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Home My WebLink About18 Development Permit 99-290COMMERCE NATIONAL BANK Drainage Report JOB # 99-353 COMMERCE NATIONAL BANK 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 : Commerce National Bank 424 Tarrow , Suite 100 College Station , Texas 77840 August 1999 page 1 COMMERCE NATIONAL BANK 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 JOB # 99-353 COMMERCE NATIONAL BANK Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for COMMERCE NATIONAL BANK , 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 -353 COMMERCE NATIONAL BANK Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location Primary drainage system identified This development lies within the Carter Creek drainage system. The location of the project is shown on the map included in this report. Surrounding developments shown Surrounding developments include the proposed Holiday Inn Express (formerly Shoney 's Inn) to the west , multi-family units to the north , Spring Loop roadway to the east, and University Drive to the south . This development is located within the University Drive Corridor. Local streets. drainage systems shown Spring Creek does not have any storm sewer within the v icinity of the subject tract, although plans for University Park Subdivision show storm sewer was proposed to be constructed in Spring Creek . University Drive currently has storm sewer which the subject tract drains into . B. Description of Property Acreage of project The acreage of the hotel site (Lot 14-A, Block T , Section 2 of the University Park Subdivision) is 2 .02 acres according to the plat. The proposed bank development consists of two lots (Lots 12 and14-B, Block T, Section 2 of the University Park Subdivision) with 0.96 and 0 .50 acres , respectively . Land cover described The ex isting land cover is grassland with sparse oak trees (ranging in size from 16 " -28 "). Primary/secondary systems within property shown No primary or secondary systems are currently on the subject tract. The project will include underground storm sewer and a detention pond that will enter the existing (secondary) storm sewer within University Drive. General description The project consists of a one story 5000 square foot motor bank facility with associated parking , utility , and drainage facilities. JOB # 99-353 COMMERCE NATIONAL BANK 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# 48041 C0142C , 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 storm sewer within University Drive . IV. DRAINAGE DESIGN CRITERIA Any deviation from standards being requested? The depth of the proposed detention pond exceeds the maximum depth requirement in the DPDS. Discussion of site constraints and capacities (streets , existing structures, etc.) Numerous public utilities and easements pose site constraints for the detention pond . In fact , of the 0 .569 acre corner tract , approx imately 20% of it is encumbered with either utilities or easements. The pond (to operate effectively) has to be located at the downstream end of the properties . The pond is shown to be located in a portion of an existing easements . Th application for a license to encroachment has been submitted . Discussion of any applicable previous drainage studies and how this plan will affect it A drainage study previously prepared by Gal indo Engineering for the Hartland Bank/Shoney 's site has been approved by the City . Although referenced to this report , URBAN DESIGN GROUP has not reviewed the previous design or analysis , and makes no assumptions as to the accuracy of the information presented in the report. References to the Galindo report are for compar ison purposes only . As with the Galindo report , the proposed detention pond was designed for the development of the bank site , and developed runoff from the 1. 916 acre hotel site adjacent to the bank . Any off site flow onto the hotel site needs to be addressed by the developer/engineer of the hotel. JOB # 99-35 3 COMMERCE NATIONAL BANK 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 (-) 285.16 286.00 286.50 287 .00 287.50 288 .00 288 .50 289.00 289 .50 290.00 290.50 291.00 Storage (cf) 0 .00 87 436 1437 3006 4879 7013 9496 12327 15464 19036 22956 Storm recurrence intervals used Storage (ac-ft) 0 .000 0 .002 0.010 0.033 0 .069 0 .112 0 .161 0.218 0.283 0.355 0.437 0.527 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 # 99-353 COMMERCE NATIONAL BANK Drainage Report page 7 Hydraulic Criteria Identify capacity of systems used The maximum capacity of the 24 " RCP exiting the detention pond is 46 .14 cfs (see appendix). The amount of flow exiting the pond during the 100 yr storm event is 33.64 cfs . Specify velocities at critical points in system The velocity of the 24" RCP is 14.7 ft/sec which is acceptable (15 ft/sec max) in concrete pipe. Landscaped areas (within the right of way) that do not drain to the pond have slopes and velocities similar to that pre-developed. No runoff velocities 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 (-) 285 .16 285 .50 286 .00 286.50 287.00 287 .50 288.00 288.50 289.00 289 .50 290.00 290 .50 291 .00 Storage (cf) 0 .0 44 87 436 1437 3006 4879 7013 9496 12327 15464 19036 22956 Outflow (cfs) 0 .00 0.46 2 .02 4.22 6.07 7 .51 8.75 9 .80 11 .97 15.98 23 .05 31 .23 39.49 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 # 99-353 COMMERCE NATIONAL BANK 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 prov ided in this report . Are they draining water onto another property owner?-if so . is it where t he 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 University Drive and Spring Loop , ultimately entering the University Drive storm sewer , which is t he 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 spil lway) The detention pond has low flow channels leading to the first outlet. There are four outlets proposed : 15 " opening @ elev 285 .16 , 20 " opening @ elev 286.6 , 20 " opening@ elev 286 .8, and a 12 " opening@ elev 289.90. There is 0.4 ft of freeboard (4.8 ") with the 100 yr storm event. In emergency condit ions , any flows exceeding the 100 yr capacity of the pond and the additional 3136 cubic feet of storage available in the freeboard would overtop the concrete pond walls and flow into University Dr ive (as it would today). Discuss maintenance access and responsibilities Maintenance responsibilities of the proposed detention pond are with the landowner (Commerce National Bank), and would transfer to any new landowners should the facility change ownership . JOB # 99-35 3 COMMERCE NATIONAL BANK Drainage Report Conclusions Verify compliance with DPDS (s igned and sealed cert ification) Provided at beginning of report page 9 Expla in effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining b) Accommodating runoff in existing/proposed easements or ROW discharging into primary system c) Combination of a & b The proposed discharges will be controlled with the detent ion pond and existing public rights of way and easements . The site discharges before and after development are summarized below. Storm QPOND QAREA-D OrorAL QPRE (yr) (cfs) (cfs) (cfs) (cfs) 2 9 .85 0.8 10 .7 10 .8 5 15.07 1.4 16.5 17.6 10 20 .13 1.8 21 .9 22 .6 25 26 .09 2.3 28.4 28.4 50 29 .81 2 .6 32.4 32.4 100 33.64 3 .0 36.6 37.5 In each storm frequency , the post-developed flow was at or below the pre - developed rates . Appendices References (all criteria and technical information used) COCS DPDS Hydrologic computations Provided previously in this report Land use assumptions fo r 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 JOB # 99-35 3 COMMERCE NATIONAL BANK Hydrographs at critical points Attached Hydraulic computations Attached Drainage Report Culvert capacities (headwater and tailwater assumptions) None proposed Storm sewer capacities Attached Street Capacities No streets proposed Storm inlet capac ities (inlet control rating) Open channel design No open channel proposed Detention area/volume capacity/outlet capacity Previously supplied in report Attached Drawings Location map with drainage patterns In report Floodplain map if any attached Drainage plan with topo (existing and proposed with arrows if needed) On construction drawing sheet C3 attached Details of outlet structures On construction drawing sheet C7 attached JOB # 99 -353 page 10 HYDROGRAPHS AT CRITICAL POINTS File Name -commerce Proj . Leader keating Client commerce bank Misc. Note -concept pond 6 Type SCS Desc. pre 2 yr Area 3 .7 ac. Time of Concent . 10 min. Storm Dist Type II Time hr:min 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 11:04 11:07 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 0.1 0.1 0.1 0 .1 0 .1 0.1 0.1 0.1 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 Time hr:min 11:10 11:13 11:16 11:19 11:22 11:25 11:28 11 :31 11:34 11:37 11:40 11:43 11:46 11:49 11:52 11:55 11:58 12:01 12:04 12:07 12:10 12:13 12:16 12:19 12:22 12:25 12:28 12:31 12:34 12:37 12:40 12:43 12:46 12:49 12:52 12:55 12:58 13:01 13:04 13:07 13:10 13:13 13:16 13:19 13:22 Flow cf s 0 .3 0.4 0.4 0.4 0 .4 0 .5 0.5 0.5 0.7 1.1 1. 8 2 .3 2.7 3.2 5.0 7.3 9.1 10.4 10 .8 8.8 5.8 3.8 2 .9 2.5 2.1 1. 7 1. 5 1.4 1.4 1. 3 1.2 1. 2 1.1 1.1 1.1 1. 0 0.9 0.9 0 .9 0.9 0.8 0.8 0 .8 0.8 0.7 Time hr:min 13:25 13:28 13:31 13:34 13:37 13:40 13:43 13:46 13:49 13:52 13:55 13:58 14:01 14:04 14:07 14:10 14:13 14:16 1 4 :19 14:22 14:25 14:28 14:31 14:34 14:37 14:40 14:43 14:46 14:49 14:52 14 :55 14:58 15:01 15:04 15:07 15:10 15:13 15:16 15:19 15:22 15:25 15:28 15 :31 15:34 15:37 Date 09/06/99 Job 99-353 Freq. 2 .0 yrs CN 77 Len 24 hrs Precip . 4.50 Flow cf s 0.7 0.7 0.7 0 .7 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 0.5 0.4 0.4 0 .4 Time hr:min 15:40 15:43 15:46 15:49 15:52 15:55 15:58 16:01 16:04 16:07 16:10 16:13 16:16 16:19 16:22 16:25 16:28 16:31 16:34 16:37 16:40 16:43 16:46 16:49 16:52 16:55 16:58 17:01 17:04 17:07 17:10 17:13 17:16 17:19 17:22 17:25 17:28 17:31 17:34 17:37 17:40 17:43 17:46 17:49 17:52 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 0.4 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 Continued on next page Continued from previous page 17:55 0.3 18:49 0.2 19:43 0.2 20:37 0.1 17:58 0.3 18:52 0.2 19:46 0.2 20:40 0.1 18:01 0.3 18:55 0.2 19:49 0.2 20:43 0.1 18:04 0.3 18:58 0.2 19:52 0.2 20:46 0.1 18:07 0.3 19:01 0.2 19:55 0.2 20:49 0.1 18:10 0.3 19:04 0.2 19:58 0.2 20:52 0.1 18:13 0.3 19:07 0.2 20:01 0.2 20:55 0.1 18:16 0.3 19:10 0.2 20:04 0.2 20:58 0.0 18:19 0.3 19:13 0.2 20:07 0 .2 21:01 0.0 18:22 0.3 19:16 0.2 20:10 0 .2 21:04 0.1 18:25 0.3 19:19 0.2 20:13 0.2 21:07 0.1 18:28 0 .3 19:22 0.2 20:16 0.2 21:10 0.0 18:31 0.3 19:25 0.2 20:19 0.2 21:13 0.0 18:34 0.3 19:28 0 .2 20:22 0.2 21:16 0.1 18:37 0.3 19:31 0.2 20:25 0.1 21:19 0.1 18:40 0 .3 19:34 0.2 20:28 0.1 21:22 0.0 18:43 0.3 19:37 0.2 20:31 0.1 18:46 0 .2 19:40 0 .2 20:34 0.1 Volume of runoff = 0.67 ac. ft. Depth of runoff 2.18 in . File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 5 Type SCS Desc. pre 5 Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 9:21 9:24 9:27 9:30 9:33 9:36 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 Time hr:min 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 11:36 11:39 11:42 11:45 11:48 11:51 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 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 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 1.0 1.1 1.2 1. 8 3.0 4.1 4.8 5.3 7.4 Time hr:min 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 13:51 13:54 13:57 14:00 14:03 14:06 Date 09/06/99 Job 99-353 Freq. 5.0 yrs CN 77 Len 24 hrs Precip. 6.20 Flow cf s 11. 2 14.5 16.6 17.6 15.7 11. 0 7.0 5.1 4.1 3.5 2.9 2.5 2.3 2.2 2.1 1. 9 1.8 1.8 1.8 1.7 1. 6 1. 5 1. 4 1.4 1. 3 1. 3 1.2 1. 2 1.2 1.1 1.1 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 0.8 Time hr:min 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 16:06 16:09 16:12 16:15 16:18 16:21 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 0.8 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 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Continued on next page ontinued from previous page 16:24 0.6 17:18 0.5 18 :12 0.4 19 :06 0.3 16:27 0.6 17:21 0.5 18:15 0.4 19 :09 0.3 16:30 0.6 17:24 0.5 18:18 0.4 19:12 0.3 16:33 0 .6 17:27 0.5 18:21 0.4 19:15 0.3 16:36 0.6 17:30 0.5 18:24 0.4 19:18 0.2 16:39 0.6 17:33 0.5 18:27 0.4 19:21 0.1 16:42 0.6 17:36 0.5 18 :30 0.4 19:24 0.0 16:45 0.6 17:39 0 .5 18:33 0.4 19:27 0.3 16:48 0.6 17:42 0.5 18:36 0.4 19:30 0.2 16:51 0.6 17:45 0.5 18:39 0.4 19:33 0.1 16:54 0.6 17:48 0.5 18:42 0.4 19:36 0.0 16:57 0.6 17:5 1 0 .5 18:45 0.4 19:39 0.3 17:00 0.6 17:54 0 .5 18:48 0.4 19:42 0.2 17:03 0.5 17:57 0.5 18:51 0.4 19:45 0.1 17:06 0.5 18:00 0.4 18:54 0.4 19:48 0.0 17:09 0.5 18:03 0.4 18:57 0.4 1 9:51 0.3 17:12 0.5 18:06 0 .4 19 :00 0.3 17:15 0.5 18:09 0.4 19 :03 0 .3 Volume of runoff = 1. 09 ac. ft . Depth of runoff = 3 .54 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 4 Type SCS Desc. pre 10 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 8:48 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 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 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 11:03 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 0.3 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 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.9 0.9 0.9 Time hr:min 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 13:18 Date 09/06/99 Job 99-353 Freq. 10.0 yrs CN 77 Len 24 hrs Precip. 7.40 Flow cf s 1.0 1.0 1.1 1.1 1.2 1.2 1. 3 1.4 1.5 1.6 2.4 4.0 5.5 6.4 7.1 9.5 14.3 18.6 21. 2 22.6 20.3 14.3 9.1 6.5 5.3 4.4 3.7 3.1 2.9 2.7 2.6 2.4 2.3 2.2 2.2 2.1 2.0 1.8 1.8 1. 7 1. 7 1.6 1.5 1. 5 1. 5 Time hr:min 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 15:21 15:24 15:27 15:30 15:33 Flow cf s 1.4 1.4 1. 3 1. 3 1. 3 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. 0 1. 0 1. 0 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 Continued on next page Co ntinued from previo us page 15:36 0 .9 16:30 0.8 17:24 0 .6 18:18 0.5 15:39 0 .9 16:33 0 .8 17:2 7 0 .6 18:21 0.5 15:42 0.9 16:36 0 .7 17:3 0 0 .6 18:24 0 .5 15:45 0 .9 16:39 0 .7 17:33 0 .6 18:27 0.1 15:48 0 .9 16:42 0 .7 17:36 0.6 18:30 0.5 15:51 0 .8 16:45 0 .7 17 :39 0 .6 18:33 0 .3 15:54 0 .8 16:48 0.7 17:42 0 .6 18:36 0.2 15 :57 0.8 16:51 0 .7 17 :45 0 .6 18:39 0 .1 16:00 0 .8 16:54 0 .7 17 :48 0 .6 18:42 0.4 16:03 0 .8 16:57 0.7 17 :51 0 .6 18:45 0.3 16:06 0 .8 17:00 0 .7 17:54 0 .6 18:48 0.2 16:09 0 .8 17:03 0 .7 17:5 7 0 .6 18:51 0 .1 16:12 0 .8 17:06 0.7 18:00 0 .6 18:54 0.4 16:15 0 .8 17:09 0 .7 18:03 0 .5 18:57 0.3 16:18 0 .8 17:12 0 .7 18:06 0 .5 19:0 0 0.2 16:21 0.8 17:15 0 .7 18:09 0 .5 19:03 0 .0 16:24 0 .8 17:18 0 .6 18 :12 0 .5 16:27 0 .8 17 :21 0.6 18:15 0.5 Volume of runoff = 1. 39 ac . ft . Depth of runoff = 4 .52 in . File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 3 Type SCS Desc. pre 25 yr Area 3.7 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 0.0 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 0.2 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 0.2 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 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 0.7 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 09/06/99 Job 99-353 Freq. 25.0 yrs CN 77 Len 24 hrs Precip. 8.80 Flow cf s 0.7 0.7 0.7 0.8 0.9 0.9 1.0 1.0 1. 0 1.1 1. 2 1. 2 1. 3 1. 3 1.4 1. 5 1. 5 1.6 1. 6 1. 8 1. 9 2.0 2.1 3.1 5.2 7.2 8.3 9.2 11. 9 17.9 23.3 26.6 28.4 26.0 18.5 11. 8 8.3 6.6 5.6 4.6 3.9 3.6 3.4 3.2 3.0 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 Flow cf s 2.8 2.8 2.7 2.6 2.4 2.3 2.2 2.1 2.1 2.0 1. 9 1. 8 1.8 1. 7 1. 7 1. 6 1. 6 1. 5 1.5 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.3 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 1. 2 Continued on next page Continued from previous page 14:57 1. 2 15:51 1.1 16:45 0 .9 17:39 0 .3 15:00 1. 2 15:54 1. 0 16:48 0.9 17:42 0.1 15:03 1. 2 15:57 1. 0 16:51 0.9 17:45 0.7 15:06 1. 2 16:00 1. 0 16:54 0.9 17:48 0.5 15:09 1. 2 16:03 1. 0 16:57 0.9 17:51 0.3 15:12 1. 2 16 :06 1. 0 17:00 0.9 17:54 0.1 15:15 1. 2 16:09 1. 0 17:03 0.8 17:57 0.7 15:18 1.1 16:12 1. 0 17:06 0.8 18:00 0.5 15:21 1.1 16:15 1. 0 17:09 0.8 18:03 0.3 15:24 1.1 16:18 1. 0 17 :12 0.8 18:06 0.1 15:27 1.1 16:21 1. 0 17:15 0.8 18:09 0.7 15:30 1.1 16:24 1. 0 17:18 0.8 18:12 0 .5 15:33 1.1 16:27 0.9 17:21 0.8 18:15 0 .3 15:36 1.1 16:30 0.9 17:24 0.8 18:18 0.1 15:39 1.1 16:33 0.9 17:27 0.8 18:21 0.6 15:42 1.1 16:36 0.9 17:30 0 .8 18:24 0 .4 15:45 1.1 16:39 0.9 17:33 0.8 15:48 1.1 16:42 0.9 17 :36 0.7 Volume of runoff = 1. 75 ac. ft . Depth of runoff = 5 .67 in . File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 2 Type SCS Desc. pre 50 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 7:42 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 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 9:57 Flow cf s 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 0.4 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 0.6 0.6 0.6 0.6 0.6 0.6 Time hr:min 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 12:12 Date 09/06/99 Job 99-353 Freq. 50.0 yrs CN 77 Len 24 hrs Precip. 9.80 Flow cf s 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.9 0.9 0.9 1. 0 1. 0 1.1 1. 2 1.2 1.2 1. 3 1.4 1. 5 1. 5 1.6 1. 7 1. 8 1. 8 1. 9 2.0 2.1 2.3 2.4 2.5 3.5 5.9 8.3 9.7 10.6 13.5 20.1 26.5 30.4 32.4 30.3 22.0 14.0 Time hr:min 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 14:27 Flow cf s 9.7 7.7 6.5 5.3 4.5 4.1 3.8 3.7 3.4 3.2 3.1 3.1 3.0 2.8 2.6 2.5 2.4 2.4 2.2 2.1 2.1 2.0 2.0 1. 9 1. 8 1.8 1. 8 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 1. 5 Continued on next page Continued from previous page 14:30 1. 5 15:24 1. 3 16:18 1.1 17:12 0.9 14:33 1.5 15:27 1.3 16:21 1.1 17:15 0.6 14:36 1.5 15:30 1. 3 16:24 1.1 17:18 0.4 14:39 1. 5 15:33 1. 3 16:27 1.1 17:21 0.2 14:42 1.4 15:36 1.3 16:30 1.1 17:24 0.8 14:45 1.4 15:39 1. 2 16:33 1.1 17:27 0.6 14:48 1.4 15:42 1. 2 16:36 1.1 17:30 0 .4 14:51 1.4 15:45 1. 2 16:39 1. 0 17:33 0.1 14:54 1.4 15:48 1. 2 16 :42 1. 0 17:36 0.8 14 :57 1.4 15:51 1. 2 16:45 1. 0 17:39 0.6 15:00 1.4 15:54 1. 2 16:48 1. 0 17:42 0.3 15:03 1.4 15:57 1. 2 16:51 1. 0 17:45 0.1 15:06 1.4 16:00 1. 2 16:54 1. 0 17:48 0.8 15:09 1.4 16:03 1. 2 16:57 1. 0 17:51 0.6 15:12 1.3 16:06 1. 2 17:00 1. 0 17:54 0.3 15:15 1.3 16:09 1.1 17 :03 1. 0 17:57 0.1 15:18 1. 3 16:12 1.1 17:0 6 0 .9 15 :21 1.3 16:15 1.1 17:09 0.9 Vo lume of runoff = 2.00 ac. ft. Depth of runoff = 6.49 in . File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 1 Type SCS Desc. pre 100 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 7:00 7:03 7:06 7:09 7:12 7:15 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 0.2 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 7:18 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 9:21 9:24 9:27 9:30 Flow cf s 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 0.5 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 Time hr:min 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 11:36 11:39 11:42 11:45 Date 09/06/99 Job 99-353 Freq. 100.0 yrs CN 77 Len 24 hrs Precip. 11.00 Flow cf s 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1. 0 1.1 1.1 1.1 1. 2 1. 3 1.4 1. 4 1. 5 1. 5 1. 6 1. 7 1. 8 1. 8 1.9 2.0 2.1 2.2 2.3 2.4 2.6 2.7 2.9 3.0 4.4 7.4 10.1 11. 6 Time hr:min 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 13:51 13:54 13:57 14:00 Flow cf s 12.7 16.6 24.6 31. 5 35.6 37.5 33.8 23.8 15.1 10.7 8.6 7.2 6.0 5.0 4.6 4.4 4.2 3.9 3.7 3.6 3.5 3.4 3.1 2.9 2.8 2.8 2.7 2.5 2.4 2.3 2.3 2.2 2.1 2.1 2.0 2.0 1. 9 1. 9 1. 9 1. 9 1. 9 1.8 1.8 1. 8 1.8 Continued on next page Continued from previous page 14:03 1. 8 14:57 1. 6 15:51 1.4 16:45 1. 2 14:06 1. 8 15:00 1. 6 15:54 1.4 16:48 0.8 14:09 1. 8 15:03 1. 6 15:57 1.4 16:51 0.5 14:12 1. 8 15:06 1. 6 16:00 1.3 16:54 0.2 14:15 1. 8 15:09 1. 5 16:03 1. 3 16:57 1. 0 14:18 1. 7 15:12 1. 5 16:06 1.3 17:00 0.8 14:21 1. 7 15:15 1. 5 16:09 1. 3 17:03 0.5 14:24 1. 7 15:18 1. 5 16:12 1. 3 17:06 0.2 14:27 1. 7 15:21 1. 5 16:15 1. 3 17:09 1. 0 14:30 1. 7 15:24 1. 5 16:18 1. 3 17:12 0.7 14:33 1. 7 15:27 1. 5 16:21 1. 3 17:15 0.4 14:36 1. 7 15:30 1. 5 16:24 1. 2 17:18 0.1 14:39 1. 7 15:33 1.4 16:27 1. 2 17:21 1. 0 14:42 1. 6 15:36 1.4 16:30 1. 2 17:24 0.7 14:45 1. 6 15:39 1.4 16:33 1. 2 17:27 0.4 14:48 1.6 15:42 1.4 16:36 1. 2 17:30 0.1 14:51 1. 6 15:45 1.4 16:39 1. 2 14:54 1. 6 15:48 1. 4 16:42 1. 2 Volume of runoff = 2.29 ac. ft. Depth of runoff 7.44 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 12 Type SCS Desc. post 2 yr Area 3.7 ac. Time of Concent. 10 min . Storm Dist Type II Time hr:min 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 5:12 5:15 5:18 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 .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 Time hr:min 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 7:27 7:30 7:33 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 0.2 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 7:36 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 9:42 9:45 9:48 Date 09/06/99 Job 99-353 Freq . 2.0 yrs CN 94 Len 24 hrs Precip. 4.50 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 0.3 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 Time hr:min 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 11:57 12:00 12:03 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 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.9 1. 0 1. 0 1. 0 1. 0 1.1 1.1 1. 2 1. 2 1. 2 1. 3 1.4 1.5 1. 6 2.4 3.9 5.1 5.7 6.2 8.2 11. 8 14.7 16.3 16.8 Continued on next page Continued from previous page 12:06 14.6 13:00 1.2 13:54 0.8 14:48 0.7 12:09 10.1 13:03 1. 2 13:57 0.8 14:51 0.3 12:12 6.4 13:06 1. 2 14:00 0.8 14:54 0.1 12:15 4.6 13:09 1.1 14:03 0.8 14:57 0.7 12:18 3.7 13:12 1. 0 14:06 0.8 15:00 0.5 12:21 3.1 13:15 1. 0 14:09 0.8 15:03 0.3 12:24 2.5 13:18 1. 0 14:12 0.8 15:06 0.1 12:27 2.2 13:21 1. 0 14:15 0.8 15:09 0.6 12:30 2 .0 13:24 0 .9 14:18 0.8 15:12 0.5 12:33 1. 9 13:27 0.9 14:21 0.8 15:15 0 .3 12:36 1. 8 13:30 0 .9 14:24 0.8 15:18 0.1 12:39 1. 7 13:33 0 .9 14:27 0.8 15:21 0.6 12:42 1. 6 13:36 0.8 14:30 0.7 15:24 0.4 12:45 1. 5 13:39 0.8 14:33 0.7 15:27 0.3 12:48 1. 5 13:42 0.8 14:36 0.7 15:30 0.1 12:51 1. 5 13:45 0 .8 14:39 0.7 15:33 0.6 12:54 1. 3 13:48 0.8 14:42 0.7 12:57 1.3 13:51 0.8 14:45 0.7 Volume of runoff = 1. 01 ac . ft . Depth of runoff = 3.27 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 11 Type SCS Desc . post 5 Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 4:30 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 .1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0.1 0 .1 0 .1 0 .1 0 .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 Time hr:min 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 6:45 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 0.2 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 Time hr:min 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 8:48 8:51 8:54 8:57 9:00 Date 09/06/99 Job 99-353 Freq. 5.0 yrs CN 94 Len 24 hrs Precip. 6.20 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 .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 0.5 0.5 0 .5 0 .5 0.5 0.5 0.5 0.5 Time hr:min 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 Flow cf s 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 .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 1.0 1. 0 1.1 1. 2 1. 2 1. 2 1. 3 1. 3 1.4 1.5 1.5 1.5 1.6 1.7 1. 7 Continued on next page Continued from previous page 11:18 1. 8 12:12 8.8 13:06 1. 6 14:00 1.1 11:21 1. 8 12:15 6.4 13:09 1. 5 14:03 1.1 11:24 2.0 12:18 5.1 13:12 1.4 14:06 1.1 11:27 2.1 12:21 4.3 13:15 1. 4 14:09 1.1 11:30 2.1 12:24 3.5 13:18 1. 4 14:12 0.7 11:33 2.3 12:27 3.0 13:21 1. 3 14:15 0.4 11:36 3.5 12:30 2.8 13:24 1. 3 14:18 0.2 11:39 5.7 12:33 2.6 13:27 1. 2 14:21 1. 0 11:42 7 .4 12:36 2.5 13:30 1. 2 14:24 0.7 11:45 8.2 12:39 2.3 13:33 1. 2 14:27 0.4 11:48 8.9 12:42 2.2 13:36 1. 2 14:30 0.1 11:51 11. 9 12:45 2.2 13:39 1. 2 14:33 1. 0 11:54 17 .0 12:48 2.1 13:42 1. 2 14:36 0.7 11:57 21. 0 12:51 2.0 13:45 1. 2 14: 39 0.4 12:00 23.0 12:54 1. 9 13:48 1.2 14:42 0.1 12:03 23 .5 12:57 1. 8 13 :51 1.1 14:45 0.9 12:06 20.3 13:00 1. 7 13:54 1.1 12:09 13 .9 13:03 1. 7 13:57 1.1 Volume of runoff = 1.40 ac. ft . Depth of runoff = 4.53 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 --------------------------------------------------------------------------------10 Type SCS Desc. post 10 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Freq. 10.0 yrs CN 94 Len 24 hrs Precip. 7.40 ------------------------------------------~------------------------------------~ Time hr:min 2:00 2:03 2:06 2:09 2:12 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 Flow cf s 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 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 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 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 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 0.3 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 Time hr:min 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 8:36 8:39 8:42 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 0.4 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 Time hr:min 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 10:51 10:54 10:57 Continued on next page Flow cf s 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8 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 0.9 1.0 1.0 1. 0 1.1 1.1 1. 2 1. 2 1. 2 1. 3 1.4 1. 5 1. 5 1. 5 1. 6 1. 7 Continued from previous page 11:00 1. 8 11:54 18 .6 12:48 2.5 13:42 1. 5 11:03 1. 8 11:57 24.1 12:51 2.5 13 :45 1. 5 11:06 1. 8 12:00 27.1 12:54 2.3 13:48 1.4 11:09 2.0 12:03 28.4 12:57 2.1 13:51 1.4 11:12 2 .0 12:06 26.4 13:00 2.0 13:54 1. 4 11:15 2.1 12:09 19.2 13:03 2.0 13:57 0.9 11:18 2 .1 12:12 12.2 13:06 1. 9 14:00 0 .6 11:21 2.2 12:15 8.3 13:09 1. 8 14:03 0.2 11:24 2 .4 12:18 6.5 13:12 1. 7 14:06 1. 3 11:27 2.5 12:21 5 .5 13 :15 1. 7 14:09 0.9 11:30 2 .6 12:24 4.5 13:18 1. 7 14:12 0.5 11:33 2.7 12:27 3.8 13 :21 1. 6 14:15 0 .2 11:36 3.6 12:30 3.4 13:24 1. 5 14:18 1. 2 11:39 6.1 12:33 3.2 13 :27 1. 5 14:21 0 .9 11:42 8.5 12:36 3.1 13:30 1. 5 14:24 0.5 11:45 9.8 12:39 2 .9 13:33 1. 5 14:27 0.1 11:48 10.5 12:42 2 .7 13:36 1. 5 11:51 12.9 12:45 2 .6 13:39 1. 5 Volume of runoff = 1.68 ac . ft. Depth of runoff = 5.44 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 9 Type SCS Desc. post 25 Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 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 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 0.2 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 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 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 Flow cf s 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 0.3 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 Time hr:min 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 8:12 8:15 8:18 8:21 8:24 Date 09/06/99 Job 99-353 Freq. 25.0 yrs CN 94 Len 24 hrs Precip. 8.80 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 0.5 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 0.7 0.7 0.7 Time hr:min 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 10:27 10:30 10:33 10:36 10:39 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 0.9 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 1.1 1.1 1.1 1.1 1.1 1.1 1. 2 1. 2 1. 2 1. 2 1.3 1.4 1.4 1.4 1. 5 1. 6 Continued on next page Continued from previous page 10:42 1. 7 11:36 4 .9 12:3 0 4.0 13:24 1. 7 10:45 1. 8 11:39 8.1 12:33 3.8 13:27 1. 7 10 :48 1. 8 11:42 10.7 12:36 3.6 1 3:30 1. 7 10:51 1. 9 11:45 12.0 12:39 3.4 13:33 1. 6 10:54 2.0 11:48 12.9 12:42 3.2 13:36 1. 6 10:57 2.1 11:51 16.8 12:45 3.1 13:39 1. 6 11:00 2.2 11:54 24.1 12:48 3.0 13:42 0.6 11:0 3 2.2 11:57 3 0 .0 12:51 2.9 13:45 0.2 11:06 2.3 12:00 33.0 12:54 2 .7 13:48 1.4 11:09 2.4 12:03 34.0 12:57 2.5 13:51 1. 0 11:12 2.5 12:0 6 29.8 13:0 0 2 .4 13:54 0.6 11:15 2.6 12:09 20 .7 13:03 2 .4 13:57 0.2 11:18 2 .6 12:12 13.1 13:06 2.3 14:00 1.4 11:21 2.7 12:15 9.3 13:09 2.2 14:03 1. 0 11:24 2.9 12:18 7 .4 13:12 1. 9 14:06 0.6 11:27 3.1 12:21 6.2 13:15 1. 7 14:09 0 .2 11:30 3.2 12:24 5.1 13:18 1. 7 11:33 3.4 12:27 4.4 13:21 1. 7 Volume of runoff = 1. 99 ac . ft . Depth of runoff 6.45 in . File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 8 Type SCS Desc. post 50 Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 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 Flow cf s 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 0.2 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 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 5:42 5:45 5:48 5:51 5:54 5:57 6:00 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 0.4 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 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time hr:min 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 8:12 8:15 Date 09/06/99 Job 99-353 Freq. 50.0 yrs CN 94 Len 24 hrs Precip. 9.80 Flow cf s 0.4 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 0.6 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 0.6 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 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 10:27 10:30 Flow cf s 0.8 0.8 0.8 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 1. 0 1.0 1. 0 1. 0 1. 0 1.1 1.1 1.1 1.1 1.1 1.1 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 3 1. 3 1. 3 1.4 1.4 1. 5 1.6 1. 6 Continued on next page Continued from previous page 10:33 1. 6 11:27 3.5 12:21 6.9 13:15 2.2 10:36 1. 7 11:30 3.6 12:24 5 .7 13:18 2.2 10:39 1. 8 11:33 3.8 12:27 4 .9 13 :21 2 .1 10:42 2.0 11:36 5.6 12:30 4 .4 13:24 2 .1 10:45 2 .0 11:39 9.1 12:33 4.2 13 :27 2.1 10:48 2.0 11:42 12.0 12:36 4.0 13:30 2.1 10:51 2.1 11:45 13.4 12:39 3.7 13:33 2.1 10:54 2 .3 11:48 14.5 12:42 3.5 13:36 1.9 10:57 2.4 11:51 18.8 12 :45 3.4 13:39 1.3 11:00 2 .4 11:54 27.0 12:48 3.4 13:42 0.8 11:03 2.5 11 :57 33.5 12:51 3.2 13:45 0.3 11:06 2.6 12:00 36.8 12:54 3.0 13:48 1. 8 11:09 2.7 12:03 37.9 12:57 2.8 13:51 1. 3 11:12 2.8 12:06 33.2 13:00 2.7 13:54 0.8 11:15 2.9 12:09 23.0 13:03 2.6 13:57 0.2 11:18 2.9 12:12 14 .5 13:06 2.2 14:00 1. 8 11:21 3.0 12:15 10.3 13:09 2.2 11 :24 3.3 12:18 8 .3 13:12 2.2 Volume of runoff = 2.23 ac. ft . Depth of runoff 7.23 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 7 Type SCS Desc. post 100 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Date 09/06/99 Job 99-353 Freq. 100.0 yrs CN 94 Len 24 hrs Precip. 11.00 ------------------------~-------------------------------------.------------------Time hr:min 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 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 Flow cf s 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 0.2 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 Time hr:min 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 5:42 5:45 5:48 5:51 Flow cf s 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 0.5 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 Time hr:min 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 7:57 8:00 8:03 8:06 Flow cf s 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 0.7 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 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 Time hr:min 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 10:15 10:18 10:21 Continued on next page Flow cf s 0.8 0.8 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. 0 1. 0 1. 0 1. 0 1. 0 1.1 1.1 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 2 1. 3 1. 3 1. 3 1. 4 1.4 1. 4 1.4 1.4 1. 4 1.4 1. 5 1. 5 1. 5 1. 5 1. 6 Continued from previous page 10:24 1. 7 11:18 3.3 12:12 17.1 13:06 2.1 10:27 1. 8 11:21 3 .4 12:15 11. 9 13:09 2.1 10:30 1. 8 11:24 3.7 12:18 9.5 13:12 2.1 10 :33 1. 8 11:27 3.9 12:21 8 .0 13:15 2.1 10:36 1. 9 11:30 4.0 12:24 6.6 13:18 2.1 10:39 2.1 11:33 4.2 12:27 5.5 13:21 2.1 10:42 2.2 11:36 6.0 12:30 5.0 13:24 2.1 10:45 2.3 11:39 9.9 12:33 4.8 13:27 1. 8 10:48 2.3 11:42 13.3 12:36 4.5 13:30 1.3 10:51 2.4 11:45 15.0 12:39 4.2 13:33 0 .8 10:54 2.6 11:48 16.2 12:42 4.0 13:36 0 .3 10:57 2.7 11:51 20.4 12:45 3.9 13:39 1. 8 11:00 2.8 11:54 29.5 12:48 3.8 13:42 1.3 11:0 3 2.8 11:57 37.2 12:51 3.7 13:45 0.7 11:0 6 2.9 12:00 41. 2 12:54 3 .4 13:48 0.2 11:09 3.0 12:03 42.8 12:57 3.0 13:51 1. 7 11:12 3.2 12:06 3 8 .4 13:0 0 2.2 11:15 3.2 12:09 2 7 .1 13:03 2.2 Volume of runoff = 2.48 ac. ft. Depth o f runoff 8.04 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 13 Type SCS Desc. post 2yr off Area 0.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 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 Time hr:min 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 11:04 11:07 11:10 11:13 11:16 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 Time hr:min 11:19 11:22 11:25 11:28 11:31 11:34 11:37 11:40 11:43 11:46 11:49 11:52 11:55 11:58 12:01 12:04 12:07 12:10 12:13 12:16 12:19 12:22 12:25 12:28 Date 09/06/99 Job 99-353 Freq. 2.0 yrs CN 77 Len 24 hrs Precip. 4.50 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.4 0.6 0.7 0.8 0.8 0.7 0.4 0.3 0.2 0.2 0.2 0.1 0.1 Time hr:min 12:31 12:34 12:37 12:40 12:43 12:46 12:49 12:52 12:55 12:58 13:01 13:04 13:07 13:10 13:13 13:16 13:19 13:22 13:25 13:28 13:31 13:34 13:37 13:40 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 0.0 0.0 Volume of runoff = 0.04 ac. ft. Depth of runoff = 1.49 in. --------------------------------------------------------------------------------File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 --------------------------------------------------------------------------------14 Type SCS Desc. post 5 yr off Area 0.3 ac. Time of Concent. 10 min. Freq. 5.0 yrs CN 77 Len 24 hrs Precip. 6.20 Storm Dist Type II ------------------------------------------------------------------------.--------Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s --------------------------------------------------------------------------------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 9:21 9:24 9:27 9:30 9:33 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 11:36 11:39 11:42 11:45 Volume of runoff = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.3 0.4 0.08 ac. ft. 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 13:51 13:54 13:57 0.4 0.6 0.9 1.1 1. 3 1.4 1. 2 0.8 0.5 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 16:06 16:09 Depth of runoff = 3.31 in. 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 15 Type SCS Desc. post 10 yr off Area 0.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 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 8:48 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 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 11:03 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 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 13:18 Date 09/06/99 Job 99-353 Freq. 10.0 yrs CN 77 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 0.2 0.3 0.4 0.5 0.6 0.8 1. 2 1. 5 1. 7 1. 8 1. 6 1. 2 0.7 0.5 0.4 0.4 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 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 15:21 15:24 15:27 15:30 15:33 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 Continued on next page Continued from previous page 15:36 0.1 16:06 0.1 16 :36 0.1 17:06 0.1 15:39 0.1 16:09 0.1 16:39 0.1 17:09 0.1 15:42 0.1 16:12 0.1 16:42 0.1 17:12 0.1 15:45 0.1 16:15 0.1 16:45 0.1 17:15 0.1 15:48 0.1 16:18 0.1 16:48 0.1 17:18 0.1 15:51 0.1 16:21 0.1 16:51 0.1 17:21 0.1 15:54 0.1 16:24 0.1 16:54 0.1 17:24 0.1 15:57 0.1 16:27 0.1 16:57 0.1 17:27 0.1 16:00 0.1 16:30 0.1 17:00 0.1 17:30 0.1 16:03 0.1 16:33 0.1 17:03 0.1 17:33 0.0 Volume of runoff = 0.11 ac. ft. Depth of runoff = 4.50 in. --------------------------------------------------------------------------------File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 --------------------------------------------------------------------------------16 Type SCS Desc. post 25 yr off Area 0.3 ac. Time of Concent. 10 min. Freq. 25.0 yrs CN 77 Storm Dist Type II Len 24 hrs Precip. 8.80 -------~------------------------------------------------------------------------Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s --------------------------------------------------------------------------------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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 .0 .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 0.4 0.6 0.7 0.7 1.0 1. 5 1.9 2.2 2.3 2.1 1. 5 1. 0 0.7 0.5 0.5 0.4 0.3 0.3 0.3 0.3 0.2 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 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Continued from previous page 14:57 0.1 15:51 0.1 16 :45 0.1 17:39 0.0 15:00 0.1 15:54 0.1 16:48 0.1 17:42 0.0 15:03 0.1 15:57 0.1 16:51 0.1 17:45 0.1 15:06 0.1 16:00 0.1 16:54 0.1 17:48 0.0 15:09 0.1 16:03 0.1 16:57 0.1 17:51 0.0 15:12 0.1 16:06 0.1 17:00 0.1 17:54 0.0 15 :15 0.1 16:09 0.1 17:03 0.1 17:57 0 .1 15 :18 0.1 16:12 0.1 17:06 0.1 18:00 0.0 15:21 0.1 16:15 0.1 17:09 0.1 18:03 0.0 15:24 0.1 16:18 0 .1 17:12 0.1 18:06 0.0 15:27 0.1 16:21 0.1 17:15 0.1 18:09 0.1 15:30 0.1 16:24 0.1 17:18 0.1 18:12 0.0 15:33 0.1 16:27 0.1 17:21 0.1 18:15 0.0 15:36 0.1 16:30 0.1 17:24 0.1 18:18 0.0 15:39 0.1 16:33 0.1 17:27 0.1 18:21 0.1 15:42 0.1 16:36 0.1 17:30 0.1 18:24 0.0 15:45 0.1 16:39 0.1 17:33 0.1 15:48 0.1 16:42 0.1 17:36 0.1 Volume of runoff = 0.14 ac. ft. Depth of runoff = 5.57 in. File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 ------------------------------------------------------------------------------- 17 Type SCS Desc. post 50 yr off Area 0.3 ac. Time of Concent. 10 min. Storm Dist Type II Freq. 50.0 yrs CN 77 Len 24 hrs Precip. 9.80 -------------------------------------------------------------------------------- Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s -------------------------------------------------------------------------------- 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 7:42 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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:{)0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .·O 0.0 0.0 0.0 0.0 0.0 O.D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0. {) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 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 12:12 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.3 0.5 0.7 0.8 0.9 1.1 1. 6 2.2 2.5 2.6 2.5 1. 8 1.1 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 14:27 Continued on next page 0.8 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 ,1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 HYDRAULIC · COMPUTATIONS *** ROUTING OF HYDROGRAPH # 12 *** File Name -pond-Pl Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 RESERVOIR OUTFLOW CONTROL STRUCTURES -------------------------------------------------·------------------------------- Horz Pipe Elev Diameter in in No. 1 285.16 15 1 2 288.60 20 1 3 288.80 20 1 4 289.90 12 1 No. Elev Storage Outflow No. Elev Storage Outflow -------------------------------------------------------------------------------- 1 285.16 0.000 0.00 8 288.50 2 285.50 0.001 0.46 9 289.00 3 286.00 0.002 2.02 10 289.50 4 286.50 0.010 4.22 11 290.00 5 287.00 0.033 6.07 12 290.50 6 287.50 0.069 7.51 13 291.00 7 288.00 0.112 8.75 Routing of Hydrograph # 12 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 12 Type SCS Desc. post 2 yr Area 3.7 ac. Time of Concent . 10 min. Storm Dist Type II Date 09/06/99 Inflow H'graph : post 2 yr Time Inf low Storage hr:rnin cfs ~c ft Elevation feet 0.161 9.80 0.218 11.97 0.283 15.98 0.355 23.05 0.437 31. 23 0.527 39.49 Date 09/06/99 Job 99-353 Freq . 2.0 yrs CN 94 Len 24 hrs Precip. 4 .50 Outflow cfs (Tot) Page 01 Outflow cf s (Part) ----------------------------------------------------------------------------- 3:06 0.0 0.0000 285.16 0.00 0.00 3:11 0.0 ·O. 0000 285.16 0.00 0.00 3:16 0 .0 0.0000 285.16 0.00 0.00 3:21 0.0 0.0000 285.16 0.00 0.00 3:26 0 .0 0.0000 285.16 0.00 0.00 3:31 0 .0 0.0000 285.16 0.00 0.00 3:36 0 .0 0.0000 285.16 0.00 0.00 3:41 0.0 0.0000 285.16 0.00 0.00 3:46 0 .0 0.0000 285.16 0.00 0.00 0.0000 ac.ft . have entered the pond . 0.0000 ac .ft. 0.00%) have e x ited. Date 09/06/99 Page 0 2 Inf low H'graph: post 2 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:51 0.0 0.0000 285.16 0.00 0.00 3:56 0.0 0.0000 285.16 0.00 0.00 4:01 0.1 0.0001 285.20 0.07 0.07 4:06 0.1 0.0002 285.22 0.11 0.11 4:11 0.1 0.0002 285.21 0.10 0.10 4:16 0.1 0.0002 285.21 0.10 0.10 4:21 0.1 0.0002 285.21 0.10 0.10 4:26 0.1 0.0002 285.21 0.10 0.10 4:31 0.1 0.0002 285.21 0.10 0.10 4:36 0.1 0.0002 285.21 0.10 0.10 4:41 0.1 0.0002 285.21 0.10 0.10 4:46 0.1 0.0002 285.21 0.10 0.10 4:51 0.1 0.0002 285.21 0.10 0.10 4:56 0.1 0.0002 285.21 0.10 0.10 5:01 0.1 0.0002 285.21 0.10 0.10 5:06 0.1 0.0002 285.21 0.10 0.10 5:11 0.1 0.0002 285.21 0.10 0.10 5:16 0.1 0.0002 285.21 0.10 0.10 5:21 0.1 0.0002 285.21 0.10 0.10 5:26 0.1 0.0002 285.21 0.10 0.10 5:31 0.1 0.0002 285.21 0.10 0.10 5:36 0.1 0.0002 285.21 0.10 0.10 5:41 0.1 0.0002 285.21 0.10 0.10 5:46 0.1 0.0002 285.21 0.10 0.10 5:51 0.1 0.0002 285.21 0.10 0.10 5:56 0.1 0.0002 285.21 0.10 0.10 6:01 0.1 0.0.002 285.21 0.10 0.10 6:06 0.1 0.0002 285.21 0.10 0.10 6:11 0.1 0.0002 285.21 0.10 0.10 6:16 0.2 0.0003 285.26 0.16 0.16 6:21 0.2 0.0004 285.29 0.21 0.21 6:26 0.2 0.0004 285.29 0.20 0.20 6:31 0.2 0.0004 285.29 0.20 0.20 6:36 0.2 0.0004 285.29 0.20 0.20 6:41 0.2 0.0004 285.29 0.20 0.20 6:46 0.2 0.0004 285.29 0.20 0.20 6:51 0.2 0.0004 285.29 0.20 0.20 6:56 0.2 0.0004 285.29 0.20 0.20 7:01 0.2 0.0004 285.29 0.20 0.20 7:06 0.2 0.0004 285.29 0.20 0.20 7:11 0.2 0.0004 285.29 0.20 0.20 7:16 0.2 0.0004 285.29 0.20 0.20 7:21 0.2 0.0004 285.29 0.20 0.20 7:26 0.2 0.0004 285 .29 0.20 0.20 7:31 0.2 0.0004 285.29 0.20 0.20 7:36 0 .2 0.0004 285.29 0.20 0.20 7:41 0.2 0.0004 285.29 0.20 0.20 7:46 0.2 0.0004 285.29 0.20 0.20 0.0440 ac .ft. have entered the pond. 0.0436 ac.ft. (99.11%) have exited. Date 09/06/99 Page 03 Inf low H'graph: post 2 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 7:51 0.2 0.0004 285.29 0.20 0.20 7:56 0.2 0 .0004 285.29 0.20 0.20 8:01 0.2 0.0004 285.29 0.20 0.20 8:06 0.2 0.0004 285.29 0.20 0.20 8:11 0.2 0.0004 285.29 0.20 0.20 8:16 0.3 0.0005 285.34 0.26 0.26 8:21 0.3 0.0006 285.38 0.31 0.31 8:26 0 .3 0.0006 285.37 0.30 0.30 8:31 0.3 0.0006 285.37 0.30 0.30 8:36 0.3 0.0006 285.37 0.30 0.30 8:41 0.3 0.0006 285.37 0.30 0.30 8:46 0.3 0.0006 285.37 0.30 0.30 8:51 0.3 0 .0006 285.37 0.30 0.30 8:56 0.3 0.0006 285.37 0.30 0.30 9:01 0.3 0.0006 285.37 0.30 0.30 9:06 0.3 0.0006 285.37 0.30 0.30 9:11 0.4 0.0008 285.44 0.38 0.38 9:16 0.4 0 .0009 285.46 0.40 0.40 9:21 0.4 0 .0009 285.45 0.40 0.40 9:26 0 .4 0.0009 285.45 0.40 0.40 9:31 0.4 0.0009 285.45 0.40 0.40 9:36 0.4 0.0009 285.45 0.40 0.40 9:41 0.4 0.0009 285.45 0.40 0.40 9:46 0.4 0.0009 285.45 0.40 0.40 9:51 0.5 0.0009 285.48 0.44 0.44 9:56 0.5 0.0011 285.54 0.53 0.53 10:01 0.5 0.0010 285.51 0.49 0.49 10:06 0.5 0.0010 285.52 0.51 0.51 10:11 0.5 0.0010 285.52 0.50 0.50 10:16 0.5 0.0010 285.52 0.50 0.50 10:21 0.5 0.0010 285.52 0.50 0.50 10:26 0.6 0.0012 285.58 0.61 0.61 10:31 0.6 0.0011 285.57 0.60 0.60 10:36 0.7 0.0012 285.60 0.65 0.65 10:41 0.8 0.0013 285.64 0.75 0.75 10:46 0.8 0.0013 285.67 0.82 0 .82 10:51 0.8 0.0013 285.65 0.78 0.78 10:56 1. 0 0.0014 285.71 0.95 0.95 11:01 1. 0 0.0015 285.74 1. 03 1. 03 11:06 1. 0 0.0014 285.72 0.98 0.98 11:11 1.1 0.0015 285.77 1.13 1.13 11:16 1. 2 0.0016 285.78 1.16 1.16 11:21 1. 2 0.0016 285.80 1. 23 1. 23 11:26 1. 4 0.0017 285.83 1. 32 1. 32 11:31 1. 5 0 .0018 285.88 1. 54 1. 54 11:36 2.4 0.0020 286.00 2.03 2.03 11:41 4.7 0.0076 286.35 3.58 3.58 11:46 5.9 0.0159 286.63 4.74 4.74 0.2837 ac.ft. have entered the pond. 0 .26 78 ac.ft. (94.38 %) have exited. Date 09/06 /99 Page 04 Inf low H'graph: post 2 yr Time Inflow Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 11:51 8.2 0.0265 286.86 5.65 5.65 11:56 13.7 0.0590 287.36 7.14 7.14 12:01 16.5 0.1106 287.98 8.72 8.72 12:06 14.6 0.1577 288.47 9.74 9.74 12:11 7.6 0.1656 288.54 9.88 9.88 12:16 4.3 0.1380 288.27 9.33 9.33 12:21 3.1 0 .1017 287.88 8.48 8.48 12:26 2.3 0.0653 287.45 7.38 7.38 12:31 2.0 0.0334 287.01 6.09 6.09 12:36 1. 8 0.0107 286.51 4.28 4.28 12:41 1. 6 0.0019 285.93 1. 71 1. 71 12:46 1. 5 0 .0017 285.86 1.44 1.44 12:51 1. 5 0.0018 285.89 1. 55 1. 55 12:56 1.3 0.0016 285.80 1. 22 1. 22 13:01 1. 2 0.0016 285.81 1. 27 1. 27 13:06 1. 2 0 .0016 285.78 1.15 1.15 13:11 1. 0 0.0015 285.76 1. 09 1. 0 9 13:16 1. 0 0.0014 285.71 0.94 0.94 13:21 1. 0 0.0015 285.74 1. 04 1. 04 13:26 0.9 0.0014 285.68 0.86 0.86 13:31 0.9 0.0014 285.71 0.93 0.93 13:36 0.8 0.0013 285.67 0.83 0.83 13:41 0.8 0.0013 285.65 0.78 0.78 13:46 0.8 0.0013 285.67 0.81 0.81 13:51 0.8 0.0013 285.66 0.79 0.79 13:56 0.8 0.0013 285.66 0.81 0.81 14:01 0.8 0.0013 285.66 0.80 0.80 14:06 0.8 0.0013 285.66 0.80 0.80 14:11 0.8 0.0013 285.66 0.80 0.80 14:16 0.8 0.0013 285.66 0.80 0.80 14:21 0.8 0.0013 285.66 0.80 0.80 14:26 0.8 0.0013 285.66 0.80 0.80 14: 31 0.7 0.0013 285.63 0.72 0 .72 14:36 0.7 0.0012 285.62 0.69 0.69 14:41 0.7 0.0012 285.62 0.71 0.71 14:46 0.7 0.0012 285.62 0.70 0.70 14:51 0.3 0.0011 285.53 0.52 0.52 14:56 0.5 0.0003 285.27 0.18 0.18 15:01 0.4 0.0012 285.62 0.70 0.70 15:06 0.1 0.0002 285.23 0.13 0.13 15:11 0.5 0.0010 285.52 0.50 0.50 15:16 0.2 0.0008 285.43 0.36 0.36 15:21 0.6 0.0005 285.34 0.26 0.26 15:26 0.3 0.0010 285.51 0.49 0.49 15:31 0.3 0.0003 285 .26 0.17 0.17 15:36 0.0 -0.0002 285.07 0.00 0.00 *** ROUTING OF HYDROGRAPH # 11 *** File Name -pond-Pl Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 285.16 15 1 2 288.60 20 1 3 288.80 20 1 4 289.90 12 1 No. Elev Storage Outflow No. Elev Storage Outflow -------------------------------------------------------------------------------- 1 285.16 0.000 0.00 8 288.5 0 2 285.50 0.001 0.46 9 289.00 3 286.00 0.002 2.02 10 289.5 0 4 286.50 0.010 4 .22 11 290.00 5 287.00 0.033 6.07 12 290.50 6 287.50 0.069 7.51 13 291.00 7 288.00 0.112 8.75 Routing of Hydrograph # 11 File Name -commerce Proj. Leader keating 11 Type SCS Desc. post 5 Client commerce bank Misc. Note -concept pond Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Date 09/06/99 Inflow H'graph: post 5 Time Inf low hr:min cfs Storage _ ac ft Elevation feet 0.161 9 .80 0 .218 11.97 0.283 15.98 0.355 23.05 0.437 31. 23 0.527 39.49 Date 09/06/99 Job 99-353 Freq. 5.0 yrs CN 94 Len 24 hrs Precip. 6.20 Outflow cfs (Tot) Page 01 Outflow cf s (Part) ----------------------------------------------------------------------------- 2:18 0.0 0.0000 285.16 0.00 0.00 2:23 0.0 0.0000 285.16 0.00 0.00 2:28 0.0 0.0000 285.16 0.00 0.00 2:33 0.0 0.0000 285.16 0.00 0.00 2:38 0.0 0.0000 285.16 0.00 0.00 2:43 0.0 0.0000 285.16 0.00 0.00 2:48 0.0 0.0000 285.16 0.00 0.00 2:53 0.1 0.0000 285.17 0.02 0.02 2:58 0.1 0.0002 285.23 0.12 0.12 0.0007 ac.ft. have entered the pond . 0.0005 ac.ft. (73.08%) have exited. Date 09/06/99 Page 02 Inf low H'graph: post 5 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:03 0 .1 0.0001 285.21 0.09 0.09 3:08 0 .1 0.0002 285.22 0.10 0.10 3:13 0.1 0.0002 285.21 0.10 0.10 3:18 0.1 0.0002 285.21 0.10 0.10 3:23 0.1 0.0002 285 .21 0.10 0.10 3:28 0 .1 0.0002 285 .21 0.10 0.10 3:33 0.1 0.0002 285 .21 0 .10 0.10 3:38 0.1 0.0002 285 .21 0.10 0.10 3:43 0.1 0.0002 285 .21 0.10 0.10 3:48 0.1 0.0002 285.21 0.10 0.10 3:53 0 .1 0.0002 285.21 0.10 0.10 3:58 0.1 0.0002 285 .21 0.10 0.10 4:03 0.1 0.0002 285.21 0.10 0.10 4:08 0 .1 0.0002 285.21 0.10 0.10 4:13 0.1 0.0002 285.21 0.10 0.10 4:18 0.1 0.0002 285.21 0.10 0.10 4:23 0.2 0.0002 285.23 0.12 0.12 4:28 0.2 0.0004 285.30 0 .21 0.21 4:33 0.2 0.0004 285.29 0.20 0.20 4:38 0 .2 0.0004 285.29 0.20 0 .2 0 4:43 0.2 0.0004 285.29 0.20 0 .20 4:48 0.2 0.0004 285.29 0.20 0 .20 4:53 0.2 0.0004 285.29 0.20 0.20 4:58 0.2 0.0004 285.29 0.20 0.20 5:03 0 .2 0.0004 285 .29 0.20 0.20 5:08 0.2 0.0004 285 .29 0 .20 0.20 5:13 0.2 0.0004 285 .29 0.20 0.20 5:18 0.2 0.0004 285.29 0 .20 0.20 5:23 0.2 0.0004 285.29 0.20 0.20 5:28 0.2 0.0004 285.29 0.20 0.20 5:33 0.2 0.0004 285.29 0.20 0.20 5:38 0.2 0.0004 285.29 0.20 0.20 5:43 0 .2 0.0004 285.29 0.20 0.20 5:48 0.2 0.0004 285.29 0.20 0.20 5:53 0.2 0.0004 285.29 0.20 0.20 5:58 0 .2 0.0004 285.29 0.20 0.20 6:03 0.2 0 .0004 285.29 0.20 0.20 6:08 0.3 0.0004 285.30 0.22 0.22 6:13 0.3 0.0007 285.38 0.31 0.31 6:18 0.3 0.0006 285.37 0.30 0.30 6:23 0.3 0.0006 285.37 0.30 0.30 6:28 0.3 0.0006 285 .3 7 0 .3 0 0.30 6:33 0 .3 0.0006 285.37 0.30 0.30 6:38 0.3 0.0006 285.37 0 .3 0 0.30 6:43 0 .3 0.0006 285.37 0.30 0.30 6:48 0.3 0.0006 285.37 0 .30 0 .30 6:53 0 .3 0 .0006 285.37 0 .30 0.30 6:5 8 0.3 0.0006 285.37 0.30 0.30 0.0621 ac.ft. have entered the pond . 0.0615 ac.ft. (98 .9 7%) have exited . Date 09/06/99 Page 03 Inf low H'graph: post 5 Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 7:03 0 .3 0.0006 285.37 0.30 0.30 7:08 0.3 0.0006 285.37 0.30 0.30 7:13 0.3 0.0006 285.37 0.30 0.30 7:18 0.3 0.0006 285.37 0.30 0.30 7:23 0.3 0.0006 285.37 0.30 0.30 7:28 0.3 0.0006 285.37 0.30 0.30 7:33 0.3 0.0006 285.37 0.30 0.30 7:38 0.3 0.0006 285.37 0.30 0.30 7:43 0.3 0.0006 285.37 0.30 0.30 7:48 0.3 0.0006 285.37 0.30 0.30 7:53 0.3 0.0006 285.37 0.30 0.30 7:58 0.3 0.0006 285.37 0.30 0.30 8:03 0.3 0.0006 285.37 0.30 0.30 8:08 0.4 0.0008 285.44 0.38 0.38 8:13 0.4 0.0009 285.46 0.40 0.40 8:18 0 .4 0.0009 285.45 0.40 0.40 8:23 0.5 0.0009 285.47 0.42 0.42 8:28 0.5 0.0011 285.54 0.53 0.53 8:33 0.5 0.0010 285.51 0.49 0.49 8:38 0.5 0.0010 285.52 0.51 0.51 8:43 0.5 0.0010 285.52 0.50 0.50 8:48 0.5 0.0010 285.52 0.50 0.50 8:53 0.5 0.0010 285.52 0.50 0.50 8:58 0.5 0.0010 285.52 0.50 0.50 9:03 0.5 0.0010 285.52 0.50 0.50 9:08 0.6 0.0011 285.53 0.52 0.52 9:13 0 .6 0.0012 285.59 0.64 0.64 9:18 0.6 0.0011 285 .56 0.58 0.58 9:23 0.6 0.0012 285.58 0.61 0.61 9:28 0.6 0.0011 285.57 0.59 0.59 9:33 0.6 0.0012 285.58 0.60 0.60 9:38 0.6 0.0011 285.57 0.60 0.60 9:43 0.7 0.0012 285.61 0.68 0.68 9:48 0.7 0.0013 285.63 0.71 0.71 9:53 0.7 0.0012 285.62 0.69 0.69 9:58 0.7 0.0012 285.62 0.70 0.70 10:03 0.7 0.0012 285.62 0.70 0.70 10:08 0.7 0.0012 285.62 0.70 0.70 10:13 0.8 0.0013 285.65 0.78 0.78 10:18 0.8 0.0013 285.67 0.81 0.81 10:23 0 .9 0.0013 285.67 0.81 0.81 10:28 0.9 0.0014 285.72 0.95 0.95 10:33 1. 0 0.0014 285.70 0.92 0.92 10:38 1.1 0.0015 285.76 1. 08 1. 08 10:43 1. 2 0.0016 285.79 1.19 1.19 10:48 1. 2 0.0016 285.79 1. 20 1. 20 10:53 1. 3 0.0017 285.83 1. 32 1.32 10:58 1.4 0.0017 285.84 1 .38 1. 38 0.2544 ac.ft. have entered the pond. 0.2527 ac.ft. (99.33%) have exited. Date 09/06 /99 Page 04 Inf low H'graph: post 5 Time Inf low Sto r age Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot ) cf s (Part) ----------------------------------------------------------------------------- 11:03 1. 5 0 .0018 2 8 5.8 9 1. 5 7 1. 57 1 1:08 1. 6 0 .0017 28.5. 8 7 1 .4 7 1.47 11:13 1. 7 0.00 19 285.94 1.78 1. 78 11:18 1.8 0.00 18 285.92 1.70 1. 70 11:23 1. 9 0 .00 2 0 285.9 8 1. 9 3 1. 93 11:28 2.1 0 .002 2 286.01 2.08 2.08 11:33 2.3 0 .00 25 286 .03 2.16 2.16 11 :38 5 .0 0 .0069 286.31 3.42 3 .42 11 :43 7.7 0.0218 286 .76 5 .2 9 5 .29 11:48 8.9 0.0 3 90 287.0 8 6.33 6 .33 11 :53 15.3 0 .0715 2 87 .53 7 .5 9 7 .59 11:58 2 1. 7 0 .1430 2 8 8 .3 2 9.44 9 .44 1 2:03 2 3.5 0 .22 5 7 28 9.06 12.31 10.77 1 2 :0 8 1 6.0 0 .2719 2 8 9 .41 15.07 11. 31 12:13 8 .0 0.2520 2 8 9.26 13 .6 8 11. 0 9 12:18 5.1 0 .2088 288.92 11.5 3 1 0 .54 12:23 3.8 0 .1 656 288.54 9.88 9.8 8 12:28 2 .9 0.12 31 288.1 1 9.01 9 .01 12:33 2.6 0.083 7 287.6 7 7.96 7 .96 12:38 2.4 0.050 1 2 8 7.2 4 6.79 6.79 12:43 2.2 0 .02 35 2 8 6.7 9 5.45 5.45 1 2:48 2 .1 0 .007 4 286.34 3.56 3 .56 12:53 1.9 0 .00 21 286.0 0 2.04 2.04 12:58 1. 8 0.00 1 9 285.93 1.72 1. 72 13:03 1.7 0 .00 19 285.93 1 .71 1.71 13:08 1.5 0 .00 1 8 285.89 1. 55 1. 55 13:13 1. 4 0 .00 1 7 285.84 1. 38 1. 38 13:18 1 .4 0 .0017 285.85 1.41 1.4 1 13:23 1. 3 0.001 6 285 .81 1. 27 1. 2 7 13:28 1. 2 0.00 16 285.80 1. 24 1. 24 13:33 1. 2 0.00 16 285 .79 1.17 1.17 13:38 1. 2 0.001 6 285.80 1. 22 1 .22 13:43 1. 2 0 .00 16 285.79 1.19 1.19 13:48 1. 2 0.00 16 285.80 1. 21 1. 21 13:53 1.1 0 .001 5 285.7 5 1.0 7 1. 07 13:58 1.1 0 .00 15 285.77 1.12 1.12 14:03 1.1 0.00 15 285.76 1. 09 1. 09 14:08 1.1 0.001 5 285.77 1.11 1.11 14:13 0.6 0.00 13 285.64 0.75 0 .75 14:18 0.2 0.000 5 285.33 0.24 0.24 14:23 0 .8 0.0 0 14 285.71 0 .93 0.93 14:28 0.3 0 .000 8 285.42 0.36 0.36 14:33 1. 0 0.000 9 285.47 0.42 0.42 14:38 0.5 0.0 01 4 285.71 0.93 0.93 14:43 0.4 0 .000 1 285.18 0.04 0.0 4 14:48 0.0 -0.0 000 285.13 0 .00 0 .0 0 *** ROUTING OF HYDROGRAPH # 10 *** File Name -pond-Pl Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in 1 285.16 15 2 288.60 20 3 288.80 20 4 289.90 12 No. Elev Storage Outflow No. Elev 1 285.16 0.000 0.00 8 288.50 2 285.50 0.001 0.46 9 289.00 3 286 .00 0.002 2.02 10 289.50 4 286.50 0.010 4.22 11 290.00 5 287.00 0.033 6.07 12 290.50 6 287.50 0.0 69 7.51 13 291.00 7 288.00 0.112 8.75 Routing of Hydrograph # 10 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 10 Type SCS Desc. post 10 yr Area 3.7 ac. Time of Concent. 10 min . Storm Dist Type II Date 09/06/99 Inflow H'graph: post 10 yr Time Inf low Storage hr:min cfs ac ft Elevation feet in No. 1 1 1 1 Storage Outflow 0.161 9.80 0.218 11.97 0.283 15.98 0.355 23 .05 0.437 31.23 0.527 39.49 Date 09/06/99 Job 99 -353 Freq . 10.0 yrs CN 94 Len 24 hrs Precip. 7.40 Outflow cfs (Tot) Page 01 Outflow cf s (Part) --------------------------------------------------·--------------------------- 2:00 0.0 0.0000 285.16 0.00 0.00 2:05 0.0 0.0000 285.16 0.00 0.00 2:10 0.0 0.0000 285.16 0.00 0.00 2:15 0.0 0.0000 285.16 0.00 0.00 2:20 0.1 0.0000 285.17 0.02 0.02 2:25 0.1 0.0002 285.23 0.12 0.12 2:30 0.1 0.0001 285.21 0.09 0.09 2:35 0.1 0.0002 285.22 0.10 0.10 2:40 0.1 0.0002 285.21 0.10 0.10 0.0028 ac.ft. have entered the pond. 0.0026 ac.ft . (94.41%) have exited. Date 09/06/99 Page 02 Inf low H'graph: post 10 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 2:45 0.1 0.0002 285.21 0.10 0.10 2:50 0.1 0.0002 285.21 0.10 0.10 2:55 0.1 0.0002 285.21 0.10 0.10 3:00 0.1 0.0002 285.21 0.10 0.10 3:05 0.1 0.0002 285.21 0.10 0.10 3:10 0.1 0.0002 285.21 0.10 0.10 3:15 0.1 0.0002 285.21 0.10 0.10 3:20 0.1 0.0002 285.21 0.10 0.10 3:25 0.1 0.0002 285.21 0.10 0.10 3:30 0.1 0.0002 285.21 0.10 0.10 3:35 0.1 0.0002 285.21 0.10 0.10 3:40 0.1 0.0002 285.21 0.10 0.10 3:45 0.1 0.0002 285.21 0.10 0.10 3:50 0.1 0.0002 285.21 0.10 0.10 3:55 0.2 0.0003 285.26 0.16 0.16 4:00 0.2 0.0004 285.29 0.21 0.21 4:05 0.2 0.0004 285.29 0.20 0.20 4:10 0.2 0.0004 285.29 0.20 0.20 4:15 0.2 0.0004 285.29 0.20 0.20 4:20 0.2 0.0004 285.29 0.20 0.20 4:25 0.2 0.0004 285.29 0.20 0.20 4:30 0.2 0.0004 285.29 0.20 0.20 4:35 0.2 0.0004 285.29 0.20 0.20 4:40 0.2 0.0004 285.29 0.20 0.20 4:45 0.2 0.0004 285.29 0.20 0.20 4:50 0.2 0.0004 285.29 0.20 0.20 4:55 0.2 0.0004 285.29 0.20 0.20 5:00 0.2 0.0004 285.29 0.20 0.20 5:05 0.3 0.0006 285.36 0.28 0.28 5:10 0.3 0.0006 285.38 0.30 0.30 5:15 0.3 0.0006 285.37 0.30 0.30 5:20 0.3 0.0006 285.37 0.30 0.30 5:25 0.3 0.0006 285.37 0.30 0.30 5:30 0.3 0.0006 285.37 0.30 0.30 5:35 0.3 0.0006 285.37 0.30 0.30 5:40 0.3 0.0006 285.37 0.30 0.30 5:45 0.3 0.0006 285.37 0.30 0.30 5:50 0.3 0.0006 285.37 0.30 0.30 5:55 0.3 0.0006 285.37 0.30 0.30 6:00 0.3 0 .0006 285.37 0.30 0.30 6:05 0.3 0.0006 285.37 0.30 0.30 6:10 0.3 0.0006 285.37 0.30 0.30 6:15 0.4 0.0007 285.40 0.33 0.33 6:20 0.4 0.0009 285.46 0.41 0.41 6:25 0.4 0.0009 285.45 0.40 0.40 6:30 0.4 0.0009 285.46 0.40 0.40 6:35 0.4 0. 00 ·09 285.45 0.40 0.40 6:40 0.4 0.0009 285.45 0.40 0.40 0.0761 ac.ft. have entered the pond. 0.0753 ac .ft . (98.85%) have exited. Date 09/06/99 Page 03 Inf low H'graph: post 10 yr Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 6:45 0.4 0.0009 285.45 0.40 0.40 6 _: 50 0.4 0.0009 285.45 0.40 0.40 6:55 0.4 0.0009 285.45 0.40 0.40 7:00 0.4 0.0009 285 .45 0.40 0.40 7:05 0.4 0.0009 285.45 0.40 0.40 7:10 0.4 0.0009 285.45 0.40 0.40 7:15 0.4 0.0009 285.45 0.40 0.40 7:20 0.4 0.0009 285.45 0.40 0.40 7:25 0.4 0.0009 285.45 0.40 0.40 7:30 0.4 0.0009 285.45 0.40 0.40 7:35 0.4 0.0009 285.45 0.40 0.40 7:40 0.4 0.0009 285.45 0.40 0.40 7:45 0.4 0.0009 285.45 0.40 0.40 7:50 0.4 0.0009 285.45 0.40 0 .40 7:55 0.4 0.0009 285.45 0.40 0.40 8:00 0.4 0.0009 285.45 0.40 0.40 8:05 0.4 0.0009 285.45 0.40 0.40 8:10 0.5 0.0010 285.50 0.46 0.46 8:15 0.5 0.0011 285.53 0.52 0.52 8:20 0.5 0.0010 285.52 0.49 0.49 8:25 0.6 0.0011 285.56 0.58 0.58 8:30 0.6 0.0012 285.58 0.61 0.61 8:35 0.6 0.0011 285.57 0.59 0.59 8:40 0.6 0.0012 285.58 0.60 0.60 8:45 0.6 0.0011 285.57 0.60 0.60 8:50 0.6 0.0011 285.57 0.60 0.60 8:55 0.6 0.0011 285.57 0.60 0.60 9:00 0.6 0.0011 285.57 0.60 0.60 9:05 0.7 0.0012 285.58 0.62 0.62 9:10 0.7 0.0013 285.64 0.74 0.74 9:15 0.7 0.0012 285.61 0.68 0.68 9:20 0.7 0.0013 285.63 0.71 0.71 9:25 0.8 0.0013 285.65 0.77 0.77 9:30 0.8 0.0013 285.67 0.82 0.82 9:35 0.8 0.0013 285.66 0.79 0.79 9:40 0.8 0.0013 285.66 0.81 0.81 9:45 0.8 0.0013 285.66 0.80 0.80 9:50 0.9 0.0014 285.70 0.92 0.92 9:55 0.9 0.0014 285.69 0.89 0.89 10:00 0.9 0.0014 285.70 0.91 0.91 10:05 0.9 0.0014 285.70 0.89 0.89 10:10 0.9 0.0014 285.70 0.90 0.90 10:15 1.0 0.0014 285.71 0.95 0.95 10:20 1.0 0.0015 285.74 1. 04 1. 04 10:25 1.1 0.0015 285.75 1. 06 1. 06 10:30 1.2 0.0016 285.79 1.18 1.18 10:35 1.2 0.0016 285.80 1. 22 1.22 10:40 1.3 0.0016 285.82 1. 28 1. 28 0.2875 ac .ft. have entered the pond . 0.2859 ac.ft. (99.43%) have exited. Date 09/06 /99 Page 04 Inf low H'graph: post 10 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot } cf s (Part} ----------------------------------------------------------------------------- 10:45 1. 5 0.0018 285.88 1. 52 1. 52 10:50 1. 5 0.0017 285.87 1.49 1.49 10 :55 1. 6 0.0018 285.90 1. 60 1. 60 11:00 1. 8 0.0019 285.95 1. 80 1. 80 11:05 1. 8 0.0019 285.95 1. 80 1. 80 11:10 2.0 0.0020 285.99 1. 98 1. 98 11:15 2.1 0.0021 286.01 2.05 2.05 11:20 2.2 0.0023 286 .02 2.11 2.11 11:25 2.4 0.0030 286.06 2.30 2 .30 11:30 2.6 0.0037 286.11 2.51 2.51 11:35 3.3 0.0047 286.17 2.79 2.79 11:40 6.9 0.0133 286.57 4.51 4.51 11:45 9 .8 0.0355 287.03 6.18 6.18 11:50 12.1 0.0623 287 .41 7.26 7.26 11:55 20.4 0.1160 288.04 8.85 8.85 12:00 27.1 0.2123 288.95 11.70 10.60 12:05 27.1 0.3024 289.63 17.64 11. 63 12:10 16.9 0.3282 289.81 20.13 11. 88 12:15 8.3 0.2855 289.52 16.19 11.46 12:20 5.8 0.2337 289.12 12.68 10 .87 12:25 4.3 0.1880 288.74 10.58 10.23 12:30 3.4 0 .1450 288.34 9.48 9.48 12:35 3.1 0.1051 287 .92 8.57 8 .57 12:40 2.8 0 .0702 287.51 7.56 7 .56 12:45 2.6 0.0407 287.11 6.40 6 .40 12:50 2.5 0.0189 286.69 5.01 5 .01 12:55 2.2 0.0066 286.29 3.33 3.33 13:00 2.0 0.0023 286.02 2.11 2.11 13:05 1. 9 0 .0020 285.99 1. 96 1. 96 13:10 1. 8 0 .0019 285.94 1. 76 1. 76 13:15 1. 7 0.0018 285.92 1. 67 1. 67 13 :20 1. 6 0.0018 285.92 1. 70 1. 70 13:25 1. 5 0.0017 285 .86 1.45 1.45 13:30 1. 5 0.0018 285.88 1. 54 1. 54 13:35 1. 5 0.0017 285.87 1.47 1.47 13:40 1. 5 0.0018 285.88 1. 52 1. 52 13:45 1.5 0.0017 285 .87 1.48 1.48 13:50 1. 4 0.0017 285.85 1. 39 1. 39 13:55 1.2 0.0017 285.84 1. 38 1. 38 1 4 :00 0 .6 0.0011 285.55 0.55 0.55 14:05 0.9 0.0009 285.48 0.43 0.43 14:10 0.8 0 .0017 285.86 1.44 1.44 *** ROUTING OF HY DROGRAPH # 9 *** File Na me -pond-Pl Proj. Leader keating Client commerce bank Misc . Note -concept pon d Date 09/06 /9 9 Job 99-353 RE S ER VOIR OUTFL OW CON TROL STRUCTURES Horz Pip~ Elev Diameter in 1 285 .1 6 15 2 2 8 8.6 0 20 3 2 8 8.80 20 4 2 8 9.90 12 No. Elev Storage Outflow No. Elev 1 285.16 0.00 0 0.00 8 288.5 0 2 285.50 0 .00 1 0 .4 6 9 289.00 3 286.0 0 0 .00 2 2.0 2 1 0 289.5 0 4 286.50 0.0 10 4 .22 11 290.0 0 5 287.00 0 .0 33 6.07 12 290.50 6 287 .50 0 .0 69 7 .51 13 291.00 7 288.00 0 .112 8.75 Routing of Hydrog raph # 9 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 9 Type SCS Desc. post 25 Area 3.7 ac. Time of Co ncent . 10 min. Storm Dist Type II Date 09/0 6/99 Inflow H'graph: post 25 Time Inf low Storage hr:min cfs ac ft Elevation feet in No. 1 1 1 1 Storage Outfl ow 0.161 9.80 0.218 11. 9 7 0.283 15.9 8 0.355 23.0 5 0.43 7 31.23 0.527 39.4 9 Date 09/0 6 /99 Job 99-353 Freq. 25.0 yrs CN 94 Len 24 hrs Precip. 8.80 Outflow cfs (Tot) Page 01 Outflow cfs (Part) ----------------------------------------------------------------------------- 1:42 0.0 0.00 0 0 285.1 6 0 .00 0.0 0 1:47 0.0 0.00 00 285.16 0.00 0 .0 0 1:52 0.0 0 .0 0 0 0 285.16 0 .00 0.00 1:57 0.1 0.0 00 2 285.22 0.12 0.12 2:02 0.1 0 .00 0 2 285.21 0.10 0 .10 2:07 0.1 0.00 0 2 285.22 0.10 0 .10 2:12 0.1 0.0002 285.21 0.10 0.10 2:17 0 .1 0.00 0 2 285.21 0.10 0.10 2:22 0.1 0 .00 0 2 285.21 0.10 0.10 0.0040 ac.ft. have entered the pond. 0 .0039 ac .ft. (95.99%) have exited . Date 09/06/99 Page 02 Inf low H'graph: post 25 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 2:27 0.1 0.0002 285.21 0.10 0.10 2:32 0.1 0 .0002 285.21 0.10 0.10 2:37 0.1 0.0002 285.21 0.10 0.10 2:42 0.1 0.0002 285.21 0.10 0.10 2:47 0.1 0 .0002 285.21 0.10 0.10 2:52 0.1 0.0002 285.21 0.10 0.10 2:57 0.1 0.0002 285.21 0.10 0.10 3:02 0.1 0.0002 285.21 0.10 0.10 3:07 0.2 0.0003 285.26 0.16 0 .16 3:12 0.2 0.0004 285.29 0.21 0 .21 3:17 0.2 0.0004 285.29 0.20 0.20 3:22 0.2 0.0004 285.29 0 .20 0.20 3:27 0.2 0. 000.4 285.29 0.20 0.20 3:32 0.2 0.0004 285.29 0.20 0.20 3:37 0.2 0.0004 285.29 0.20 0.20 3:42 0.2 0.0004 285.29 0.20 0.20 3:47 0.2 0.0004 285.29 0.20 0.20 3:52 0.2 0.0004 285.29 0.20 0.20 3:57 0.2 0.0004 285.29 0.20 0.20 4:02 0.3 0.0006 285.36 0.28 0.28 4:07 0.3 0.0006 285 .38 0.30 0.30 4:12 0.3 0.0006 285.37 0.30 0.30 4:17 0.3 0.0006 285.37 0.30 0.30 4:22 0.3 0.0006 285.37 0.30 0.30 4:27 0.3 0.0006 285.37 0.30 0.30 4:32 0.3 0.0006 285.37 0.30 0.30 4:37 0.3 0.0006 285.37 0.30 0.30 4:42 0.3 0.0006 285.37 0.30 0.30 4:47 0.3 0.0006 285.37 0.30 0.30 4:52 0.3 0.0006 285.37 0.30 0.30 4:57 0.3 0.0006 285.37 0.30 0.30 5:02 0.3 0.0006 285.37 0.30 0.30 5:07 0.3 0.0006 285.37 0.30 0.30 5:12 0.3 0.0006 285.37 0.30 0.30 5:17 0.3 0.0006 285.37 0.30 0.30 5:22 0.3 0.0006 285.38 0.30 0.30 5:27 0.4 0.0009 285.46 0.40 0.40 5:32 0.4 0.0009 285.45 0.40 0.40 5:37 0.4 0.0009 285.45 0.40 0.40 5:42 0.4 0.0009 285.45 0.40 0.40 5:47 0.4 0.0009 285.45 0.40 0.40 5:52 0.4 0.0009 285.45 0.40 0.40 5:57 0.4 0.0009 285.45 0.40 0.40 6:02 0.4 0.0009 285.45 0.40 0.40 6:07 0.4 0.0009 285.45 0.40 0.40 6:12 0.5 0.0009 285.48 0.44 0.44 6:17 0.5 0.0011 285.54 0.53 0.53 6:22 0.5 0.0010 285.51 0.49 0.49 0.0938 ac.ft. have entered the pond. 0.0928 ac.ft. (98 .90%) have exited. Date 09/06/99 Page 03 Inf low H'graph: post 25 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 6:27 0.5 0.0010 285.52 0.51 0.51 6:32 0.5 0.0010 285.52 0.50 0.50 6:37 0.5 0.0010 285.52 0.50 0.50 6:42 0.5 0.0010 285.52 0.50 0. 5{) 6:47 0.5 0.0010 285.52 0.50 0.50 6:52 0.5 0.0010 285.52 0.50 0.50 6:57 0.5 0.0010 285.52 0.50 0.50 7:02 0.5 0.0010 285.52 0.50 o. 5 ·o 7:07 0.5 0.0010 285.52 0.50 0.50 7:12 0.5 0.0010 285.52 0.50 0.50 7:17 0.5 0.0010 285.52 0.50 0.50 7:22 0.5 0.0010 285.52 0.50 0.50 7:27 0.5 0.0010 285.52 0.50 0.50 7:32 0.5 0.0010 285.52 0.50 0.50 7:37 0.5 0.0010 285.52 0.50 0.50 7:42 0.5 0.0010 285.52 0.50 0.50 7:47 0.5 0.0010 285.52 0.50 0.50 7:52 0.5 0.0010 285.52 0.50 0.50 7:57 0.5 0.0010 285.52 0.50 0.50 8:02 0.5 0.0010 285.52 0.50 0.50 8:07 0.6 0.0011 285.56 0.58 0.58 8:12 0.6 0.0012 285.58 0.61 0.61 8:17 0.7 0.0012 285.58 0.61 0.61 8:22 0.7 0.0013 285.64 0.75 0.75 8:27 0.8 0.0013 285.63 0.72 0.72 8:32 0.8 0.0014 285.68 0.85 0.85 8:37 0.8 0.0013 285.65 0.77 0.77 8:42 0.8 0.0013 285.67 0.82 0.82 8:47 0.8 0.0013 285.66 0.79 0.79 8:52 0.8 0.0013 285.66 0.81 0.81 8:57 0.8 0.0013 285.66 0.79 0.79 9:02 0.8 0.0013 285.66 0.80 0.80 9:07 0.8 0.0013 285.66 0.80 0.80 9:12 0.9 0.0014 285.71 0.94 0.94 9:17 0.9 0.0014 285.69 0.87 0.87 9:22 0.9 0.0014 285.70 0.92 0.92 9:27 0.9 0.0014 285.69 0.89 0.89 9:32 0.9 0.0014 285.70 0.91 0.91 9:37 1. 0 0.0014 285.72 0.98 0.98 9:42 1. 0 0.0015 285.74 1. 01 1.01 9:47 1.1 0.0015 285.74 1. 01 1.01 9:52 1.1 0.0016 285.78 1.16 1.16 9:57 1.1 0.0015 285.75 1. 06 1. 06 10:02 1.1 0.0015 285.77 1.13 1.13 10:07 1.1 0.0015 285.76 1. 08 1. 08 10:12 1. 2 0.0016 285.78 1.16 1.16 10:17 1. 2 0 .0016 285.80 1. 23 1. 23 10:22 1. 2 0.0016 285.79 1.19 1.19 0.3347 ac .ft. have entered the pond. 0.3331 ac.ft. (99.52%) have exited. Date 09/06/99 Page 04 Inf low H'graph: post 25 Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 10:27 1.4 0.0017 285.85 1.41 1.41 10:32 1. 4 0.0017 285.85 1. 39 1. 39 10:37 1. 5 0.0017 285.87 1. 50 1. 50 10:42 1. 7 0.0019 285.93 1. 70 1. 70 10:47 1. 8 0.0019 285.95 1. 82 1. 82 10:52 1. 9 0.0019 285.97 1. 88 1. 88 10:57 2.1 0.0022 286.01 2.08 2.08 11:02 2.2 0.0025 286.03 2.17 2.17 11:07 2.3 0.0028 286.05 2.25 2.25 11:12 2.5 0.0034 286.09 2.41 2.41 11:17 2.6 0.0039 286.12 2.57 2.57 11:22 2.8 0.0042 286.14 2.66 2.66 11:27 3.1 0.0052 286.20 2.93 2.93 11:32 3.3 0.0061 286.26 3.19 3.19 11:37 6.0 0.0099 286.50 4.21 4.21 11:42 10.7 0.0328 287.00 6.06 6.06 11:47 12.6 0.0671 287.47 7.44 7.44 11:52 19.2 0.1148 288.03 8.82 8.82 11:57 30.0 0.2151 288.97 11.84 10.64 12:02 33.7 0.3273 289.81 20.05 11.87 12:07 26.8 0.3858 290.19 26.09 12.38 12:12 13.l 0.3527 289.98 22.80 12.11 12:17 8.0 0.2880 289.53 16.39 11.49 12:22 5.8 0.2347 289.13 12.73 10.88 12:27 4.4 0.1890 288.75 10.61 10.25 12:32 3.9 0.1478 288.37 9.54 9.54 12:37 3.5 0.1104 287.98 8.72 8.72 12:42 3.2 0.0769 287.59 7.76 7.76 12:47 3.0 0.0485 287.21 6.72 6.72 12:52 2.8 0.0262 286.85 5.63 5.63 12:57 2.5 0.0105 286.51 4.27 4.27 13:02 2.4 0.0038 286.11 2.53 2.53 13:07 2.3 0.0032 286.07 2.35 2.35 13:12 1. 9 0.0024 286.02 2.13 2.13 13:17 1. 7 0.0018 285.89 1. 57 1. 57 13:22 1. 7 0 .0019 285.95 1. 80 1. 80 13:27 1. 7 0 .0018 285.91 1. 62 1. 62 13:32 1. 6 0.0019 285.93 1. 73 1. 73 13:37 1. 6 0.0018 285.88 1.51 1. 51 13:42 0.6 0 .0016 285.78 1.15 1.15 13:47 1. 0 0.0003 285.26 0.17 0.17 13:52 0.9 0.0018 285.92 1. 68 1. 68 13:57 0.2 -0.0002 285.07 0.00 0.00 14:02 1.1 0.0017 285.85 1. 40 1.40 14:07 0.5 0.0009 285.47 0.42 0.42 14:12 0.0 -0.0004 284 .98 0 .00 0.00 *** ROUTING OF HYDROGRAPH # 8 *** File Name -pond-Pl Proj. Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 285.16 15 1 2 288.60 20 1 3 288.80 20 1 4 289.90 12 1 No. Elev Storage Outflow No. Elev Storage Outflow -------------------------------------------------------------------------------- 1 285.16 0.000 0.00 8 288.50 2 285.50 0.001 0.46 9 289 .00 3 286.00 0.002 2.02 10 289.50 4 286.50 0.010 4.22 11 290.00 5 287.00 0.033 6.07 12 290.50 6 287.50 0.069 7.51 13 291.00 7 288.00 0.112 8.75 Routing of Hydrograph # 8 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 8 Type SCS Desc. post 50 Area 3.7 ac. Time of Concent. 10 min . Storm Dist Type II Date 09/06/99 Inflow H'graph: post 50 Time Inf low Storage hr:min cfs ac ft 1:33 0.0 0.0000 1:38 0 .0 0.0000 1:43 0.1 0.0001 1:48 0.1 0.0002 1:53 0.1 0.0002 1:58 0.1 0.0002 2:03 0.1 0.0002 2:08 0.1 0.0002 2:13 0 .1 0.0002 Elevation feet 285.16 285.16 285.20 285.22 285.21 285.21 285.21 285.21 285.21 0.161 9.80 0.218 11.97 0.283 15.98 0.355 23.05 0.437 31. 23 0.527 39.49 Date 09/06/99 Job 99-353 Freq. 50.0 yrs CN 94 Len 24 hrs Precip. 9.80 Outflow cfs (Tot) 0.00 0.00 0.07 0.11 0.10 0.10 0.10 0.10 0 .10 Page 01 Outflow cfs (Part) 0.00 0.00 0.07 0.11 0.10 0.10 0.10 0.10 0.10 0.0044 ac .ft . hav e entered the pond. 0.0043 ac .f t . (96.41%) have exited. Date 09/0 6/99 Page 02 Inf low H'graph: post 50 Time Inf low Sto rage Elevat i o n Outflow Outflo w hr :min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 2:18 0.1 0.00 02 285 .21 0.10 0.10 2:23 0.1 0.000 2 285.21 0.1 0 0.10 2:28 0.1 0.0 002 285.21 0.10 0.10 2:33 0.1 0.0002 285.21 0 .10 0 .10 2:38 0.2 0.0003 285.28 0.19 0 .19 2:43 0.2 0.0004 285.2 9 0.20 0 .20 2:48 0.2 0.000 4 285.2 9 0.2 0 0 .20 2:53 0.2 0 .000 4 285.2 9 0.2 0 0.2 0 2:58 0.2 0 .000 4 285 .2 9 0.20 0 .20 3:0 3 0.2 0.0 004 285.2 9 0.20 0.20 3:0 8 0.2 0 .0004 285.29 0 .20 0.20 3:13 0.2 0 .000 4 285 .2 9 0.2 0 0 .20 3:18 0.2 o·. 000 4 285 .2 9 0.2 0 0 .20 3:23 0.2 0.0 00 4 285.2 9 0.20 0.20 3:28 0.2 0.0004 285.2 9 0.20 0 .20 3:33 0.2 0.000 4 285.29 0.20 0.20 3:3 8 0.2 0 .000 4 285.29 0.2 0 0 .20 3 :43 0.2 0.000 4 285.2 9 0.2 0 0 .20 3:48 0 .2 0 .0 0 04 285.29 0.20 0 .20 3 :53 0 .3 0.0004 285.3 0 0.22 0 .22 3:58 0.3 0.00 07 285 .3 8 0.31 0 .31 4:0 3 0.3 0.0 00 6 285.3 7 0.3 0 0 .30 4:0 8 0.3 0.00 06 285.3 7 0.30 0.30 4:13 0.3 0.0006 285.37 0.30 0.30 4:18 0.3 0.0006 285.37 0.30 0 .30 4:23 0.4 0.0008 285.44 0 .38 0 .38 4:28 0.4 0.0009 285.46 0 .4 0 0.4 0 4:33 0.4 0.0009 285.45 0.4 0 0 .40 4:38 0.4 0.0009 285.45 0 .40 0 .40 4:43 0.4 0.0009 285 .45 0.40 0.40 4:48 0.4 0.0009 285.45 0.40 0.40 4:53 0.4 0.0 0 09 285.45 0.40 0.40 4:58 0.4 0.0 0 09 285.45 0.4 0 0 .40 5:03 0.4 0.0009 285.4 5 0.40 0 .40 5:08 0 .4 0.0009 285.45 0 .40 0.40 5:13 0.4 0.0009 285.45 0.40 0 .40 5:18 0.4 0.0009 285 .45 0.4 0 0 .40 5:23 0.4 0.0009 285.45 0.40 0.40 5:28 0.4 0.0009 285.45 0 .40 0.40 5:33 0.4 0.0009 285.45 0.40 0.40 5:38 0.4 0.0009 285.45 0.40 0.40 5:43 0.4 0.0009 285.45 0.40 0.40 5:48 0.4 O.Q009 285.45 0.40 0 .40 5:53 0.4 0 .0009 285.45 0.40 0 .40 5:58 0.4 0.0009 285.45 0 .40 0 .40 6:03 0 .4 0.0009 285.45 0.40 0.40 6:08 0.5 0.0010 285.52 0 .49 0.49 6:13 0.5 0.0010 285.52 0.50 0.50 0 .1037 ac .ft. have entered the pond. 0.1027 ac.ft. (98.99%) have exited. Date 09/06/99 Page 03 Inf low H'graph: post 50 Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 6:18 0.6 0.0011 285 .54 0.54 0.54 6:23 0.6 0.0012 285 .59 0.63 0.63 6:28 0.6 0.0011 285 .57 0.58 0.58 6:33 0 .6 0.0012 285 .58 0 .61 0.61 6 :38 0 .6 0.0011 285.57 0.59 0.59 6:43 0.6 0.-0012 285.58 0.60 0 .60 6 :48 0.6 0.0011 285.57 0.60 0.60 6:53 0.6 0 .0011 285.57 0.60 0.60 6:58 0.6 0.0011 285.57 0.60 0.60 7:03 0.6 0.0011 285.57 0.60 0.60 7:08 0.6 0 .0011 285.57 0.60 0.60 7:13 0 .6 0.0011 285.57 0.60 0.60 7:18 0 .6 o-. 0011 285.57 0.60 0.60 7:23 0 .6 0.0011 285.57 0.60 0.60 7:28 0 .6 0.0011 285.57 0.60 0 .60 7:33 0 .6 0.0011 285.57 0.60 0.60 7:38 0.6 0.0011 285.57 0.60 0.60 7:43 0 .6 0.0011 285 .57 0.60 0.60 7:48 0 .6 0.0011 285.57 0.60 0.60 7:53 0.6 0.0011 285.57 0.60 0.60 7:58 0.6 0.0011 285.57 0.60 0.60 8:03 0.6 0.0011 285.57 0.60 0.60 8 :08 0.7 0.0012 285 .58 0.62 0.62 8:13 0 .7 0.0013 285 .64 0.74 0 .74 8:18 0 .8 0.0013 285.63 0.72 0.72 8:23 0 .8 0.0014 285.68 0.85 0 .85 8:28 0 .9 d.0014 285.68 0.85 0 .85 8 :33 0.9 0.0014 285.71 0.93 0.93 8:38 0.9 0.0014 285.69 0.88 0.88 8:43 0.9 0.0014 285 .70 0.91 0.91 8:48 0.9 0.0014 285.69 0.89 0.89 8:53 0 .9 0.0014 285.70 0.91 0 .91 8:58 0 .9 0.0014 285.70 0.90 0.90 9 :03 0.9 0.0014 285.70 0.90 0 .90 9:08 1. 0 0 .0014 285.70 0.92 0.92 9:13 1.0 0.0015 285.75 1. 05 1. 05 9:18 1 .0 0.0014 285.72 0.97 0.97 9:23 1.1 0.0015 285.75 1.04 1. 04 9:28 1.1 0 .0015 285.77 1.13 1.13 9:33 1.1 0 .0015 285.76 1. 08 1. 08 9:38 1 .1 0.0015 285.77 1.12 1.12 9:43 1. 2 0 .0016 285.79 1.17 1.17 9:48 1. 2 0.0016 285.80 1.22 1. 22 9:53 1 .2 0.0016 285 .79 1.19 1.19 9:58 1 .2 0 .0016 285 .80 1. 21 1. 21 10:03 1. 2 0.0016 285 .79 1.19 1.19 10 :08 1. 3 0.0016 285.80 1.2 3 1. 23 10:13 1.3 0.0017 285.83 1. 35 1. 35 0.3710 ac.ft . h a v e e nt ere d the pond . 0.3 693 ac .ft . (99 . 54 %) hav e ex ited. Date 09/06/99 Page 04 Inf low H'graph: post 50 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 10:18 1.4 0.0017 285.83 1. 32 1.32 10:23 1. 5 0.0017 285.87 1.48 1.48 10:28 1. 6 0.0018 285.90 1. 59 1. 59 10:33 1. 6 0.0018 285.90 1. 60 1. 60 10:38 1. 8 0.0019 285.93 1. 74 1. 74 10:43 2.0 0.0020 286.00 2.01 2.01 10:48 2.0 0.0020 285.99 1. 99 1. 99 10:53 2.2 0.0023 286.02 2.11 2.11 10:58 2.4 0.0031 286.07 2.34 2.34 11:03 2.5 0.0034 286.09 2.43 2.43 11:08 2.7 0.0040 286.12 2.58 2.58 11:13 2.8 0.0046 286.16 2.75 2.75 11:18 2.9 0.0050 286.19 2.89 2.89 11:23 3.2 0.0055 286.22 3.01 3.01 11:28 3.5 0.0068 286.30 3.39 3.39 11:33 3.8 0.0077 286.36 3.64 3.64 11:38 7.9 0.0167 286.65 4.81 4.81 11:43 12.5 0.0491 287.22 6.74 6.74 11:48 14.5 0.0910 287.76 8.18 8.18 11:53 24.3 0.1574 288.46 9.73 9.73 11:58 34.6 0.2777 289.46 15.53 11. 38 12:03 37.9 0.3867 290.19 26.17 12.39 12:08 26.4 0.4229 290.41 29.81 12.69 12:13 13.1 0.3673 290.07 24.26 12.23 12:18 8.3 0.2957 289.59 17.04 11. 56 12:23 6.1 0.2413 289.18 13.07 10.96 12:28 4.7 0.1957 288.80 10.84 10.35 12:33 4.2 0.1553 288.44 9.69 9.69 12:38 3.8 0.1189 288.07 8.92 8.92 12:43 3.5 0.0855 287.69 8.02 8.02 12:48 3.4 0.0571 287.33 7.06 7.06 12:53 3.1 0.0339 287.01 6.12 6.12 12:58 2.8 0.0164 286.64 4.79 4.79 13:03 2.6 0.0068 286.30 3.38 3.38 13:08 2.2 0.0031 286.07 2.33 2.33 13:13 2.2 0.0026 286.04 2.20 2.20 13:18 2.2 0.0026 286.04 2.20 2.20 13:23 2.1 0.0024 286.02 2.13 2.13 13:28 2.1 0.0023 286.02 2.10 2.10 13:33 2.1 0.0023 286.02 2.10 2.10 13:38 1. 5 0.0019 285.94 1. 77 1. 77 13:43 0.6 0.0011 285.55 0.56 0.56 13:48 1.8 0.0014 285.72 0.98 0.98 13:53 1. 0 0.0018 285.92 1.68 1. 68 13:58 0.7 -0.0000 285.16 0.00 0.00 14:03 0.0 -0.0000 285.16 0.00 0.00 *** ROUTING OF HYDROGRAPH # 7 *** File Name -pond-Pl Proj . Leader keating Client commerce bank Misc. Note -concept pond Date 09/06/99 Job 99-353 RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 285.16 15 1 2 288.60 20 1 3 288.80 20 1 4 289.90 12 1 No. Elev Storage Outflow No. Elev Storage Outflow -------------------------------------------------------------------------------- 1 285.16 0.000 0.00 8 288.50 2 285.50 0.001 0.46 9 289.00 3 286.00 0.002 2.02 10 289.50 4 286.50 0.010 4.22 11 290.00 5 287.00 0 .033 6.07 12 290.50 6 287.50 0.069 7.51 13 291. 00 7 288.00 0.112 8.75 Routing of Hydrograph # 7 File Name -commerce Proj. Leader keating Client commerce bank Misc. Note -concept pond 7 Type SCS Desc. post 100 yr Area 3.7 ac. Time of Concent. 10 min. Storm Dist Type II Date 09/06/99 Inflow H'graph: post 100 yr Time Inf low Storage hr:min cfs ac ft Elevation feet 0.161 9.80 0.218 11.97 0.283 15.98 0.355 23.05 0.437 31.23 0.527 39.49 Date 09/06/99 Job 99-353 Freq. 100.0 yrs CN 94 Len 24 hrs Precip. 11.00 Outflow cfs (Tot) Page 01 Outflow cf s (Part) ----------------------------------------------------------------------------- 1:24 0.0 0.0000 285.16 0.00 0.00 1:29 0.1 0.0000 285.17 0.02 0.02 1:34 0.1 0.0002 285.23 0.12 0.12 1:39 0.1 0.0001 285.21 0.09 0 .09 1:44 0.1 0.0002 285.22 0.10 0.10 1:49 0.1 0.0002 285.21 0.10 0.10 1:54 0.1 0.0002 285.21 0 .1 0 0.10 1:59 0 .1 0.0002 285.21 0.10 0.10 2:04 0.1 0.0002 285.21 0.10 0.10 0.0048 ac.ft. have entered the pond . 0.0047 ac.ft. (96.75%-) have exited. Date 09/06/99 Page 02 Inf low H'graph: post 100 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 2:09 0 .1 0.0002 285.21 0.10 0.10 2:14 0.2 0.0003 285.28 0.19 0.19 2:19 0.2 0.0004 285 .29 0.20 0.20 2:24 0 .2 0.0004 285.29 0.20 0.20 2:29 0.2 0.0004 285.29 0.20 0.20 2:34 0.2 0.0004 285.29 0.20 0.20 2:39 0.2 0.0004 285.29 0.20 0.20 2:44 0.2 0.0004 285.29 0.20 0.20 2:49 0.2 0.0004 285.29 0.20 0.20 2:54 0.2 0.0004 285.29 0.20 0.20 2:59 0.2 0.0004 285.29 0.20 0.20 3:04 0.2 0.0004 285.29 0.20 0.20 3:09 0.2 0:0004 285.29 0.20 0.20 3:14 0.2 0.0004 285.29 0.20 0.20 3:19 0.3 0.0005 285.34 0.26 0 .26 3:24 0.3 0.0006 285.38 0.31 0.31 3:29 0.3 0.0006 285.37 0.30 0.30 3:34 0.3 0.0006 285.37 0.30 0.30 3:39 0.3 0.0006 285.37 0.30 0.30 3:44 0.3 0.0006 285.37 0.30 0.30 3:49 0.3 0.0006 285.37 0.30 0.30 3:54 0.3 0.0006 285.37 0.30 0.30 3:59 0.4 0.0008 285.44 0.38 0.38 4:04 0.4 0.0009 285.46 0.40 0.40 4:09 0.4 0.0009 285.45 0.40 0.40 4:14 0.4 0.0009 285.45 0.40 0.40 4:19 0.4 0.0009 285.45 0.40 0.40 4:24 0.4 0.0009 285.45 0.40 0.40 4:29 0.4 0.0009 285.45 0.40 0.40 4:34 0.4 0.0009 285.45 0.40 0.40 4:39 0.4 0.0009 285.45 0.40 0.40 4:44 0.5 0.0009 285.47 0.42 0.42 4:49 0 .5 0.0011 285.54 0.53 0.53 4:54 0.5 0.0010 285.51 0.49 0.49 4 :-59 0.5 0.0010 285.52 0.51 0.51 5:04 0.5 0.0010 285.52 0.50 0.50 5:09 0.5 0.0010 285.52 0.50 0.50 5:14 0.5 0.0010 285.52 0.50 0.50 5:19 0.5 0.0010 285.52 0.50 0.50 5:24 0.5 0.0010 285.52 0.50 0.50 5:29 0.5 0.0010 285.52 0.50 0.50 5:34 0.5 0.0010 285.52 0.50 0.50 5:39 0.5 0.0010 285.52 0.50 0.50 5:44 0.5 0.0010 285.52 0.50 0.50 5:49 0 .5 0.0010 285.52 0 .50 0.50 5:54 0.5 0 .0010 285.52 0 .50 0.50 5:59 0.5 0.0010 285.52 0.50 0.50 6:04 0.5 0.0010 285.52 0.50 0.50 0.1219 ac .ft. have entered the pond. 0.1209 ac.ft . (99 .14%) hav e e xited. Date 09/06/99 Page 03 Inf low H'graph: post 100 yr Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 6:09 0.6 0.0011 285.55 0.55 0.55 6:14 0.6 0.0012 285.59 0.63 0.63 6:19 0.6 0.0011 285.57 0.59 0.59 6:24 0.7 0.0013 285.64 0.74 0.74 6:29 0.7 0.0012 285.61 0.67 0.67 6:34 0.7 0.0013 285.63 0.72 0.72 6:39 0.7 0.0012 285.62 0.69 0.69 6:44 0.7 0.0012 285.62 0.71 0.71 6:49 0.7 0.0012 285.62 0.70 0.70 6:54 0.7 0.0012 285.62 0.70 0.70 6:59 0.7 0.0012 285.62 0.70 0.70 7:04 0.7 0.0012 285.62 0.70 0.70 7:09 0.7 0:-0012 285.62 0.70 0.70 7:14 0.7 0.0012 285.62 0.70 0.70 7:19 0.7 0.0012 285.62 0.70 0.70 7:24 0.7 0.0012 285.62 0.70 0.70 7:29 0.7 0.0012 285.62 0.70 0.70 7:34 0.7 0.0012 285.62 0.70 0.70 7:39 0.7 0.0012 285.62 0.70 0.70 7:44 0.7 0.0012 285.62 0.70 0.70 7:49 0.7 0.0012 285.62 0.70 0.70 7:54 0.7 0.0012 285.62 0.70 0.70 7:59 0.7 0.0012 285.62 0.70 0.70 8:04 0.7 0.0012 285.62 0.70 0.70 8:09 0.8 0.0013 285.64 0.75 0.75 8:14 0.9 0.0014 285.68 0.85 0.85 8:19 0.9 0.0014 285.71 0.92 0.92 8:24 0.9 0.0014 285.69 0.88 0.88 8:29 1. 0 0.0015 285.74 1. 03 1. 03 8:34 1. 0 0.0015 285.73 0.98 0.98 8:39 1. 0 0.0015 285.74 1. 01 1. 01 8:44 1. 0 0.0015 285.73 0.99 0.99 8:49 1. 0 0.0015 285.73 1.01 1. 01 8:54 1. 0 0.0015 285.73 1. 00 1. 00 8:59 1. 0 0.0015 285.73 1. 00 1. 00 9:04 1.0 0.0015 285.73 1. 00 1. 00 9:09 1.1 0.0016 285.78 1.14 1.14 9:14 1. 2 0.0016 285.79 1.19 1.19 9:19 1.2 0.0016 285.80 1. 21 1. 21 9:24 1.2 0.0016 285.79 1.19 1.19 9:29 1. 2 0.0016 285.79 1. 20 1. 20 9:34 1. 2 0.0016 285.79 1.20 1. 20 9:39 1. 3 0.0016 285.81 1.25 1. 25 9:44 1. 3 0.0017 285.83 1. 33 1. 33 9:49 1.4 0.0017 285.84 1. 36 1. 36 9:54 1.4 0.0017 285.86 1.43 1.43 9:59 1. 4 0.0017 285.84 1.38 1.38 10:04 1.4 0.0017 285.85 1.42 1. 42 0.4172 ac.ft. have entered the pond. 0.4155 ac.ft. (99.59%) have exited. Date 09/06/99 Page 04 Inf low H'graph: post 100 yr Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part ) ----------------------------------------------------------------------------- 10:09 1. 5 0.0017 285.86 1.44 1.44 .10:14 1. 5 0.0018 285.89 1. 54 1. 54. 10:19 1. 5 0.0017 285.87 1.47 1.47 10:24 1. 7 0.0019 285.93 1. 72 1. 72 10:29 1. 8 0.0019 285.95 1. 80 1. 80 10:34 1. 8 0.0019 285.95 1. 80 1. 80 10:39 2.1 0.0021 286.00 2.04 2.04 10:44 2.3 0.0026 286.04 2.18 2.18 10:49 2.3 0.0030 286.06 2.30 2.30 10 :54 2.6 0.0035 286 .09 2.44 2.44 10 :59 2.8 0.0043 286.15 2.68 2.68 11:04 2.8 0.0047 286.17 2.80 2.80 11 :09 3.0 0.0052 286.20 2.92 2 .·92 11 :14 3.2 0.0059 286.25 3.14 3.14 11:19 3.3 0.0063 286.27 3.25 3.25 11 :24 3.7 0.0071 286.32 3.47 3.47 11:29 4.0 0.0085 286.41 3.84 3.84 11:34 4.8 0.0097 286.48 4.14 4.14 11:39 9.9 0.0242 286.81 5.50 5.50 11:44 14.4 0.0659 287.46 7.40 7.40 11:49 17.6 0 .1178 288.06 8.89 8 .89 11:54 29.5 0.2038 288.88 11. 28 10.47 11:59 39 .9 0.3366 289 .87 21. 00 11.96 12:04 41. 3 0.4423 290.53 31. 74 12.84 12:09 27.1 0.4624 290.64 33.64 12.99 12:14 13.6 0.3892 290.21 26 .42 12.41 12:19 9.0 0.3097 289.69 18.31 11.70 12:24 6.6 0.2529 289 .27 13.74 11.10 12:29 5.2 0.2061 288.90 11.40 10.50 12:34 4.7 0.1665 288 .55 9.89 9.89 12:39 4.2 0.1315 288.20 9.19 9.19 12:44 3.9 0.0988 287.85 8.40 8.40 12:49 3.8 0.0703 287.52 7.56 7.56 12:54 3.4 0.0464 2~7.19 6.64 6.64 12:59 2.5 0.0251 286.83 5.56 5.56 13:04 2.2 0.0083 286.39 3.78 3 .78 13:09 2.1 0.0024 286.03 2.14 2.14 13:14 2.1 0.0023 286.02 2.10 2.10 13:19 2.1 0.0023 286.02 2.10 2.10 13:24 2.1 0.0023 286.02 2.10 2.10 13:29 1. 5 0.0018 285.92 1. 67 1. 67 13 :34 0.6 0.0012 285.58 0.62 0.62 13:39 1.8 0.0014 285.71 0.94 0.94 13:44 0.9 0.0018 285.92 1. 68 1.68 13:49 0.7 -0.0003 285.04 0.00 0.00 13:54 0.0 -0.0003 285 .04 0.00 0.00 STORM SEWER CAPACITIES Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: Comment: 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 ........ . Cri t ical Depth ... . Cr it ical Slope ... . Perc ent Full ..... . Full Capacity .... . QMAX @.94D ....... . F roude Number .... . 2 .00 ft 0.0416 ft/ft 0.013 46 .14 cfs 46 .14 cfs 2.00 ft 14.69 fps 3.14 sf 1. 97 ft 0.0379 ft/ft 100 .00 % 46 .14 cfs 49.63 cfs FULL Open Channe l Flow Module, Version 3 .2 (c) 1 99 0 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct O Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: Comment: 12 inch RCP 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 .... . 1. 00 ft 0.0100 ft/ft 0. 013 , 3 .56 cfs 3.56 cfs 1. 00 ft 4 .54 fps 0 .79 sf 0 .81 ft 0.0103 ft/ft 100.0 0 % 3.56 cfs 3.83 cfs 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: 18 inch RCP 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 .... . 1. 50 ft 0.0200 ft/ft 0.013 14.86 cfs 14.86 cfs 1.50 ft 8.41 fps 1.77 sf 1. 40 ft 0.0173 ft/ft 100.00 % 14.86 cfs 15.98 cfs 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: 12 inch RCP 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 .... . 1. 00 ft 0.0250 ft/ft 0.013 5.63 cfs 5.63 cfs 1. 00 ft 7.17 fps 0.79 sf 0.94 ft 0.0216 ft/ft 100.00 % 5.63 cfs 6.06 cfs 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 : 12 inch RCP Solve For Fu l l 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 ..... . Fu ll Capacity .... . QMAX @.94D ....... . Froude Number .... . 1. 00 ft 0.0150 ft/ft 0.013 4.36 cfs 4.36 cfs 1. 00 ft 5.56 fps 0.79 sf 0 .88 ft 0.0136 ft/ft 100 .00 % 4.36 cfs 4.69 cfs FULL Open Channe l Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 FLOODPLAIN MAP l I I ' ' i . i ZON fer to the Flood Insurance Rate Map Effeoive date shown on th is map to termine when aduarial rates apply to strudures in the zones where elevations depths have been established. determine if flood insurance is available in this community, contact your urance agent or call the National Flood Insurance Program at (800) 638-6620 . •• 500 APPROXIMATE SCALE 0 SOOFEET EE3::3==~E3:::3==~E3=:C:========:::::::J -NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 142 OF 250 ·(SEE MAP INDEX FOR PANELS NOT PRINTED) COKTAJNS: COMMUNITY HUMBER PANEL SUFFIX BRYAN. CITY OF 480082 0142 c COUEGE STATION. CITY OF 480083 0142 c UNINCORPORA TEO AREAS 481195 0142 c Notice to User: The MAP NUMBER showa below sh0<1ld be used when p(1cing m1p orders; the COMMUNITY NUMBER showa 1bo•e should be used on insuronce 1pp(ic1tions for the subject community. MAP NUMBER 48041C0142 C EFFECTIVE DATE: JULY 2, 1992 Federal Emergency Management Agency DRAINAGE PLAN WITH TOPO ~~ Urban Design Group Lance Sims , Building Official Dept. of Development Services City of College Station P .O. Box 9960 College Station, Texas 77842-9960 Via: regular mail Re : Commerce National Bank Dear Lance, December 13 , 1999 The bank recently obtained their development permit for construction of the new bank facility on University Drive. They are building on two lots. When the received their official address , they were told 1213 and 1221 University Drive were available. For all their banking and business purposes , they have selected 1221 University Drive. We would like to ensure that all correspondence , permitting, billing , etc . reflect the selected address . Please let me know if any paperwork other than this letter is necessary . Thank you for your assistance . cc : Carl Warren, Building Department Sincerely, ~~/:z<f URBAN DESIGN GROUP Deborah L. K~ating, P.E., Partner Jeff Tondre , Development Services Marsha Baker, Commerce National Bank p 0 s t O ff i c e B o x 1 O 1 5 3 • C o 11 e g e S t a t i o n, T e x a s 7 7 8 4 2 • 4 0 9 • 6 9 6 • 9 6 5 3 -~ ) DEVELOPMENT PERMIT PERMIT NO . 99-500290 Commerce National Bank FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: University Park Section II Block II , Lots 12 and 14-B SITE ADDRESS: 1213 University Drive East DRAINAGE BASIN: Burton Creek DATE OF ISSUE: _12_/1_0_/1_9_99 ___ _ VALID FOR ]1_ MONTHS OWNER: Allan Hanson Commerce National Bank 424 Tarrow, Suite 104. College Station, TX 77840 409-260-5982 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: CONTRACTOR: Full Permit License to Encroach must be recorded prior to Building C.O. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities . I hereby grant this permit for development of an area OUTSIDE the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of Col ge Station that apply . -- Date Date / Contractor Date FOR OFFICE USE ONLY CASE NO.: __ _ DATE SUBMITTED: __ _ MINIMUM SUBMITTAL REQUIREMENTS _d._ $100.00 Development Permit Application Fee. pet ~{30 @ __ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. __ Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres . 1113 LEGAL DESCRIPTION University Park Section II Block T, Lots 12 & 14-B APPLICANT (Primary Contact for the Project): Name Allan Hanson Street Address _4_2_4_T_arr_o_w~S_ui_te_10_4 __________ City College Station State Texas E-Mail Address Zip Code _ -'"7-'-78=-4=0 __ _ ---------- Phone Number _ _._(4~0=9J..)=26=-0,_-=59'-'8=2 _______ Fax Number ______________ _ PROPERTY OWNER'S INFORMATION: Name Commerce National Bank Street Address 424 Tarrow Suite 104 State Texas City College Station E-Mail Address Zip Code --'"7-'-78=-4=0 __ _ ---------- Phone Number (409) 260-5982 ARCHITECT OR ENGINEER 'S INFORMATION: Name Urban Design Group Street Address _ __.::..9=0"-9-=S=ou=t=h..:..:.w=es=t..:.P-=ar=k=-'-w'"""a"'""y-=E=a=st"--, =Su=i=te'--'E=--____ City_--=C=o-=ll=eg=e'-'S=-=t=at=io=n,__ ____ _ State -----=-T-=ex=a=s __ _ Zip Code --'"7-'-78=-4~0 __ E-Mail Address udgs@txcyber.com Phone Number __ _.(-'"40~9_,_)~6=-96,_-=-96~5~3 _____ Fax Number __ (~4-'-09~)~6-'-9=-6--'-9~75~2.__ ______ _ Application is hereby made for the following development specific site/waterway alterations: CONSTRUCTION OF BANK & PAR.KlNG, UTILITIES, ETC. AS SHOWN ON SITE PLAN & ACCOMPANYING DOCUMENTS ACKNOWLEDGMENTS : I, Allan Hanson , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current Requirements of the City of College Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application According to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) DEVELOPMENT PERMIT DPERMIT .DOC 3/24/99 Contractor I of2 06/25/1999 14:10 ----6969752 URBAN DESIGN GROUP PAGE 02 ~-w · FOR Oll'l'ICl. lJSE ONLY! CASE NO.:._~--~ J>ATI SUBMITl'ID: (,. .. .til!I\,\ \1.\lltlP.. DEVELOPMENT PERMIT MINIMUM SUBMlTf AL REQUIREMENTS $100.00 Development Permit Appli~tion Fee. . . • --Drainage and erosion control plan, with supporting Dra.magc Report two (2) copies each. -Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres. LEGALDESCRIPTION'~~~~~~~----~~--~~-------~--~--~--- APPLICAN'f (Primary Contact for the Project): Name~----------~~-----~~--~--~--~~------------~--~ City Street Address -------------------~--------~------- State----Zip Code -----E-Mail Address ----------- Phone Number -----------'Fax Number _______________ _ PROPERTY OWNER'S INFORMATION: Namc~----~----------------------~------------------~----------~--------------- Citv StreetAddress -------------~-------------~----~----------------------- E·Mail Address ---------------------- State ___ _ ( ·,., PhoneNumber FaxNumber _______ ~-----------Zip Code ------- ARCHITECT OR ENGINEER'S lNFORMATION: Name _________ ~-~------------------------------~----------~----------- Strcct Address -----------------City ---------------State ___ _ Zip Code ------E-Mail Address ---------------------- Phone Number -~--------------F.ax Nwnber _______________ ___ Application is hereby made for the following development specific site/wate~y alterations: ACKNOWLEDGMENTS: I.---------~ design engineer/owner, hereby acknowledge or affinn dial: ~~ and conclusions contained in the above plans and supporting documents cornply with the current 1uemients o the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Dc.ign a condi · n of approval of · s permit application, I agree to construct the improvement! proposed in this application /et:A.xm!Ut. IUO.~ and the requirementa of Chapter 13 of the College Station City Code. (.'-.. ·~~ILlC_/.~~~~vP . Contractor 1.r2