.1 0 .1041 312.24 12.19 12:00 23.7 0 .1408 312.45 14.86 12:03 24.9 0.1756 312.60 16.89 12:06 22.9 0.2017 312.71 18.26 12:09 16.4 0 .2069 312.73 18.53 12:12 10.4 0.1878 312.65 17.53 12:15 7.2 0.1553 312.52 15.81 12:18 5.7 0.1215 312.34 13.44 12:21 4.7 0.0918 312.17 11. 32 12:24 3.9 0.0664 312.02 9.58 12:27 3.3 0.0463 311. 82 7.35 12:30 3 .0 0.0321 =-311.66 5.81 12:33 2.8 0.0220 311.55 4.86 12:36 2.7 0.0153 311. 41 3.92 12:39 2.5 0.0113 311.29 3.19 12:42 2.4 0.0090 311.22 2.82 12:45 2.3 0.0075 311.17 2.61 12:48 2.3 0.0065 311.14 2.47 12:51 2.2 0.0058 311.12 2.38 12:54 2.0 0.0049 311. 09 2.26 12:57 1. 9 0.0038 311.06 2.14 13:00 1. 8 0.0029 311. 03 2.03 13:03 1. 8 0.0021 311.00 1. 94 13:06 1. 7 0.0018 310 .94 1. 72 13:09 1. 6 0.0016 310.91 1. 63 13:12 1. 5 0.0015 .... 310.88 1. 53 13:15 1. 5 0.0015 310.87 1.49 1.3134 ac.ft. have entered the pond. 1.3119 ac.ft. (99.88%) have exited. Date 11/03/99 Page 06 Inf low H'graph: A2 lOYR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 13:18 1. 5 0.0015 310.87 1. 50 13:21 1. 4 0.0014 ; 310.85 1. 44 13:24 1.4 0.0013 310.83 1.39 13:27 1. 3 0.0013 310.82 1.34 13:30 1. 3 0.0012 310.80 1.29 13:33 1.3 0.0012 310.81 1.30 13:36 1. 3 0.0012 310.81 1. 30 13:39 1. 2 0.0011 310.79 1. 24 13:42 1. 2 0.0011 310.77 1.19 13:45 1.2 0.0011 310.78 1. 20 13:48 1.2 0.0011 310.77 1. 20 13:51 1.2 0.0011 310.77 1. 20 13:54 1. 2 0.0011 310.77 1. 20 13:57 1.2 0.0011 310.77 1. 20 14:00 1. 2 0.0011 310.77 1. 20 14:03 1. 2 0.0011 310.77 1. 20 14:06 1. 2 0.0011 310.77 1. 20 14:09 1.2 0.0011 310.77 1. 20 14:12 1. 2 0.0011 310.77 1. 20 14:15 1.1 0.0010 310.76 1.14 14:18 1.1 0 .0010 310.74 1. 09 14:21 1.1 0.0010 310.75 1.10 14:24 1.1 0.0010 310.75 1.10 14:27 1.1 0.0010 310.75 1.10 14:30 1.1 0.0010 310.75 1.10 14:33 1.1 0.0010 310.75 1.10 14:36 1.1 0.0010 310.75 1.10 14:39 1.1 0 .0010 310.75 1.10 14:42 1.1 0.0010 310.75 1.10 14:45 0.5 0.0006 310.64 0.70 14:48 0.2 0.0001 310.53 0.20 14:51 1. 0 0.0006 ~ 310.66 0.77 14:54 0.7 0.0007 310.68 0.88 14:57 0 .4 0.0003 310.58 0.43 15:00 0.2 0.0002 310.54 0.24 15:03 1. 0 0.0006 310.65 0.75 15:06 0 .7 0.0007 310.69 0.88 15:09 0.4 0.0003 310.58 0.42 15:12 0.1 0.0001 310.53 0.17 15:15 0.9 0.0005 310.63 0.64 15:18 0.7 0.0007 310.68 0.86 15:21 0.4 0.0003 310.58 0.43 15:24 0.1 0.0001 310.53 0.17 15:27 0.0 -0.0001 310.44 0.00 ~ *** ROUTING OF HYDROGRAPH # 8 *** File Name -Pondl Proj . Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 RESERVOIR OUTFLOW CO NTROL STRUCTURES No. 1 2 3 4 Horz Pipe 1 Elev 310 .50 311. 00 311. 50 312.00 Elev 310.50 Storage 0.000 0.002 0.018 0.062 Routing of Hydrograph # 8 File Name -hcathey Proj. Leader urban design grp 8 Type SCS Desc. A2 5YR DEV Diameter in 30 Outflow No. 0.00 5 1.93 6 4.51 7 9.29 8 Elev 312.50 313.00 313.50 314.00 Client cathey Misc. Note - Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 5YR DEV Time Inf low hr:min cfs Storage ac ft in Storage 0.150 0.272 0.411 0 .562 No. 1 Outflow 15.53 21. 80 27.55 32.83 Date 11/03/99 Job 99-354 Freq. 5.0 yrs CN 91 Len 24 hrs Precip. 6 .20 Elevation feet Page 01 Outflow cfs (Tot) ----------------------------------------------,------------------------------ 3:27 0.0 0.00 0 0 310.50 0.00 3:30 0.0 0.00 0 0 310.50 0.00 3:33 0.0 0.00 00 310.50 0.00 3:36 0.0 0.00 0 0 310.50 0.00 3:39 0.0 0.0000 310.50 0.00 3:42 0.0 0.0000 310.50 0.00 3:45 0.0 0.000 0 310.50 0.00 3:48 0.0 0.00 00 310.50 0.00 3:51 0.0 0.00 00 310.50 0.0 0 3:54 0.0 0.00 0 0 310.50 0.00 3:57 0.0 0.00 0 0 310.50 0.00 4:00 0 .0 0.0000 310.50 0.00 4:03 0.1 0.00 0 1 310.51 0.0 8 4:06 0.1 0.0001 310.52 0.11 4:09 0.1 0.0001 ~-310.52 0.09 0.0010 ac .ft. have entered the pond. 0.0009-ac.ft . (93. 73%) have exited. Date 11/03/99 Page 02 Inf low H'graph: A2 5YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 4:12 0.1 0.0001 310.52 0.10 4:15 0.1 0.0001 7 310 .52 0.10 4:18 0.1 0.0001 310 .52 0.10 4:21 0.1 0.0001 310.52 0.10 4:24 0.1 0.0001 310 .52 0.10 4:27 0 .1 0.0001 310 .52 0.10 4:30 0.1 0.0001 310.52 0.10 4:33 0.1 0.0001 310.52 0.10 4:36 0.1 0.0001 310.52 0.10 4:39 0.1 0.0001 310.52 0.10 4:42 0.1 0.0001 310.52 0.10 4:45 0.1 0 .0001 310.52 0.10 4:48 0.1 0.0001 310 .52 0.10 4:51 0.1 0.0001 310.52 0.10 4:54 0.1 0.0001 310.52 0.10 4:57 0.1 0.0001 310.52 0.10 5:00 0.1 0 .0001 310.52 0.10 5:03 0.1 0.0001 310.52 0.10 5:06 0.1 0.0001 310.52 0.10 5:09 0.1 0.0001 310.52 0.10 5:12 0.1 0.0001 310.52 0.10 5:15 0.1 0 .0001 310.52 0.10 5:18 0.1 0.0001 310.52 0.10 5:21 0.1 0.0001 310.52 0.10 5:24 0.1 0.0001 310.52 0 .10 5:27 0.1 0.0001 310.52 0.10 5:30 0.1 0.0001 310.52 0.10 5:33 0.1 0.0001 310.52 0.10 5:36 0.1 0.0001 310.52 0.10 5:39 0.1 0.0001 310.52 0.10 5:42 0.1 0.0001 310.52 0.10 5:45 0.1 0.0001 =---310.52 0.10 5:48 0.1 0.0001 310.52 0 .10 5:51 0.1 0.0001 310.52 0.10 5:54 0.1 0.0001 310.52 0 .10 5:57 0.1 0.0001 310.52 0.10 6:00 0.1 0.0001 310.52 0.10 6:03 0.1 0.0001 310.52 0.10 6:06 0.1 0.0001 310.52 0.10 6:09 0.1 0.0001 310.52 0.10 6:12 0.2 0.0001 310.53 0.18 6:15 0.2 0.0001 310.54 0.21 6:18 0.2 0.0001 310.53 0.19 6:21 0.2 0.0001 310.54 0.20 6:24 0.2 0.0001 310.53 0.20 6:27 0.2 0.0001 310.53 0.20 6:30 0.2 0.0001 ~-310.53 0.20 6:33 0.2 0.0001 310.53 0.20 0.0239 ac.ft. have entered the pond. 0.0238 ac.ft. (99.40%) have exited. Date 11/03/99 Page 03 Inflow H'graph: A2 5YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) -----------------------------------------------------------------------------6:36 0.2 0.0001 310.53 0.20 6:39 0.2 0.0001 7 310.53 0.20 6:42 0.2 0.0001 310.53 0.20 6:45 0.2 0.0001 310.53 0.20 6:48 0.2 0.0001 310.53 0.20 6:51 0.2 0.0001 310.53 0.20 6:54 0.2 0.0001 310.53 0.20 6:57 0.2 0.0001 310.53 0.20 7:00 0.2 0.0001 310.53 0.20 7:03 0.2 0.0001 310.53 0.20 7:06 0.2 0.0001 310.53 0.20 7:09 0.2 0.0001 310.53 0.20 7:12 0.2 0.0001 310.53 0.20 7:15 0.2 0.0001 310.53 0.20 7:18 0.2 0.0001 310.53 0.20 7:21 0.2 0.0001 310.53 0.20 7:24 0.2 0.0001 310.53 0.20 7:27 0.2 0.0001 310.53 0.20 7:30 0.2 0.0001 310.53 0.20 7:33 0.2 0.0001 310.53 0.20 7:36 0.2 0.0001 310.53 0.20 7:39 0.2 0.0001 310.53 0.20 7:42 0.2 0.0001 310.53 0.20 7:45 0.2 0.0001 310.53 0.20 7:48 0.2 0.0001 310.53 0.20 7:51 0.2 0.0001 310.53 0.20 7:54 0.2 0.0001 310.53 0.20 7:57 0.2 0.0001 310.53 0.20 8:00 0.2 0.0001 310.53 0.20 8:03 0.2 0.0001 310.53 0.20 8:06 0.2 0.0001 310.53 0.20 8:09 0.3 0.0002 .;::, --310.55 0.27 8:12 0.3 0.0002 310.56 0.31 8:15 0.3 0.0002 -310.55 0.29 8:18 0.3 0.0002 310.55 0.30 8:21 0.3 0.0002 310.55 0.30 8:24 0.3 0.0002 310.55 0.30 8:27 0.3 0.0002 310.55 0.30 8:30 0.3 0.0002 310.55 0.30 8:33 0.4 0.0003 310.57 0.37 8:36 0.4 0.0003 310.58 0.41 8:39 0.4 0.0003 310.57 0.39 8:42 0.4 0.0003 310.57 0.40 8:45 0.4 0.0003 310.57 0.40 8:48 0.4 0.0003 310.57 0.40 8:51 0.4 0.0003 310.57 0.40 8:54 0.4 0.0003 ~-310.57 0.40 8:57 0.4 0.0003 -310.57 0. 40 . 0.0739 ac.ft. have entered the pond. 0.0736 ac.ft. (99.59%) have exited. Date 11/03/99 Inflow H'graph: A2 5YR DEV Time Inf low Storage ac ft Elevation feet hr:min cfs 9:00 9:03 9:06 9:09 9:12 9 :15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 0.2154 0 .4 0.0003 310.57 0.4 0 .0003 7 310.57 0 .4 0.0003 310.57 0.4 0.0003 310.57 0.4 0 .00 03 310.57 0 .4 0.0003 310.57 0.4 0.0003 310.57 0 .4 0.0003 310.57 0.5 0 .0004 310 .59 0.5 0.0004 310.60 0.5 0 .0004 310.59 0.5 0 .0004 310.59 0.5 0.0004 310.59 0.5 0.0004 310.59 0.5 0 .0004 310.59 0.5 0.0004 310.59 0.5 0 .0004 310.59 0.5 0.0004 310 .59 0 .5 0.0004 310.59 0.5 0.0004 310.59 0.5 0.0004 310.59 0.5 0.0004 310.59 0.6 0.0004 31 0 .61 0.6 0.0005 31 0.62 0.6 0.0005 310.62 0.6 0.0005 310.62 0 .6 0.0005 310.62 0 .6 0.0005 310.62 0.7 0.0005 310.63 0.7 0.0006 310.64 0 .7 0.0006 310.64 0.7 0.0006 ~-310.64 0.8 0.0006 310.66 0.8 0.0007 310.67 0.9 0.0007 310.68 0.9 0.0008 310.69 1 .0 0.0008 310.71 1 .0 0.0009 310.72 1.1 0 .0009 310.73 1.1 0.0010 310.75 1.2 0 .0011 310.76 1.2 0.0011 310.78 1.2 0.0011 310.77 1.3 0.0012 310.79 1.4 0.0013 310.83 1.4 0.0014 310.84 1.4 0 .0013 ~-310.84 1.5 0.0014 310.86 ac. ft. have entered the pond. O . 2140 ac. ft. ( 99. 33%) Page 0 4 Outflow cf s (Tot) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.47 0.51 0.50 0.50 0.50 0.50 0.50 0.50 0 .50 0.50 0 .50 0.50 0.50 0.50 0.57 0.61 0.60 0.60 0.60 0.60 0.67 0.71 0.70 0.70 0.77 0.81 0.86 0.91 0.96 1. 01 1. 06 1.11 1.16 1. 21 1.20 1. 26 1. 37 1.41 1.40 1.46 have exited. Date 11/03/99 Page 05 Inf low H'graph: A2 5YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 11:24 1. 6 0.0016 310.89 1. 57 11:27 1. 7 0.0017 7 310.92 1. 67 11:30 1. 8 0.0018 310.95 1. 77 11:33 1. 8 0 .0019 310.96 1. 81 11:36 2.5 0.0028 311.03 2.02 11:39 4.2 0.0072 311.16 2.56 11:42 5.8 0.0147 311.40 3.81 11:45 6.8 0.0227 311. 55 4.92 11:48 7.3 0.0301 311. 64 5.61 11:51 9.1 0 .0389 311.74 6.52 11:54 13.3 0.0545 311.91 8.34 11:57 17.3 0.0789 312.10 10.43 12:00 19.5 0.1077 312.26 12.45 12:03 20.5 0.1348 312.41 14.42 12:06 19.0 0.1541 312.52 15.75 12:09 13.7 0 .1563 312.53 15.87 12:12 8.7 0.1393 312.44 14.75 12:15 6.0 0.1128 312.29 12.81 12:18 4.7 0.0859 312.14 10.90 12:21 4 .0 0.0621 312.00 9.30 12:24 3.3 0.0435 311.79 7.03 12:27 2.7 0.0298 311.63 5.58 12:30 2.5 0.0194 311.52 4.64 12:33 2.3 0.0127 311.33 3.43 12:36 2 .2 0.0091 311.22 2.83 12:39 2.1 0.0069 311.15 2.52 12:42 2.0 0.0054 311.10 2.32 12:45 1.9 0.0041 311. 07 2.17 12:48 1.9 0.0032 311. 04 2.07 12:51 1. 8 0.0025 311. 02 1. 99 12:54 1. 7 0.0019 310 .96 1. 81 12:57 1.6 0.0016 .::7 310.90 1. 61 13:00 1.5 0.0015 310 .88 1. 54 13:03 1.5 0.0015 310.86 1.49 13:06 1.4 0.0014 310.85 1.44 13:09 1. 3 0.0013 310.81 1. 33 13:12 1. 3 0.0012 310 .80 1. 29 13:15 1.2 0.0011 310 .79 1.24 13:18 1. 2 0.0011 310.77 1.19 13:21 1. 2 0.0011 310.78 1. 20 13:24 1.1 0.0010 310.76 1.14 13:27 1.1 0 .0010 310.74 1. 09 13:30 1.1 0 .0010 310.75 1.10 13:33 1.1 0.0010 310.75 1.10 13:36 1. 0 0.0009 310.73 1. 04 13:39 1. 0 0 .0009 310.71 0.99 13:42 1. 0 0.0009 .,._ 310.72 1. 00 13:45 1. 0 0.0009 310.72 1. 00 1.1020 ac.ft. have entered the pond. 1.1011 ac.ft. (99.92%) have exited. Date 11/03/99 Page 06 Inflow H'graph: A2 5YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) -----------------------------------------------------------------------------13:48 1. 0 0.0009 310.72 1. 00 13:51 1. 0 0.0009 ;; 310.72 1. 00 13:54 1. 0 0.0009 310.72 1. 00 13:57 1. 0 0.0009 310.72 1. 00 14:00 1. 0 0.0009 310.72 1. 00 14:03 1. 0 0.0009 310.72 1. 00 14:06 1. 0 0.0009 310.72 1. 00 14:09 1. 0 0.0009 310.72 1. 00 14:12 1. 0 0.0009 310.72 1. 00 14:15 1. 0 0.0009 310.72 1. 00 14:18 0.9 0.0008 310.70 0.93 14:21 0.9 0.0007 310.69 0.89 14:24 0.9 0.0008 310.69 0.90 14:27 0.9 0.0008 310.69 0.90 14:30 0.9 0.0008 310.69 0.90 14:33 0.9 0.0008 310.69 0.90 14:36 0.9 0.0008 310.69 0.90 14:39 0.9 0.0008 310.69 0.90 14:42 0.9 0.0008 310.69 0.90 14:45 0.9 0.0008 310.69 0.90 14:48 0.9 0.0008 310.69 0.90 14:51 0.9 0.0008 310.69 0.90 14:54 0.9 0.0008 310.69 0.90 14:57 0.9 0.0008 310.69 0.90 15:00 0.9 0.0008 310.69 0.90 15:03 0.8 0.0007 310.67 0.83 15:06 0.8 0.0006 310.66 0.79 15:09 0.4 0.0004 310.60 0.53 15:12 0.2 0.0001 310.53 0.20 15:15 0.8 0.0005 310.62 0.63 15:18 0.6 0.0006 310.65 0.73 15:21 0.3 0.0002 ~--310.56 0.34 15:24 0.1 0.0001 310.52 0.14 15:27 0.8 0.0005 -310.61 0.59 15:30 0.5 0.0005 310.63 0.67 15:33 0.3 0.0002 310.55 0.29 15:36 0.1 0.0001 310.53 0.16 15:39 0.7 0.0004 310.60 0.51 15:42 0.5 0.0005 310.62 0.64 15:45 0.3 0.0002 310.55 0.30 15:48 0.1 0.0001 310.53 0.15 15:51 0.7 0.0004 310.60 0.51 15:54 0.5 0.0005 310.62 0.64 15:57 0.0 -0;0007 310.30 0.00 ~ *** ROUTING OF HYDROGRAPH # 7 *** File Name -Pondl Proj . Leader urban design grp Client cathey Misc. Note - Date 11/03/99 Job 99-354 RESERVOIR OUTFLOW CONTROL STRUCTURES No. 1 2 3 4 Horz Pipe 1 Elev 310.50 311.00 311.50 312.00 Elev 310.50 Storage 0.000 0.002 0.018 0.062 Routing of Hydrograph # 7 File Name -hcathey Proj. Leader urban design grp Diameter in 30 Outflow No. 0.00 5 1. 93 6 4.51 7 9.29 8 Elev 312.50 313.00 313.50 314.00 Client cathey Misc. Note - 7 Type SCS Desc. A2 2 YR DEV Area 3.3 ac. Time of Concent. 10 min. Storm Dist Type II Date 11/03/99 Inflow H'graph: A2 2 YR DEV Time Inf low hr:min cfs Storage ac ft in Storage 0.150 0.272 0.411 0.562 No. 1 Outflow 15.53 21. 80 27.55 32.83 Date 11/03/99 Job 99 -354 Freq. 2 .0 yrs CN 91 Len 24 hrs Precip . 4.50 Elevation feet Page 01 Outflow cf s (Tot) -----------------------------------------------------------------------------.::7 --4:18 0 .0 0.0000 310.50 0.00 4:21 0.0 0.0000 310.50 0.00 4:24 0.0 0.0000 310.50 0.00 4:27 0.0 0.0000 310.50 0.00 4:30 0.0 0.0000 310.50 0.00 4:33 0.0 0.0000 310.50 0.00 4:36 0.0 0.0000 310.50 0.00 4:39 0.0 0.0000 310.50 0.00 4:42 0.0 0.000 0 310 .50 0.00 4:45 0.0 0.0000 310.50 0.00 4:48 0.0 0.0000 310.50 0.00 4:51 0.0 0.0000 310.50 0.00 4:54 0.0 0.0000 310.50 0.00 4:57 0.0 0.0000 310.50 0.00 5:00 0.0 0.0000 ~ 310.50 0.00 0.0000 ac .ft. have entered the pond. 0.0000 ac .ft. ( 0.00%) have exited. Date 11/03 /99 Page 02 Inf low H'graph: A2 2 YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 5:03 0.0 0.0000 310.50 0 .00 5:06 0 .0 0.000 0 310.50 0.0 0 5:09 0 .0 0.000 0 ; 31 0 .50 0.0 0 5:12 0 .0 0.000 0 310.50 0.00 5:15 0 .0 0 .000 0 31 0 .50 0.0 0 5:18 0.0 0.000 0 31 0 .50 0 .0 0 5:21 0 .0 0.0000 31 0 .50 0.0 0 5:24 0.0 0.0000 31 0 .50 0.0 0 5:27 0.0 0 .0000 310.50 0.00 5:30 0.0 0.0000 31 0 .50 0.00 5:33 0.0 0.0000 310 .50 0.00 5:36 0.0 0.0000 31 0 .50 0.00 5:39 0 .1 0 .0001 310.51 0.08 5:42 0.1 0.0001 310.52 0.11 5:45 0.1 0 .00 01 31 0 .52 0.09 5:48 0 .1 0 .00 01 31 0 .52 0.10 5:51 0 .1 0 .0001 31 0 .52 0.10 5:54 0 .1 0 .0001 310.52 0.10 5:57 0 .1 0 .0001 31 0 .52 0.1 0 6:00 0 .1 0 .0001 31 0 .52 0.10 6:03 0 .1 0 .0001 31 0 .52 0.1 0 6:06 0.1 0.0001 31 0 .52 0 .1 0 6:09 0.1 0 .000 1 310 .52 0.1 0 6:12 0 .1 0 .0001 31 0 .52 0.10 6:15 0.1 0.0001 310 .52 0.1 0 6:18 0.1 0.0001 310.52 0.10 6:21 0.1 0 .0001 31 0 .52 0 .10 6:24 0 .1 0 .0001 31 0 .52 0 .1 0 6:27 0.1 0 .0001 310.52 0.10 6:30 0.1 0 .0001 31 0 .52 0.1 0 6:33 0.1 0.0001 31 0 .52 0.10 6:36 0.1 0 .0001 31 0 .52 0.1 0 6:39 0.1 0 .00 0 1 .::7" 31 0 .52 0.1 0 6:42 0.1 0 .0001 31 0 .52 0.1 0 6:45 0.1 0 .00 0 1 31 0 .52 0.1 0 6 :48 0 .1 0 .000 1 31 0 .52 0 .10 6:51 0.1 0 .0001 31 0 .52 0 .10 6:54 0.1 0 .0 001 31 0 .52 0.1 0 6:57 0 .1 0 .0001 3 10 .52 0.1 0 7:00 0.1 0.0001 3 10 .52 0.1 0 7:03 0.1 0 .0 0 0 1 31 0 .52 0.1 0 7:06 0 .1 0 .0 001 31 0 .52 0.1 0 7:09 0 .1 0 .0 0 01 3 1 0 .52 0.10 7:12 0 .1 0 .0 0 0 1 31 0 .52 0.1 0 7:15 0 .1 0 .00 0 1 31 0.52 0.1 0 7 :18 0.1 0 .00 0 1 31 0 .52 0.1 0 7:21 0.1 0 .0001 ~ 31 0 .52 0.1 0 7:24 0.1 0 .0001 31 0 .52 0.1 0 0.0146 ac.ft. have entered the p o n d . 0 .0145 ac.ft. (9 9 .52%) have exited . Date 11/03/99 Page 03 Inf low H'graph: A2 2 YR DEV Time Inf low Storage Elevation Outflow hr :min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 7:27 0.1 0.0001 310.52 0.10 7:30 0.1 0.0001 310.52 0.10 7:33 0.1 0.0001 ; 310.52 0.10 7:36 0.1 0.0001 310.52 0.10 7:39 0.1 0.0001 310.52 0.10 7:42 0.1 0.0001 310.52 0.10 7:45 0.1 0.0001 310.52 0.10 7:48 0.1 0.0001 310.52 0.10 7:51 0.1 0.0001 310.52 0.10 7:54 0.1 0.0001 310.52 0 .10 7:57 0.1 0 .0001 310.52 0.10 8:00 0.1 0.0001 310.52 0.10 8:03 0.1 0.0001 310.52 0.10 8:06 0.1 0.0001 310.52 0.10 8:09 0.1 0.0001 310.52 0.10 8:12 0.2 0.0001 310.53 0.18 8:15 0.2 0.0001 310.54 0.21 8:18 0.2 0.0001 310.53 0.19 8:21 0.2 0.0001 310.54 0.20 8:24 0.2 0 .0001 310.53 0.20 8:27 0.2 0.0001 310.53 0.20 8:30 0.2 0.0001 310.53 0.20 8:33 0 .2 0.0001 310.53 0.20 8:36 0.2 0.0001 310.53 0.20 8:39 0.2 0.0001 310.53 0.20 8:42 0.2 0.0001 310.53 0.20 8:45 0.2 0.0001 310 .53 0.20 8:48 0.2 0.0001 310.53 0.20 8:51 0.2 0.0001 310.53 0.20 8:54 0.2 0.0001 310.53 0.20 8:57 0.2 0.0001 310.53 0.20 9:00 0.2 0.0001 310.53 0.20 9:03 0.2 0.0001 .;;:, 310.53 0.20 9:06 0.2 0.00 0 1 31 0 .53 0.20 9:09 0.2 0.0001 310.53 0.20 9:12 0.3 0.0002 310.55 0.27 9:15 0.3 0.0002 310.56 0.31 9:18 0.3 0.0002 310.55 0.29 9:21 0.3 0.0002 310.55 0.30 9:24 0.3 0.0002 310.55 0.30 9:27 0.3 0.0002 310.55 0.30 9:30 0.3 0.0002 310.55 0.30 9:33 0.3 0.0002 310.55 0.30 9:36 0.3 0.00 0 2 31 0 .55 0.30 9:39 0.3 0.0002 310.55 0.30 9:42 0.3 0.0002 310 .55 0.30 9:45 0.3 0.00 0 2 ~ 310.55 0.30 9:48 0.3 0.0002 310.55 0.30 0.0530 ac .ft. have entered the pond. 0.0528 -ac. ft . (99.58%) have exited. Date 11/03/99 Page 04 Inf low H'graph: A2 2 YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 9:51 0.3 0 .0002 310.55 0.30 9:54 0.3 0.0002 310.55 0.30 9:57 0.3 0.0002 ;. 310.55 0.30 10:00 0.3 0 .0002 310.55 0.30 10:03 0.3 0.0002 310.55 0.30 10:06 0.3 0.0002 310.55 0.30 10:09 0.4 0.0003 310.57 0.37 10:12 0.4 0.0003 310.58 0.41 10:15 0.4 0.0003 310.57 0.39 10:18 0.4 0.0003 310.57 0.40 10:21 0.4 0.0003 310.57 0.40 10:24 0.4 0.0003 310.57 0.40 10:27 0.4 0.0003 310.57 0.40 10:30 0.5 0.0004 310.59 0.47 10:33 0.5 0.0004 310.60 0.51 10:36 0.5 0.0004 310.59 0.50 10:39 0.5 0.0004 310.59 0.50 10:42 0.6 0.0004 310.61 0.57 10:45 0 .6 0.0005 310.62 0.61 10:48 0.6 0.0005 310.62 0.60 10:51 0.6 0.0005 310.62 0.60 10:54 0.7 0.0005 310.63 0.67 10:57 0.7 0.0006 310.64 0.71 11:00 0.7 0.0006 310.64 0.70 11:03 0.8 0.0006 310.66 0.77 11:06 0.8 0 .0007 310.67 0.81 11:09 0.8 0 .0007 310.66 0.80 11:12 0.9 0.0007 310.68 0.87 11:15 0.9 0.0008 310.69 0.91 11:18 0 .9 0.0008 310.69 0.90 11:21 1. 0 0.0008 310.71 0.97 11:24 1. 0 0.0009 310.72 1. 01 11:27 1.1 0.0009 :7 -310.73 1. 06 11:30 1.2 0 .0011 310.77 1.17 11:33 1.2 0.0011 310.78 1. 21 11:36 1. 8 0.0016 310.89 1. 57 11 :39 3.0 0.0038 311.06 2.14 11:42 4.0 0.0083 311.20 2.71 11:45 4.6 0 .0132 311.35 3.52 11:48 5.0 0.0169 311.47 4.27 11:51 6.6 0.0220 311.55 4.86 11:54 9.6 0.0332 311.67 5.92 11:57 12.2 0.0499 311.86 7.78 12:00 13.7 0.0674 312.03 9.65 12:03 14.3 0.0832 312.12 10.72 12:06 12.7 0.0932 312.18 11.42 12:09 8.9 0.0910 ~ 312.16 11.26 12:12 5.6 0 .0765 312.08 10.26 0.5533 ac.ft. have entered the pond. 0.4767 -ac. ft. (86.17%) have exited. Date 11/03/99 Page 05 Inf low H'graph: A2 2 YR DEV Time Inf low Storage Elevation Outflow hr:min cf s ac ft feet cf s (Tot) ----------------------------------------------------------------------------- 12:15 4.0 0.0572 311.95 8.68 12:18 3.2 0 .0404 311.7 5 6.68 12:21 2.7 0.0276 ; 311.61 5.37 12:24 2.2 0.0175 311.4 9 4.41 12:27 1. 9 0.0106 311.27 3 .07 12:30 1. 7 0.0066 311.14 2.48 12:33 1. 6 0.0038 311. 06 2.14 12:36 1. 6 0.0020 311. 00 1.94 12:39 1. 5 0.0014 310.85 1.46 12:42 1.4 0.0014 310.85 1. 45 12:45 1. 3 0.0013 310.81 1. 33 12:48 1. 3 0.0012 310.8 0 1. 29 12:51 1. 3 0.0012 310.81 1. 30 12:54 1. 2 0.0011 310.79 1. 24 12:57 1.1 0 .0010 310.75 1.13 13:00 1.1 0.0010 310.74 1. 09 13:03 1. 0 0.0009 310.73 1.04 13:06 1. 0 0.0009 310.71 0.99 13:09 0.9 0 .0008 310.70 0.94 13:12 0.9 0.0007 310.69 0.89 13:15 0.9 0 .0008 310.69 0.90 13:18 0.9 0.0008 310.69 0.90 13:21 0.8 0.0007 310.67 0.83 13:24 0.8 0.0006 310.6 6 0.79 13:27 0.8 0.0007 310.66 0.80 13:30 0.8 0.0007 310.66 0.80 13:33 0.7 0 .0 006 310.65 0.73 13:36 0.7 0.0005 310.64 0.69 13:39 0.7 0 .0006 310.64 0.70 13:42 0.7 0.0006 310.64 0.70 13:45 0.7 0.0006 310.64 0.70 13:48 0.7 0.0006 310.64 0.70 13:51 0.7 0 .0006 .::7 310.64 0.70 13:54 0.7 0.0006 310.64 0.70 13:57 0.7 0.0006 310.64 0.70 14:00 0.7 0.0006 310.64 0.70 14:03 0.7 0.0006 310.64 0.70 14:06 0.7 0.0006 310.64 0.70 14:09 0.7 0.0006 310.64 0.70 14:12 0.7 0.0006 310.64 0.70 14:15 0.7 0.0006 310.64 0.70 14:18 0.7 0.0006 310.64 0.70 14:21 0.7 0.0006 310.64 0.70 14:24 0.7 0.0006 310.64 0.70 14:27 0.6 0.0005 310.62 0.63 14:30 0.6 0.0005 310 .61 0.59 14:33 0.6 0.0005 ~ 310.62 0.60 14:36 0.6 0.0005 310.62 0.60 -0.7822 ac.ft. have entered the pond. 0 .7817 ac .ft. (99.93%) have exited. STORM SEWER CAPACITIES Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: campus park Comment: campus park Solve For Full Flow Capacity Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . . :T 2.50 ft 0.0200 ft/ft 0.013 58.01 cfs 58 .01 cfs 2.50 ft 11.82 fps 4.91 sf 2.38 ft 0.0173 ft/ft 100.00 % 58 .0 1 cfs 62.40 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd -.._waterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: Comment: Campus-Park Subdivision Solve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ........... . Computed Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4.00 ft 0.013 0.0050 ft/ft 2.00 ft 64.66 cfs 8.08 fps 8.00 sf 4.00 ft 8.00 ft 2.01 ft 0.0049 ft/ft FULL Open Channel Flow Module, Version 3.2 (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: Comment: Campus -Park Subdivision Solve For Full Flow Slope Given Input Data: Diameter ......... . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Channel Slope Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.00 ft 0.013 28.50 cfs 0.0159 ft/ft 2.00 ft 9.07 fps 3.14 sf 1. 84 ft 0.0138 ft/ft 100.00 % 28.50 cfs 30.66 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 ..... FLOODPLAIN MAP ZONE X DRAINAGE PLAN WITHTOPO CAMPUS-PARK SUBDIVISION PHASE 1-A PROBABLE COST ESTIMATE PA YING & SITE IlvlPROVEJ\tfENTS * 1 Excavation (6" depth) CY 15 $2.50 2 8" Flexible Base SY 75 $9.00 3 Lime Treatment (6" depth) SY 75 $1.50 4 Reinforced Concrete Curb & Gutter LF 55 $8.00 5 Reinforced Concrete Paving SY 61 $27.00 6 Reinf. Concrete Handicap Ramp EA 2 $750.00 7 Sawcut, tie and repair at street EA 1 $500.00 ESTIMATED PAVING IMPROVEMENTS *Does not include paving for individual units DRAINAGE ll\1PROVEJ\t1ENTS 8 Detention Pond (Earth Work) LS 1 $10,000.00 9 Silt Fencing (Erosion Control) LF 200 $1.25 10 30" RCP LF 29 $45.00 11 4' x 2' Box Culvert LF 24 $120.00 12 24" RCP LF 31 $35.00 13 5' x 5' Junction Box EA 1 $2,500.00 14 Headwall EA 1 $500.00 ESTIMATED DRAINAGE IMPROVEMENTS WATER IlvlPRO VEJ\tfENTS 15 6" P.V.C. SOR 3034 Water Line LF 84 $20.00 16 6" M.J. Gate Valve & Box EA 1 $800.00 17 8"x6" Tapping Sleeve w/ valve EA 1 $1,~00.00 18 Cement Stabilized Embedment LF 33 $10.00 ESTIMATED WATER IMPROVEMENTS c:\CostPhaselA.xls 1of2 $37.50 $675.00 $112.50 $440.00 $1,647.00 $1,500.00 $500.00 $4,912.00 $10,000.00 $250.00 $1,305.00 $2,880.00 $1 ,085.00 $2,500.00 $500.00 $18,520.00 $1,680.00 $800.00 $1,500.00 $330.00 $4,310.00 SEWER IMP RO VEMENT S 19 4" Service taps to Ex 8" (avg 25') EA 3 $300.00 $900.00 20 6" PVC Sewer Pipe (6'-8' depth) LF' 351 $35.00 $12,285.00 21 4' Dia. Standard Manhole EA 3 $2,500.00 $7 ,500.00 22 Tie to Existing Manhole EA 1 $500.00 $500.00 23 Trench Safety LF' 351 $2.00 $702.00 24 Standard Cleanout EA 1 $200.00 $200.00 25 4" PVC Sewer Service Line LF' 45 $28.00 $1 ,260.00 ESTIMATED SEWER IMPROVEMENTS $23 ,347 .00 ESTIMATED PROJECT COST $51 ,089.00 Contigency (153) $7 ,663.35 TOTAL PROJECT COST $58,752.35 NOTES CONCERNING OPINIONS or PROBABLE CONSTRUCTION COST Urban Design Group's (UDG) opinions of probable construction cost provided for herein are made on the basis of our experience & qualifications and represent our best judgment as an experienced and qualified professional engineering firm generally familiar with the construction industry and applicable development regulations. However , since UDG has not obtained approval from the appropriate jurisdiction and UDG has no control over the cost of labor, materials, equipment or services furnished by others , or over the Contractor's methods of determining prices , or over competitive bidding or market conditions, UDG cannot and does not guarantee that proposals, b i ds or actual construction cost will not vary from opinions of probable construction cost prepared by UDG. c :\Co s tPh aselA.x l s 2 of 2 Project Name: ~<;. ~{ /%. /A Review Date: ~ ?/4/tz Reviewer:_.........., __ lc. ... 6,8,12,16,18 ·note DO 10" approved) min.max) (TNRCC) plan & profile w/sizcs and type lie 1iDc distinction -~property 1iDc (so meter can be within ROW/easement) nncctions for size waterline (l'NRCC) •ilio~n1 (noted as¥., degrees, radius-with begin/end curve. not atjt) Sling and proposed (centerline, right and left) shown in profile compliance other utilities shown 'inajor items in plan & profile (crossings) n sufficient for overall City nccds/masterplan -end lines in PUF.IROW I all .fittings and taps ;J '° <!) >.~:lll.Clrs/ and cbcck valves uses as ncoessary (@irrigation/fin:: sprinkler/pools/hazards) ac too) @ end of dead end lines vcs at all major high points ~cna· ils and size specified from main to mdCr to all lots to 8 point beyond sidcwalJcs OD both sides of street Review Date:. _________ _ Reviewer:. __________ _ cont. StaDdard Details DOied or included (rcfcrcnccd as city of CS Standard Details) Details for all llOll-Qandard items (mcludcd/ok) (not OD CS Std. detail sheet) All M1 valves and fittings Tbrust bJoddng E~.nt width adequate Eml>«'mmt dcCails (specify option) Trench safety if dccpcr than ,. Erosion control notes Tbc following items arc variances to the College Station public waterline standards: t • Project Name: ________ _ Review Date:. ________ _ Reviewer: _________ _ Public Wastewater Infrastructure General p' Overall utilltJ }8YOUl sbcct • showing casements (platted or by separate instIUmcnt) O If separate instrumcnl casements ~ needed -do not approve until we get them recorded · 0 TXDOT permits nccdcd? . ~ Scaled and Signed /) O 0 Engjiw.ra Estimates Lines r~mmaial ..rv Pipe sizes (allowable. ..• 6,8,10,12,15,18) O Depth (min cover) 0 Depth (excessive) 0 Separation distaoccs (TNRCC) ~ All utilities in plan cl profile w/ma and type O Private w. Public line distinction O Wyr.s not past property line 0 Grades -existing and proposed (centerline, right and left) shown in profile 0 Flowlines (spccificd/labclcd) O Full TNR.CC compliaIR fi Confficts with other utilities shown (min. l 'clear I except water -sec TNRCC) 0 Labels on all major items in plan cl profile (crossings) 0 Size/Location sufficient for OYCrall City nccdslmastcrplan 0 Li.ocs located in PUE/ROW 0 Stationing on all rnanboJcs and &CIVices Manholes 0 Lines cod in MH · µ: Manhole ipaclDg (max 500') · ;rf Manhole di•mdcrbascd OQ depth and line size (4'vs.5' diam.) ' O Manhole covers -"watertight" cover if in floodplain ~ Manholr.s aa:cssiblc from public ROW/easement A Manholr.s at change oC alignment, grade or size 'ff Drops through manhole (TNRCC) Service Lines . 0 . Service lines • materials and size specified from main to end 0 Services provided to all loes to a point beyond sidewalks on both sides 0 ScMccs ~ 6" cotcr at manholes J oll2 Review Date:. _________ _ Reviewer:. __________ _ Public Wastewater Infrastructure( cont.) Details 0 Standard Details noted or included (rcfcrcnced as city of CS Standard Details) D Details tor all non-standard items (mcludc/olc) (not on CS Std. detail sheet) D EaScmcnt width adequate D Embcdmcnt dcCails (specify option) D Trench safety it dccpcr than s• D Erosion control notes The following items are variances to the College Station public wastewater standards: Project Name: _________ _ Review Date: _________ _ Reviewer: __________ _ Public/Private Storm Sewer ~ . ;!' OYcral1 plan layout of drainage facilifics (can be shown on street plan) showing easements O If separate instrument casements arc needed -do not approve until we get them recorded ,0" Plan and profile for all storm sewers a TXDOT permits DCCdcd? ;f Sealed and Signed t.)() a Engineers Estimatrs Storm Sewer/Culverts ,ff Pipe mat.crial (RCP • storm. RCPoiCMP • advert) £{ Pipe siz.es 1abclcd (sec pg.4'7 DPDS) 0 Siu/Location sufficient for overall City nccds/mast.crplan a Depth (min cover) 0 Depth (exccWvc) .,-. I ./. ul Jr All utilities in plan ct profile w/sizcs aud type /Jtrf /t"".::c. / ~ D Private vs. Public line distinction 0 Street grades -existing and proposed (centerline. right and left) shown in profile 1 flowlines (spccificd/labcled) ,... I I I ). Con1licts with other utilities shown ,<)~ C;;?"t-dt"1~ ~ct. )':(.. Labels on all major it.ems in plan & profile 0 Located within drainage easement or right-of-way (specify width) (public only) 0 Easement width adequate per DPDS ~Stationing shown 0 Outfall location (if open, is rip-rap necded per design calcs) 0 Docs it match drainage report (sizes, inlets. etc) 0 Hydraulic Grade Linc (on plan or in drainage report) Junction Boxes/Manholes/Inlets 0 Lines end in JBIMH 0 JB/Manholc spacing (sec pg 47 DPDS) 0 JB/Manholcs accessible from public ROW/easement 0 JB/Maoholcs at change of alignment, grade or si7.c 0 Drops through inlet/maohole/ra (sec pg 4'8 DPDS) 0 Cwb inlets shown and labeled (referenced to drainage report) Details D Standard Details noted or included (rcfeceoocd as city of CS Standard Details) D Details for all non-standard items (included/ok) (not on CS Std. delail sheet) 0 Emhedrnr.nt details (specify option) 0 Trench safdy if dccpcr than S' 0 Erosion control notes 0 Culverts (SET) 0 lnlct/J-Box or manhole details (manhole access) -7ol12 ' . Public/Private Storm Sewer (cont.) Channels 0 Cross sections with side slopes -meets DPDS O ('hanncl Liner -per DPDS a LongibvliMl slope (0.4% min.) a rup Rap nccdcd? Details 0 Standard Details noted or included (rcfercnccd as city of CS Standard Details) 0 Details for all non-standard items (includo'ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System 0 Side slopes g =-:: ~ ~ ~ :z..:! 'fbz<, ~ '7~ I"-t._...Jl__=---cl_ a Low 1low 1lumc '1 ~ &.fl.c::t..ke..-d.. 57~yrf1~~ O Outlet Structure shown -corresponds to drainage report O Inlet Structure shown -corrcspoods to drainage report O Emergency spillway-corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -length/width/size/details 0 Flowlin.cs at inlet and outlet a Complica with drainage report ~ 0 Standard Details noted or included (rcfcrcoa:d as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 EmsioD control DOCcs a Inkt_~ 0 . Outlet structun: , The following items arc variaDccs to the College Station drainage standards: loll2 ' . Project Name:. _________ _ Review Date: __________ _ Reviewer: ___________ ~ Drainage Reports ~ ,,a', PrimaJy drainage S)'5lCID identified H Surrounding dcvclopmcots shown ):( Local str=s. drainage systems shown Description ~Acreage of project ~ Land cover described a Primaly/sccoodary 5)'~ within property mown ,a"' Gcncra1 description · Drainage Basins jf R.cfcrcnccs to FIRMs if applicable ~ Secondary system flow patterns and impact of development on existing system ..0 Pro~ pathways to Primary system shown or described Design Criteria )J" Any deviation from standards being rcqucskd? ,rr' Discussion of site constraints and capacities (streets, existing structures, etc.) ;r Discussion of any applicable previous drainage studies and how this plan will affect it ~dro1ogic Criteria R.ainfall/runoff calailation method described and calculations provided J( Dc&cntion discharge / storage calculation method I calculations )(. Storm n:currcocc intcrva15 used Y Disamion of other drainage facility design criteria used if not rcfcrcoccd in Standards ,daullc Criteria Idcntify capacity of 5)'~ used ):(° Spccily ~tics at critical points in system )J"' Identify detention I retention oullct and routing 0 Discussion of other drainage facility design aitcria used not rcfcrcoccd in Standards Drainage Facility Dgign -· · T Di&cuss drainage paUcrDI I flows (pre vs. post) ){ Ale Ibey draining waler oo&o IDOlhcr property ownet? -if so, is it wbcrc the water flowed before? and is it not more than what flowed there before? and oo faster than it flowed before? ft ~iscuss crmion control measures employed }t' Discuss detention pond design (sidcslopc, low flow channels, outlet works. fu::cboard, cmergCDC)' spillway) JV D1'cuss maintenance access and responsibilities nc1usion 1J Verify compliance with DPDS (signed and scaled certification) • fl Explain effectiveness of improvcmcnlS with regard to controlling discharges of S -100 year storm by a) Detaining b) Aa;ommndating nmo1f in existing I proposed casements or ROW discharging into primary 5)"StCD1 c) Combination of a & b 'al'12 Drainage Reports{cont)- ppeadicq . n/ R.crcrcnccs (all criteria and technical information used) _;a H~gic computations )3' Land USC assumptions for adjacent property ~ ~major storm runoff at specific points .,Q HistoridtWly dcvdopcd runoff specific points ..../ ja/ Hydrograpbs at critical points Jd Hydraulic computations ff Culvert capacities (headwater and tailwatcr assumptions) )Y Storm sewer capacities . 0 SUcct capacities 0 Storm iDlct capacitics (mlct control rating) 0 Open channel design LY ~cntion area I volume capacity I outlet capacity rched Drawings . . ._./ Location map with drainage paUcms ~Floodplain map if any ):! Drainage plan with topo (cxjding and proposed with arrows if necdod) 0 Dctail5 of outlet 5UUCtUrCS • ;JI) ck-+a., I 7 ~ ~~ 11 '9ti~) ~ ka>< f'"f"~ f!~ ~+fe:{;-~f.t?d-v~e-,,,__,, -. ·.·,; .. , .. ·; . . ;·.-.·_--.:-~· ,· - 10al'12 ~. DEVELOPMEN'f PERMJI 1. Application Fee ($100) 1. Application 3. Erosion Control Plan 4'. EPA/NOi (> 5 acres) 5. Public Infrastructure Inspection Fee ($300) 6. Drainage Report Project Name:, _________ _ Review Date: _________ _ Rcvicwer:. __________ _ ·' 7. HOA Covenants for maintcDancc of dcccntionlrctcntion ponds 8. Easements Dedicated (separate insuumcnt) 9. TXDOT permits imacd 10. Engince.r'I Rstjmatcs (1-4 ncccssary for rough grading/clcaring. ...... all others nr.ccmry for full permit) 11 a(J2 . " · . ... ·' :.·· Project Name:. _________ _ Review Date: ----------- Reviewer. ___________ ~ TXDOT PERMIT CHECKLIST O Permit signed (Utility or Driveway) by owner 0 Set or cxccrpts of construction plans of what is proposed within ROW 0 Traffic Cootrol Plan ('IMUTCD) 0 Drainage Caladations (if applicable) ForCtyUac O Sign perm.its 0 · Attach cover lc:Ucr 0 Submit in triplicalc to TxDOT llalll Public Water Infrastructure ~ ft Overall utility layout sheet -showing casements (platted or by separate instrument) O If separate instrument easements arc needed -do not approve until we get them recorded N(2 ~ TXDOT pcnnits needed? .;t:i Scaled and Signed O Engineers Estimates Linet ~pc material ~Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) · 0 Depth (4'+)(min,max) ~ }7 Separation distances (TNRCC) )4" All utilities in plan & profile w/siz.es and type 0 Private vs. Public line clisti.nction 0 Wyes not past property line (so meter can be within ROW/easement) 0 Max # of connections for size waterline (TNRCC) 0 Pipe deflection (noted as,-., degrees, radius -with begin/end curve, not atjt) ,ff' Grades -existing and proposed (centerline, right and left) shown in profile 0 Full TNRCC compliance () fJ ;{ Con1licts with other utilities shown /Juel -I 11 ~~ c.At.,-':!Jf, a ~ Hl s-tH~ ~ ~ Labels on all major items in plan & profile (~ings) · - )f Siz.c/Location sufficient for overall City needs/masterplan ~=~==~~w NP w~ -lo I~ !~vie, '~ (}.~. ~ Stationing on all~ and• f./p ~alve spacing (SOO') J./ 0 0 Valves -5)'SteDl isolation 1 L iJ I 0 Valves -at hydrant "'F;../ 'f-'/f'!' ·119T ~ti'J&c/.- 0 Backflow preventer&/ and check valves uses as necessary (@irrigation/fire sprinkler/pools/hazards) 0 Blowoffs (FH ok too) @ end of dead end lines 0 Air release valves at all major high points Fire Hydrants 0 Fire hydrant spacing (Coverage) X Fire hydrant location (relative to curb) ~Fire hydrant -detail/type 5J)Ccified 0 Fire flow calculations provided Service Lines 0 Scrvioc lines -materials and &i7.c specified from main to meter 0 Services provided to all lots to a point beyond sidewalks on both sides of street l oll2 Project Name:. __________ _ Review Date:. __________ ~ Reviewer:. ___________ ~ Public Water Infrastructure( cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All M1 valves and fittings 0 Thrust blocking 0 Easement width adequate 0 Embcdmcnt details (specify option) 0 Trcoch &afety if deeper than S' 0 Erosion control notes The following items arc varianc::cs to the College Station public waterline standards: 2aC12 Project Name: _________ _ Review Date: _________ _ Reviewer: __________ _ Public Wastewater Infrastructure ~ ft Overall utility layout sheet -showing casements (platte.d or by separate insUument) 0 If separate instrument easements are needed -do not approve until we get them recorded ~/ TXDOT permits oecded? ..B" Sealed and Signed 0 Engi.occr& Estimates Lines A' Pipe material J1 Pipe sizes (allowablc .... 6,8,10,12,lS,18) 0 Depth (min oover) D Depth (~vc) 0 Separation distances (TNRCC) ,0-1 All utilities in plan & profile w/si:z.cs and type 0 Private vs. Public line distinction D Wyes oot past property line ft Grades-existing and proposed (centerline, right and left) shown in profile ) 0 Flowlines (specified/labeled) !-/ ~-do u~ ( att o FullTNR~oo~liana: -; Jc D Conflicts with other utilities shown (min. I 'clear I except water -see TNRCC) _ L J ( Fi. 0 Labels on all major items in plan & profile (crossings) '---f ~ 0 t ~ 6J-eV ~ 0 Siu/Location sufficient for overall City needs/masterplan __,/ 0 Lines located in PUFJR.OW ---------------- 0 Stationing on all manholes and services Manholes 0 LiDc:s cod in MH ,g Manhole spacing (max SOO') 1J! Manhole diamc:tcr based on depth and line si7.c ( 4 'vsS diam.) D Manhole covers -"watertight" oover if in floodplain ?!, Manholes accessible from public ROW/easement Jt Manholes at change of alignment, grade or size fA Drops through manhole (TNRCC) Service Linq 0 Service lines -materials and size specified from main to end 0 Services provided to all lots to a point beyond sidewalks on both sides D Services ~ 6" enter at manholes 3af12 Public Wastewater Infrastructure( cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Easement width adequate 0 Emhedmcnt details (specify option) o Trench safety if deeper than s• 0 Erosion control notes The following items are variances to the College Station public wastewater standards: '4all2 Project Name:, _________ _ Review Date: ----------- Reviewer. ___________ ~ Public/Private Streets ~ ~__J Overall plan layout of streets )r' Plan and profile for all streets 0 If separate instrument caselll(mts arc needed -do not approve until we get them m:orded ~/ TXDOT permits needed? ~ Scale.d and Signed 0 Engineers Estimates Street Paving Plan 0 Sidewalk locations per subdivision regs. 0 Cwb inlets shown 0 Culverts location 0 Storm Sewer location 0 Bi.kc laoeslstriping ,A:f" Stn:ct widths Np+ L ~t.e./0 0 Right of way/casement width AJ~+ 6~ 0 Radius sizes for (cwb returns, median noses, turn lanes, etc) ;Jg/-~~ ,)3'" Cwb and Gutter delineated _)a Street Names Y Plan and Profile -stationed o acll(;hmam refcreoccd Alo f 7~ 0 Centerline stationing info. (PC, PI, PT, other ang,l~g) J ) 0 Cwvc info (length, tangent, radius, angle) of.(~ ~ c~ie..--~Ca~~~ ~ '&~ 0 Min. and Max. grades 0 Radii Sidewalks ,,,, r 0 Width ,J6)f ~ 0 1.-0cation 0 X-slopc 0 X-scc:tion (l>Mdin& thickness, stccl) ·&cc details , / ~ J 0 Hanflicap r;unps (location, x-slopc. loµg slo1>9, laqdinrflth. sid~19J>CS. no cwb re~ on1ramps) /V owu ~ Need-Y~p~ ~+,..ve--fed /{)e/s,,L-t._ ~d.-Ck:to.11> /"'le,/, /"1.. pla--t.S- Paving Profile 0 All proposed and existing utility conflicts shown with siz.e and tlowline 0 Profile of existing ground (centerline, right and left) 0 Location of proposcd storm sewers with siz.e and grade 0 Top of cwb profile with grades 0 Proposcd paving profile 'o{J2 Project Name: _________ _ Review Date: ----------- Reviewer:. ___________ ~ Public/Private Streets(cont.) ~ 0 Sidewalk x-scction .Alo-/-~ 0 Tic between sidewalk and baclc of cwb (if applicable) A)"'-i-"?~ 0 Paving x-sedion w/crowp ~ooed 0 Handicap ramps A)d>rt" ~ ~ 0 Cwb and gutter The following items arc variances to the College Station street standards: 6oll2 Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ ~ Public/Private Storm Sewer ~ ~ Overall plan layout of drainage facilities (can be shown on street plan) showing easements 0 If separate instrument casements are needed -do not approve until we get them recorded Jl Plan and profile for all storm sewers D TXDOT permits needed? ft Scaled and Signed O Engineers Esrimates J?nn Sewer/Culverts Pipe material (RCP = storm. RCPorCMP = culvert) Z Pipe siz.es labeled (see pg.47 DPDS) 0 Size/Location sufficient for overall City oeeds/masterplan 0 Depth (min cover) 0 Depth (excesRve) fl' All utilities in plan & profile w/sizes and type 0 Private vs. Public line distinction ~ Street grades-existing and proposed (centerline, right and left) shown in profile ~ . Flowlines (specified/labeled) ff. Conflicts with other utilities shown 'JI Labels on all major items in plan & profile 0 Located within drainage easement or right-of-way (specify width) (public only) 0 Easement width adequate per DPDS ;( Stationing shown 0 Outfall location (if open, is rip-rap needed per design calcs) A Does it match drainage report (sizes, inlets, etc) 1' Hydraulic Grade Linc (on plan or in drainage report) Junction Boxes/Manholes/Inlets 0 Lines end in JBIMH 0 JBIManhole spacing (sec pg 47 DPDS) 0 JBIManholes accessible from public ROW/easement 0 JB/Manholes at change of alignment, grade or size 0 Drops through inlet/manhole/JB (see pg 48 DPDS) 0 Cwb inlets shown and labeled (referenced to drainage report) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Embedmeot details (specify option) 0 Trench safety if deeper than 5' 0 Erosion control notes 0 Culverts (SET) 0 Inlet/I-Box or manhole details (manhole access) 7al'l2 Project Name:, _________ _ Review Date: __________ _ Reviewer.·-----------~ Public/Private Storm Sewer (cont.) Channels 0 Cross sections with side slopes -meets DPDS 0 Channel Liner -per DPDS 0 Longitudinal slope (0.4% min.) 0 Rip Rap oceded? ~ 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System j1' Side slopes )f Bottom slopes ~ Grading plan P'! Low fiow flume Jf Outlet Structure shown -corresponds to drainage report Z Inlet Structure shown -corresponds to drainage report .£f Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -length/width/siu/details 0 Flowlines at inlet and outlet ~ Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes D Inl~_&tmcturc 0 Outlet~ The following items arc variances to the College Station drainage standards: laC12 Project Name: __________ _ Review Date: ----------~ Reviewer:. ___________ _ Drainage Reports Location ,,ff Primary drainage ~ identified ft Surrounding developments shown ft Local streets, drainage sylitcms shown Descriotion % Acreage of project A Land cover described ~ Primary/sccondaly sylitcms within property shown fl Geocral description Drainage Basins j( R.cfcrcoccs to FIRMs if applicable ~ Secondaly system flow patterns and impact of development on existing system M Proposed pathways to Primary system shown or described _,,ign Criteria Ally deviation from standards being requested? J3..I Discussion of site constraints and capacities (streets, existing structures, etc .) ;f Discussion of any applicable previous drainage studies and how this plan will affect it Hydro1ogic Criteria ):i Rainfall/runoff calculation method described and calculations provided ~ Detention discharge I storage calculation method I calculations ):J Storm n:currcncc intciva1s used ,0"' Disamion of other drainage facility design criteria used if not referenced in Standards HvAaulic Criteria ,,e( Identify capacity of sylitcms used ,ff"' Specify velocities at critical points in system ~ Identify detention I retention outlet and routing 0 Disamion of other drainage facility design criteria used not referenced in Standards Drainage Facility Dgign ft Discuss drainage paucma I flows (pre vs. post) % Arc they draining waler onto another property owner? -if so, is it where the water tlowed before? and is it not more than what flowed there before? and no faster than it flowed before? Ji. Discuss erosion control measures employed ~ Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway) )'l Discus.s maintenance aa:ess and responsibilities Conclusions jJ' Verify compliance with DPDS (signed and scaled certification) ~ Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by a) Detaining b) Acc:ommodating runoff in existing I proposed casements or ROW discharging into primary system c) Combination of a & b o :'«w_~cloc 3/lS/99 9of12 Drainage Reports( cont.) Ao pen dices ,Pf/ Rcfercoccs (all criteria and technical infonnation used) 1:J Hydrologic computations J[ Land use assumptions for adjacent property ~ Minor/major storm runoff at specific points ~ Historic/fully developed runoff specific points Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ _ ,./ ,fl Hydrographs at critical points )t:J Hy~c computations ~ Culvert capacities (headwater and tailwater assumptions) )::! Storm sewer capacities 0 Street capacities 0 Storm inlet capacities (inlet control rating) ;!! Open channel design r Detention area I volume capacity I outlet capacity 10 ofll Project Name:. __________ _ Review Date: __________ _ DEVELOPMENIPERMIT 1. Application Fee ($100) 2. Application 3. Erosion Control Plan 4. EPA/NOi (> 5 acres) 5. Public Inftastructurc Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits issued 10. Engincer•a Estimates (l-4 necessary for rough grading/clearing ....... all others necessary for full permit) 11 aCl2 • ' Project Name: __________ _ Review Date:. __________ ~ Reviewer: ___________ ~ TXDOT PERMIT CHECKLIST 0 Permit signed (Utility or Driveway) by owner 0 Set or excerpts of construction plans of what is proposed within ROW 0 Traffic Control Plan ('IMUI'CD) 0 Drainage Calculations (if applicable) ForCityUae O Sign permits 0 Attach cover letter O Submit in triplicate to TxDOT 12 o{12 ProjectNamc: ~<;. ?vk: T{ IA =~ttt Public Water Infrastructure General r: , I f cJl>«~<>J~ 0 Overall utility layout sheet -showing casements (platted or by separate instrument) ~ ~r.? lfb) 1 0 If separate instrument casements arc needed -do not approve until we get them recorded D TXDOT permits needed? JZ{ Scaled and Signed IJo 0 Engir>ccrs &timates Lines fi:Pipe material ~Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) · 0 Depth (4'+)(min,max) 0 Separation distances (TNRCC) jJ/ All utilities in plan & profile w/sizJ:,s and type 0 Private vs. Public line distinction 0 Wycs not past property line (so meter can be within ROW/easement) 0 Max # of connections for size waterline (TNRCC) 0 Pipe deflection (noted as '1., degrees, radius -with begin/end curve, not atjt) 0 Grades -existing and proposed (centerline, right and left) shown in profile 0 Full TNRCC compliance 0 Conflicts with other utilities shown 0 Labels on all major items in plan & profile (crossings) 0 SiWLocation sufficient for overall City needs/masterplan 0 Minimize dead~ lines 0 Li.Des located in PUE/ROW I 0 Stationing on all tittiDp and taps ;J (() ~ I!Jm 0 Valve spacing (SOO') 0 Valves -system isolation D Valves -at hydrant 0 Backflow prevcntcrs/ and check valves uses as necessary (@irrigation/fire sprinklcr/poolslhaz.ards) 0 Blowoffs (FH ok too) @end of dead end lines 0 Air release valves at all major high points Fire Hydrants 0 Fire hydrant spacing (Coverage) 0 Fire hydrant location (relative to cwb) 0 Fire hydrant -detail/type &pecified 0 Fire flow calculations provided Service Lines 0 Servioc lines -materials and size specified from main to meter 0 Services provided to all lots to a point beyond sidewalks on both sides of street 1 alll Project Name:. __________ _ Review Daw:. __________ ~ Reviewer:. ___________ ~ Public Water Infrastructure< cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All MJ valves and fittings 0 Thrust blocking a Easement width adequate 0 Embcdrncnt details (specify option) 0 Treoch safety if deeper than 5' a Erosion control notes The following items arc variana:s to the College Station public waterline standards: 2all2 Project Name: _________ _ Review Date:. _________ _ Reviewer: __________ _ Public Wastewater Infrastructure General ~ Overall utility layout sheet -showing easements (platted or by separate instrument) 0 If separate instrument easements are needed -do not approve until we get them recorded D TXOOT permits needed? ;a/ Sealed and Signed ;Jo 0 Enginccrl EstimatrJ! ~ ;el Pipe material JV Pipe sizes (allowable .... 6,8,10,12,lS,18) 0 Depth (min cover) 0 Depth (excessive) 0 Separation distances (TNRCC) · ~ All utilities in plan & profile w/sizc:s and type 0 Private vs. Public line distinction 0 Wyes not past property line 0 Grades -existing and proposed (centerline, right and left) shown in profile 0 Flowlines (specified/labeled) 0 Full TNRCC compliance ~Conflicts with other utilities shown (min. I 'clear I except water -see TNRCC) 0 i.abels on all major items in plan & profile (crossings) 0 Siz.elLocation sufficient for overall City needs/masterplan 0 Lines located in PUE/ROW 0 Stationing on all manholes and services Manholes 0 Lines end in MH fa( Manhole spacing (max SOO') · ff' Manhole diameter based on depth and line si7.e ( 4 'vsS diam.) 0 Manhole covers -"watertight" cover if in floodplain A Manholes accessible from public ROW/easement A Manholes at change of alignment, grade or si7.e 'ff Drops through manhole (TNRCC) . Scnicc Ling 0 Service lines -materials and si7.e specified from main to end 0 Services provided to all lots to a point beyond sidewalks on both sides O Services~ 6" enter at manholes 3at'l2 Project Name :. __________ _ Review Date:. __________ ~ Reviewer:. ___________ _ Public Wastewater Infrastructure( cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 F.asemcnt width adequate 0 Embedmcnt details (specify option) o Trench safety if deeper than s• 0 Erosion control notes The following items arc variances to the College Station public wastewater standards: 4aC12 Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ ~ Public/Private Storm Sewer ~ j5' Overall plan layout of drainage facilities (can be shown on street plan) showing easements 0 If separate instrument casements are needed -do not approve until we get them recorded ,0' Plan and profile for all storm sewers 0 TXDOT permits ncedcd? ;:( Scaled and Signed t)(} 0 Engineers Estimates Storm Sewer/Culverts ,ff Pipe material (RCP "" storm, RCPorCMP = culvert) J?{ Pipe sizes labeled (see pg.47 DPDS) 0 Siu/Location sufficient for overall City necds/masterplan 0 Depth (min cover) 0 Depth (exccs&vc) _ / -f. I .2' All utilities in plan ct profile w/sizes and type /J trf .:;::>t".:t-/ t;.fe-cJ, 0 Private vs. Public line distinction 0 Street grades-existing and proposed (centerline, right and left) shown in profile ~ Flowlines (specified/labeled) · / J fr C.Onflicts with other utilities shown ,Vp-1.-~~'~ <!!-- )£(., Labels on all major items in plan & profile O Located within drainage easement or right-of-way (specify width) (public only) 0 Easement width adequate per DPDS ~Stationing shown 0 Outfall location (if open, is rip-rap needed per design calcs) 0 Does it match drainage report (sizes, inlets, etc) 0 Hydraulic Grade Lme (on plan or in drainage report) Junction Boxes/Manbolesflnlets 0 Lines cod in JBIMH 0 JBIManhole spacing (sec pg 47 DPDS) 0 JBIManholes accessible from public ROW/easement 0 JBIManholes at change of alignment, grade or size 0 Drops through inlet/manhole/JB (see pg 48 DPDS) 0 Cwb inlets shown and labeled (referenced to drainage report) l!a!il! 0 Standard Details ootcd or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 EmbOOment details (specify option) 0 Trench safety if deeper than ,. 0 Erosion control notes 0 Culverts (SET) 0 Inlet/I-Box or manhole details (manhole ~) 7al12 Project Name: __________ _ Review Date:. __________ ~ Reviewer. ___________ ~ Public/Private Storm Sewer {cont.) Channels 0 Cross sections with side slopes -meets DPDS 0 CNnncJ Liner -per DPDS O Longitudiual slope (0.4% min.) 0 Rip Rap needed? ~ 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion conttol notes Detention System D Side &lopes 0 ~m5lopes D Grading plan 0 Low tlow flume D Outlet Structure shown -corresponds to drainage report D Inlet Structure shown -corresponds to drainage report 0 Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -length/width/siu/details D Flowlines at inlet and outlet 0 Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion conttol notes 0 lnl«-~ 0 Outlet structuR The following items arc variances to the College Station drainage standards: lall2 Project Name: _________ _ Review Date:. __________ _ Reviewer: ___________ ~ Drainage Reports ~ )!', Primaly drainage system identified Z Surrounding devclopmcots shown ft Local l&rccU, drainage l)'Rcml shown Description ~Acreage of project A-: Laod cover described a Primary/sccondaiy systems within property shown ~ Gcncra1 description · Drainage Basins jf R.cfcrCDCCS to FIRMs if applicable ~ Sccondaiy system fiow patterns and impact of development on existing system ..el Proposed pathways to Primary system shown or described Design Criteria )( Any deviation from 5taDdards being requested? ;( Discussion of site constraints and capacities (streets, existing structures, etc.} ft Discussion of any applicable previous drainage studies and how this plan will affect it ,drologic Criteria Ramrawrunotr caladation method described and calculations provided ~ Detention discharge I storage calculation method I calculations ,.t:i •• Storm rccwrcocc iDtcrva1a used · 7 Disawion of other drainage facility design criteria used if not referenced in Standards ,daulic Criteria Identify capaci1y of systems used ~ Spccifyvdocitiel at cri1ical .pointl in system )r" Identify detention I rc&cntion outlet and routing 0 Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Dgigp -T Diiam drainage paUcrnl I aows (pre vs. post) j{ Ale they draining water 0010 auotbcr property owner? -if so, is it where the water fiowcd bc!on:? and is it not more than what fiowed there bcfoie? and oo faster than it flowed bcfoie? ft Discuss cccWon control measures employed }(: Discuss detention pond design (sidcslopc, low fiow channels, outlet works, freeboard, emergency spillway) Y Discuss maintenance access and responsibilities n luslon ~ Verify compliance with DPDS (signed and scaled certification) fl Explain effectiveness of improvements with regard to controlling discharges of S • 100 year storm by a) Detaining b) Accommodating ruaolf in exi.cting I proposed easements or ROW discharging into primary system c} Combination of a & b 'afl2 Project Name: _________ _ Review Date: _________ _ Reviewer: __________ _ Drainage Reports(cont.) 'ocndicet RcfcrcDccs (all criteria and tcchoical infonnation used) jt' Hy~ogic computations )3' Land use IWWllptions for adjacent property ;Cf Minor/major storm ruoofl' at specific points )i' Historidfully developed ruoofl' specific points ..../ ja/ Hydrographs at critical points J'1 Hydraulic computations ff Culvert capacities (headwater and tailwatcr iwumptions) )Y Storm &CWer capacities 0 SUcct capacities 0 Storm inlet capacities (inlet control rating) 0 Open cbanncl design .9"' Dc&cntion area I volume capacity I outlet capacity ffacbed Drawings _-/ Location map with drainage pattcms ~Floodplain map if any ~ Drainage plan with topo (existing and proposed with arrows if needed) 0 Dc&aili of outlet &tlUctW'cs ~~/1 ~ti~) 6¥ ~-+Id--'?+. l!Jd't//'e-··- 10 al12 Project Name: _________ _ Review Date:. __________ _ R.cvicwcr: __________ _ DEVELOPMENIPERMIT 1. Application Fee ($100) 2. Application 3. Erosion C.Ontrol Plan 4. EPA/NOI (> 5 acres) 5. Public Infrastrudurc Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits is.wed 10 . Enginccr•s 'f.stjmatrs (l-4 ncccssacy for rough grading/clearing ....... all others ncccssary for full pennit) 11 of12 ,, Project Name: __________ _ Review Date: ----------~ Reviewer: ___________ ~ TXDOT PERMIT CHECKLIST 0 Permit signed (Utility or Driveway) by owner 0 Set or excerpts of construction plans of what is proposed within ROW 0 Traffic Control Plan (TMUI'CD) O Drainage Calculations (if applicable) For City Use O Sign permits O · Attach cover letter 0 Submit in triplicate to TxDOT 12 olll Public Water Infrastructure ~crall utility layout sbcct -showing casements (platted or by separate instrument) z~/":;. /o ~:paratc instrument casements are needed -do not approve until we get them recorded D TXDOT permits needed? pJ Sealed and Sigiled AJ'5 D Rngi~ Estimates Lines Uipe material '?{ Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) . D Depth (4'+) (min.max) D Separation distances (l'NRCC) ~ All utilities in plan & profile w/sizl:.s and type D Private vs. Public line distinction D Wycs not past property line (so meter can be within ROW/casement) D Max # of connections for size waterline (l'NRCC) D Pipe deflection (noted as Ye, degrees, radius -with begin/end curve, not atjt) ft Grades -existing and proposed (centerline, right and left) shown in profile D Full TNRCC compliance ;( Coofiicts with other utilities shown ~ Labels on all major items in plan & profile (crossings) ~ Siu./Location sufficient for overall City needs/masterplan ~ ~~:m=~~W ;f~ ?~ 1 ~ ~~' b.Ji-wtvue-Lrb ~ ~Stationing OD all fittinp and taps No Yl!m 0 Valve spacing (SOO') D ValVC& -system isolation 0 ValVC& -at hydrant D Backflow prevcntcn/ and check valves uses as necessary (@irrigation/fire sprinkler/poolslhaz.ards) D Blowotfs (FH ok too) @ end of dead end lines 0 Air release valves at all major high points Fire Hydrants 0 Fire hydrant spacing (Coverage) D Fire hydrant location (relative to cwb) 0 Fire hydrant -detail/type 5J)Cci.fied D Fire flow calculations provided Seryice Linet D Scrvioc lines -materials and size specified from main to meter 0 Services provided to all lots to a point beyond sidewalks on both sides of street 1 oll:Z Project Name: __________ _ Review Date : __________ _ Reviewer: ___________ ~ Public Water Infrastructure< cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All M1 valves and fittings 0 Thrust blocking 0 Easement width adequate 0 Embcdmeot details (spc.cify option) 0 Trench safety if deeper than 5' 0 Erosion control notes The following items arc variances to the College Station public waterline standards: 2ofl2 Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General ,.a' Overall utility layout sheet • showing easements (platte.d or by separate instrument) O If separate instrument easements are needed -do not approve until we get them recorded O TXDOT permits needed? Ji' Sealed and Signed /)o o Engineers Estimates !J.m ,fl Pipe material ft" Pipe sizes (allowable .... 6,8,10,12,IS,18) 0 Depth (min cover) D Depth (cx.ccssive) 0 Separation distances (TNRCC) _ii/ All utilities in plan & profile w/sizcs and type 0 Private vs. Public line distinction 0 Wyes not past property line ft Grades· existing and proposed (centerline, right and left) shown in profile 0 Flowlin.es (specified/labeled) 0 F~TNR~oo~liancc / 0 Conflicts with other utilities shown (min. I 'clear I except water -see TNRCC) ~ al vf~ ;;J ? 0 Labels on all major items in plan & profile (crossings) l J O Size/Location sufficient for overall City needs/masterplan / ~ 7 /, ~ · €> 0 Lines located in PUFJROW ----------------....J D Stationing on all manholes and services Manholes D Lines end in MH 0 Manhole spacing (max SOO') 0 Manhole diameter based on depth and line si7.e (4'vs.5' diam.) D Manhole oovcrs -"watertight" oover if in floodplain 0 Manholes accessible from public ROW/easement D Manholes at change of alignment, grade or si7.e 0 Drops through manhole (TNRCC) Service Lines D Service lines • materials and si7.e specified from main to end / 0 Services provided to all lots to a point beyond sidewalks on both sides ~ ~ /1~5 s~ 0 Services ~ 6" enter at manholes o:'G:YO_WI011111~doc: 3/2S/f/9 JoC12 Review Date:, __________ _ Reviewer.._~----~~~~-~ Public Wastewater Infrastructure( cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Easement width adequate 0 Embedmcnt details (specify option) 0 Trench safety if deeper than s• 0 Erosion conuol notes The following items are variances to the College Station public wastewater standards: "o{12 ...... Public Water Infrastructure ~crall utility layout sbcct -showing casements (platted or by separate instrument) 0 If separate instrument casements arc needed -do not approve until we get them recorded D TXDOT permits needed? _,if Scaled and Signed ~ O 0 Engi~ Estimates Linet Mpe material 7 Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) · O Depth (4'+) (min.max) 0 Separation distances (TNRCC) }Y All utilities in plan & profile w/sizes and type 0 Private vs. Public line distinction 0 Wyes; not past property line (so meter can be within ROW/easement) 0 Max # of connections for size waterline (TNRCC) 0 Pipe deflection (noted as~ .. degrees, radius -with begin/end curve, not atjl) ~ Grades -existing and proposed (centerline, right and left) shown in profile 0 Full TNRCC compliance ...,.e: Con1licts with other utilities shown ~ Labels on all major items in plan & profile (crossings) 0 Si.u.ILocation sufficient for overall City needs/masterplan ~ ~:~::-c;iO:w ~~ ~ A)fbl' Stationing on all~ and taps n~ve spacing (SOO') NV 0 Valves -system isolation O Valves; -at hydrant 0 BacJdlow prcvcnters/ and chccJc valves uses as ncccssmy (@irrigation/fire sprinldcr/poolslhaz.ards) 0 Blowoffs (FH ok too) @ end of dead end lines 0 Air release valves at all major high points FireHvdrants ~ JtiJ/t ~e(.,1~r~J o Fire hydrant spacing (Coverage) 1 ~ -I ~Fire hydrant location (relative to cwb) ~ire hydrant -detail/type specified 0 Fire flow calculations provided Service Lines 0 Service lines -materials and size spc:cified from main to meter 0 Services provided to all lots to a point beyond sidewalks on both .sides of street 1 oll2 Project Name:. __________ _ Review Date:. __________ _ Reviewer:. ___________ ~ Public Water Infrastructure( cont.) Details 0 Standard Details noted or iucludcd (referenced as city of CS Standard Details) D Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All MJ valves and fittings D Thrust blocking D F.asemcnt width adequate D Embcc:hncnt details (specify option) D Trcoch safety if deeper than S' D Erosion control notes The following items arc variances to the College Station public waterline standards: 2all2 .. Review Date: __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General j? Overall utility layout sheet -showing casements (platted or by separate instrument) 0 If separate instrument easements are needed -do not approve until we get them recorded D TXDOT permits needed? p' Sealed and Signed J (} 0 Enginccra Estimates Lines ?Pipe material P Pipe sizes (allowablc .... 6,8,10,12,15 ,18) 0 Depth (min cover) 0 Depth (excessive) 0 Separation distances (TNRCC) ft All utilities in plan & profile w/sizcs and type D Private vs. Public line distioction 0 Wyes not past property line $ Grades-existing and proposed (centerline, right and left) shown in profile 0 Flowlines (specified/labeled) 0 Full TNRCC complianoc D Conflicts with other utilities shown (min. l 'clear I except water -see TNRCC) 0 Labels on all major items in plan & profile (crossings) 0 Size/Location sufficient for overall City needslmasterplan 0 LiDes located in PUE/ROW ;1' Stationing OD all manholes and services Manholes 0 LiDes cod in MH D Manhole spacing (max 500') 0 Manhole diameter based on depth and line si7.e (4'vs.5' diam.) D Manhole covers -"watertight" cover if in floodplain 0 Manholes accessible from public ROW/easement 0 Manholes at change of alignment, grade or si7.e 0 Drops through manhole (TNRCC) Service Lines 0 Service lines -materials and si7.e specified from main to end 0 Services provided to all lots to a point beyond sidewalks on both si~ 0 Services ~ 6" enter at manholes 3 at'12 "· Project Name:. __________ _ Review Date: __________ _ Reviewer. ___________ ~ Public Wastewater Infrastructure( cont.) Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Easement width adequate 0 Embedment details (specify option) o Trench safety if deeper than s· 0 Erosion control notes The following items arc variances to the College Station public wastewater standards: 4ol12 Project Name: _________ _ Review Date:. __________ _ Reviewer: ___________ ~ Public/Private Streets ~ ~ Overall plan layout of streets ~ Plan and profile for all streets 0 If separate instrument casements arc needed -do not approve until we get them recorded 0 TXDOT permits needed? )3"' Sealed and Signed /Jo 0 Engineers Estimates Street Paving Plan jf Sidewalk locations per subdivision regs. 0 Curb inlets shown 0 Culverts location 0 Storm Sewer location Jo ~!:=P1JaJ l~~eJeA [ 1 Right of way/casement width l.}p--f / ~k e,, f Radius si7.cs for (cwb returns. median noses, turn lanes, etc) A}; ~ 0 Curb and Gutter delioe.ated 0 Street Names ~ Plan and Profile -stationed . / / / ~ Benchmarks referenced Nui ~~ 0 CcntcrliDc stationing info. (PC, PI, Pr, other angl~ ;/'() / /J I' / / C 0 Cwvc info (length. tangent. radius, angle) ;(/" /11-fo ~H\ ~-f.se;t -J:.py (,,,/,/ 'CJe_,-~ 0 Min. and Max. grades 0 Radii '~ ~~i~ D Location 0 X-slopc 0 X«Ction (hNtdin& thickness, stccl) -sec details 'ji Handicap ramps (location, x-slopc, long slope, landing width, sideslopes, no curl> returns on ramps) Paving Profile 0 All proposed and existing utility conflicts shown with siz.e and flowline 0 Profile of existing ground (centerli.Dc, right and left) 0 Location of proposed storm sewers with si7.e and grade 0 Top of cwb profile with grades 0 Proposed paving profile 'at'l2 • Public/Private Streets(cont.) Details 0 Sidewalk x-section 0 Tic between sidewalk and back of curb ( if applicable) 0 Paving x-section w/crown dimensioned 0 Handicap ramps 0 Cwb and gutter Project Name:. __________ _ Reviewer:. ___________ ~ The following items arc variances to the College Station street standards: 6oll2 DEVELOPMENT PERMIT PERMIT NO . 99-500 3 l 8A Campus Park Phase 1-A FOR AREAS OUTSID E THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Holleman & Welsh DATE OF ISSUE: 1/19/2000 OWNER: Blake Cathey 6345 Smith Road Bellville, Texas 77418 409-218-1200 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: F uU P ermit Non e SITE ADDRESS: 1123 Welsh Avenue DRAINAGE BASIN: Bee Creek Trib B VALID FOR 12 MONTHS CONTRACTOR: The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area O UTSID E the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Statio that apply . 1-11 Date 1--11 -~" Date Contractor Date DEVELOPMENT PERMIT PERMIT NO 99 =318 Campus Park Phase 1-A FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Holleman & Welsh OWNER: Blake Cathey 6345 Smith Road Bellville, Texas 77418 409-218-1200 DRAINAGE BASIN: Bee Creek Trib B SITE ADDRESS: 1123 Welsh Avenue TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR: Rough Grading Only. The Contractor shall take all necessary precaution s to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary , is valid only within sixty (60) days of the date shown below , and is not intended to allow the complete development of this site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized . Jn accordance with Chapter 13 of th e Code of Ordinanc es of th e City of College Station , measures shall be taken to insure that debris from construction, eros ion , and sedim entation shall not be deposited in city stree ts, or existing drainage faciliti es. I hereby grant this p ermit for developm ent of an area outs ide th e sp ec ial flood hazard area. All development shall be in ac or ce with th e plans and sp ecifications submitted to and appro ved by th e City Engineer in th e dev rmit application for th e ab ove nam ed projec t and all of th e codes and dinanc of th e City o Co ion that apply. Administrator/Represent · e Date ~~ Owner/ Agent Date Contractor Date - DEVELOPMENT PERMIT PERMIT NO 99=318 Campus Park Phase I-A FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Holleman & Welsh OWNER: Blake Cathey 6345 Smith Road Bellville, Texas 77418 409-218-1200 DRAINAGE BASIN: Bee Creek Trib B SITE ADDRESS: 1123 Welsh Avenue TYPE OF DEVELOPMENT: TIDS PERMIT IS VALID FOR: Rough Grading Only. The Contractor shall take all necessary precautions to prevent silt and debri s from leaving the immediate construction site in accordance with the approved ero sion control plan as well as the City of College Station Drainage Policy and Design Criteria. The O wner and/or Contractor shall assure that all di sturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall a lso insure that any di sturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation re sulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan mu st be completely fenc ed before any operations of this permit can begin. This permit, being temporary , is va l id only within s ixty (60) days of th e date shown below, and i s not intende d to all ow the complete development of thi s s ite as propo sed. Any wo rk perfo rmed afte r th e expiration of this permit is not covered , and is considered un auth or ize d. In accordance with Chapter 13 of th e Code of Ordinan ces of th e City of Colleg e Station , measures shall be taken to insure that debris from construction, ero s ion , and sedim entation shall not be deposited in city s tr ee ts, or existing drainage fa cilities. I hereby grant this p ermit for developm ent of an area ou ts ide the sp ecial flood hazard area. A ll deve lopment sh all be in ac nee with th e plan s and sp ec ifica tions submitted to and appro ve d by th e Ci ty Engineer in th e dev ment ermit applica tion for th e ab ove nam ed proj ect and all of th e co des and dinance of th e City o Co tion that apply. Date 12-;>/,-qt) Date Contractor Date Minor __ Amending ~Fmal __ Vacating __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: __ FilingFeeofS200.00. C::H>C c.'h ~~ ;L ~ ;Jf (.,:?~ "\.i Development Permit Application Fee of S 100. O~ (if applicable). "-4 Infrastructure Inspection Fee of $300 .00 (applicable if any public infrastructure is being constructed.). "-" Application completed in full. -- ~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) ~One (1) copy of the approved Prelim.inaiy Plat and/or one {l) Master Plan (if applicable). Paid tax certificates from City of College Station, Braz.os County and College Station I.S.D. ~A copy of the attached checldist with all items checked off or a brief explanation as to why they ar~ not. "" Two (2)copies of public infrastructure plans associated with this plat (if applicable). APPLICATION DATA NAME OF SUBDIVISION Camous-Park Subdivision -~=--~~~~~~~~~~---------------- .SPECIFIED LOCATION OF PROPOSED SUBDIVISION Near Holeman/Welsh intersection, behind School for the Blind with frontage on both Holleman & Welsh Streets APPLICANT/PROJECT MANAGER'S INFORMATION (PrimarY Contact for the Project): Name Blake Cathey Street Address _ _,.6""""3,__,4....,5'---"'S.....,m .... i .... t .... h.___.._R...,,o..,.a"""d=--------City -""""B"-"'e=l=l=-v.:...:1=· l=l=e:;;__ ______ _ State Texas Zip Code 7_7_4_1_8____ E-Mail Address be a they@ f 1 a sh . net Phone Number _ ..... <~4~0~9 ....... ) _2_1~8_-..... 1_2~o~o __ Fax. Number ________________ _ PROPERlY OWNER'S INFORMATION: Name Blake Cathey . Street Address 6 34 5 Smith Road City Bellville State Texas Zip Code 7_7_4_1_8 ___ _ E-Mail Address bca they@f lash. net PhoneNumber (409) 218-1200 Fax.Number ________________ _ ARCIIlTECT OR ENGINEER'S INFORMATION : Name URBAN DSSIGN GROUP (-""'*?) Street Address 909 Southwest Parkway East, . tW E. College Station State Tex a 5 Zip Code 7 7 3 4 a E-Mail Address udgcs@txcyber.com '--...-· Phone Number ( 4 0 9) 6 9 6-9 6 5 3 Fax Number ( 4 0 9 ) 6 9 6 - 9 7 5 2 FINAL PLAT APPi .TCATION 1 of3 ... ·-· ----·-----................... ..,.,. TOTAL ACRES OF SUBDMSION 4 J a 2 ,-----" NUMBER OF LOTS BY ZONING DISTRICT / - R-0-W ACREAGE O • 4 3 5 TOTAL# OF LOTS 2 8 ~"----- 28 /PDDH I -----''-- AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: PDDH /0 .115 I I I -- FLOODPLAIN ACREAGE _......__ __ ff PARKLAND DEDICATION ACREAGE OR FEE AMOUNT ~ (;#~ o ----- A STATEMENT ADDRESSING ANY DIFFERENCES BE1WEEN TIIE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): NONE REQUESTED VARIANCES TO SUBDMSION REGULATIONS & REASON FOR SAME -------- REQUESTED OVERSIZE PARTICIPATION~--------------------- TOTAL LINEAR FOOTAGE OF PROPOSED: 31 0 STREETS 2 30 SIDEWALKS 1041 SANITARYSEWERLINES 1 1 43 WATERLINES CHANNELS ----- 8 9 STORM SEWERS _____ BIKE LANES I PAlHS NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SuBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, co"ect and complete. The undersigned hereby requests approval by th e City of College Station of the above identified final plat. Date SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: Construction of street, drainage. water, and sewer Improvements to serve 28 lot townhome subdivision. ACKNOWLEDGMENTS: l,~~;z:E: ~owner, hereby acknowledge or affirm that: 'The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of C.Ollege Station, Texas City Code. Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this pe · plication, I agree to construct the improvements proposed in this application according to these ts and the requircme C ter 13 of the C.Ollege Station City Code. el C.Ontractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) Alo/ 1;..t Ft.co .D h /!1;eA12-<J ~ A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, , certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the . latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended. Engineer Date C. I, certify that the alterations or development covered by this pennit shall not diminish the flood~ capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of C.Ollege Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. Engineer Date D . I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date C.Onditions or comments as part of approval:--------------------------- .·~'."'"'~"-In accordance with Chapter 13 of the Code of Ordinances of the City of C.Ollege Station, measures shall be taken to insure that debris i. · .from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . '---· All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of C.Ollege Station shall apply. DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: Address: Urban Design Group 909 Southwest Parkway East, Suite E College Station, Texas 77840 Date: December 13, 1999 Phone : ( 409) 696-9653 Fax: (409) 696-9752 We are transmitting the Following for Development Services to review and comment: (Check all that apply.): (J Master Development Plan w/[J Redlines [J Development Permit App. (J Preliminary Plat w/[J Redlin es [J Conditional Use Permit [J Final Plats w/[J Redlin es [J Rezoning Application (J FEMA CLOMA/CLOMP,/LOMA/LOMR w/[J Redlines [J Variance Request ~ Site Plan w/[J Redlines (J Other-Please Specify (J Grading Plan w/O Redlines Revised Construction (J Landscape Plan w/(J Redlin es Plans Phase 1-A (J Irrigation Plan w/O Redlin es With Redlines (J Building Construction Documents w/[J Red lines INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: a" Waterline Construction Documents w/ 8' Redlines 13' Sewerline Construction Documents w/ Gt Redlines (J TxDOT Driveway Permit (J TxDOT Utility Permit EI' Drainage Construction Documents w/ Ga" Redlines 0 Other -Please Specify (J Street Construction Documents w/ (J Redlines [J Easement application with metes & bounds description (J Drainage Letter or Report w/ (J Redlines 0 Fire Flow Analysis w/ (J Redlines Special Instructions: PROJECT: CAMPUS-PARK SUBDMSION Phase 1-A Construction Plans With Redlines 1(0) ~ @ ~ o w ~ m UiJ DEC 1 3 1999 ~ TRANSMITAL LETIER By DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm: Address : Urban Design Group 909 Southwest Parkway East, Suite E College Station, Texas 77840 Date: January 19, 2000 Phone: ( 409) 696-9653 Fax: ( 409) 696-9752 We are transmitting the Following for Development Services to review and comment: (Check all that apply.): a Master Development Plan w/CI Red.lines (J Development Permit App. CJ Preliminary Plat w/(J Redlines 0 Conditional Use Permit 0 Final Plats w/(J Redlin es 0 Rezoning Application a FEMA CLOMA/CLOMP,/LOMA/LOMR w/O Redlines 0 Variance Request 0 Site Plan w/O Redlin es ./ Other-Please Specify 0 Grading Plan w/O Redlin es Revised Construction 0 Landscape Plan w/0 Redlines Plans to be stamped. 0 Irrigation Plan w/O Redlin es Red.lines for Phases (J Building Construction Documents w/O Red lines 1-A. 1-B, and 2 . INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: ./ Waterline Construction Documents w/ ./ Redlines ./ Sewerline Construction Documents w/ ./ Redlines 0 TxDOT Driveway Permit 0 TxDOT Utility Permit ./ Drainage Construction Documents w/ ./ Redlines 0 Other -Please Specify ./ Street Construction Documents w/ ./ Redlines 0 Easement application with metes & bounds description 0 Drainage Letter or Report w/ 0 Redlines 0 Fire Flow Analysis w/ 0 Red.lines Special Instructions: PROJECT: CAMPUS-PARK SUBDMSION Construction Plans to be stamped with Redlines for Phases 1-A. 1-B, and Phase 2 . TRANSMIT AL LEITER TRANSMIT .DOC 03123/99