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HomeMy WebLinkAboutFolderFOR OFFICE USE ONLY Case No. --------- Date Submitted DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS [2J $200.00 development permit fee. [2J Drainage and erosion control plan, with supporting Drainage Report two (2) copies each [2J Notice of Intent (N .0.1.) if disturbed area is greater than 5 acres LEGAL DESCRIPTION Lot 38 One Lincoln Place ---------=~-=-="'"-=~-="--'-"--"-'-'--'-'--'-"'~------------- APPLICANT (Primary Contact for the Project): Name _______ D_e_b_b_ie_K_e_a_t_in_g _____ ~ E-Mail ___ d_k_e_a_tin_g.....,@._.._u_d .... gc_s_.c_o_m ___ _ Street Address ________________ 2_7~0_0_E~a_r_I R_ud_d_e_r_F_w_.y_. _S_o_u_th~, _S_u_it_e_4_3_0_0 __ _ City College Station State ___ T~e~x~a~s___ Zip Code _7_78_4_5 ___ _ Phone Number 979-696-9653 ------"-'--'----""~~~----Fax Number 979-696-9752 ----'-"--"~~~~---~--,- PROPERTY OWNER'S INFORMATION: Name ----~S~a_xt~o_n_-P_i~e~rc~e_R_e~s~t~ar~a~u_n~ts____ E-Mail -----'d_k~e~a~tin_g.....,@._.._u_d .... gc_s_._co_m ___ _ Street Address 203 Park Court ---------------~'-"--'--""'"'"'-'--'~"--'------------- City Ridgeland State Mississippi Zip Code -'-7~87'-5"""'9'----- Phone Number 601 -853-0650 Fax Number 601-853-0659 ARCHITECT OR ENGINEER'S INFORMATION: Name ______ U_r_ba_n_D_e_s~ig~n_G_r_o_u_p ____ ~ E-Mail ----=d::..:..k=e=a=tinc:..;g,..,@=u-=d"'""gc=s:;.;_. c=o=m.:...;_ __ _ Street Address _______________ 2_7~0~0_E~a_rl_R_u~d_d_e_r _Fw__._y_S_o_ut_h~, _S_u_ite_43_0_0 __ _ City College Station State ___ T'""'e'"""x'-=a""""s___ Zip Code _7_78~4_5'------ Phone Number 979-696-9653 -----='--=-=-=-=--=-=--=-=----Fax Number 979-696-9752 ------''"-'--"--"-''-"--"-'--''-=------ Application is hereby made for the following development specific site/waterway alterations: construction of restaurant and associated site improvements ACKNOWLEDGMENTS: I, __ , 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) Contractor 1-Aug-02 1 of 2 CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A I, __ , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, Debbie Keating, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, __ , certify that the alterations or development covered by this permit shall not diminish the flood- carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodways fringes . Engineer Date D. I, __ , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval: ----------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 1-Aug-02 2 of 2 p)J-OJ/?1 SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS $200.00 Site plan application and review fee. $200.00 Development permit fee. $600.00 Public infrastructure inspection fee, if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) Ten (10) folded copies of site plan. A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAMEOFPROJECT _____________ ~M~c~A~ll=is~te~r'=s-=D'--=e~li _____________ ~ ADDRESS ________________ __;:U~n=iv'--=e~rs=it~v-=D~ri~v=e-------------~ LEGAL DESCRIPTION _____________ L~o-'-t 3~B~O~n~e~L=in-'-c~o-'--ln~P~l-'-ac~e'------------- APPLICANT (Primary Contact for the Project): Name --------=D=e=-=bb=-ie~K=e=at=in.o..::;g._______ E-Mail dkeating@udgcs.com Street Address -----------------=2""-70~0~E=a=r-'--I '""""'R""'"ud"""'d"""'e'"'""r-'--F""'"'wy""'-""S--=-o=ut"""'h~, =S=ui~te~4~3~0-=-0 ____ _ City ____ __;:C::....:o=ll=eg"'"'e=-S=t=a=tio=n-'------State ____ T_e_xa_s___ Zip Code ____ 7_7_8_4_5 ___ _ PhoneNumber _____ -"9~7-=-9-"-6~9--=-6-"-9~6--=-5=3____ FaxNumber ____ --'9~7-=-9-"-6~9-=-6-"-9~7-=-5=2 ___ _ PROPERTY OWNER'S INFORMATION: Name _________ S_a_x_to_n_-P_i_er~c_e_______ E-Mail ___ ...... im~r@~sa_x~to-'-n ...... p_ie_r_ce_._co_m ___ _ Street Address -----------------=2=-03=-"'"-Pa=r~k-"C~o~u'"'"'rt'--------------- City Ridgeland State Mississippi Zip Code 39157 Phone Number 601-853-0650 Fax Number 601-853-0659 ARCHITECT OR ENGINEER'S INFORMATION: $:: Name Urban Design Group E-Mail ____ d_k_e_a_ti_ng~@~ud_g~c_s_.c_o_m ____ ~ Street Address ------------------=2-'--70-=--'0'-=Ea=r-'--I "'-'R-=ud"""""d"""'e~r-'-F-'-wv~S-=-o-=u=th~, =S=ui~te~4-'-3~0~0 _____ }i City _____ C_o_ll_eg~e_S_t_a_tio_n _____ State ____ T_e_xa_s___ Zip Code ____ 7'-'8"""'7-=5=9-~e(it===- Phone Number ______ 9_7_9_-6_9_6_-9_6_5_3____ Fax Number ------'9""'"7-"'9-"-6'--"9-=-6-"-9""'"7-=5=2 ___ _ OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name _______ -"L~v~n~n-'--P-=-o=ol~,'-'A~rc~h~ite=c~t _____ _ E-Mail ----'l"'""po=--'o'"""l@~m~c=a"'"lis"'"'t=er-=s-=d=el""'"i.c.::..:o'"""m~--- Street Address __________________________________ _ City State _______ _ Zip Code _________ _ Phone Number 601-952-1100 Fax Number _______________ _ SitePlan 12/11/02 1 of 3 C-1 vacant PROPOSEDUSEOFPROPERTY ________ ~re~s=~=r=au=n~t~<~~=m~m~e~~~ia=l)~--------- VARIANCE(S) REQUESTED AND REASON(S) __ H_<Z>_N_.c ______________ _ (55 +I~:· #OF PARKING SPACES REQUIRED _r.,._8 ____ # OF PARKING SPACES PROVIDED _"_t __ _ MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION Total Acreage __ # of Multi-Family Dwelling Units Floodplain Acreage __ __X$452=$ Housing Units __ __ # of acres in floodplain #of 1 Bedroom Units # of acres in detention ---- __ #of 2 Bedroom Units __ #of acres in greenways # of 3 Bedroom Units --__ date dedication approved by Parks Board # of 4 Bedroom Units COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage 1. o Ac.. __ # Bedrooms = 132 sq . ft. Building Square Feet 3 1.-0 o __ # Bedrooms < 132 sq. ft. Floodplain Acreage _o_ NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. SITE PLAN CHECKLIST Site Plan 12/11102 Date / 2 . 2o . o2 2 of3 ~-w DEVELOPMENT PERMIT PERMIT NO .~ (01) 67' 0~ -5~ Project: MCALISTER'S DELI COLLlGl ~TATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: One Lincoln Place Lot 3,A.~ DATE OF ISSUE: 3/25/03 OWNER: THOMAS KIRKLAND TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: ~UNIVERSITY DRIVE E DRAINAGE BASIN: Alum Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. 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. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. 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 College Station that apply. Owner/ AgenUContractor DRIVE RELOCATION Drainage Report JOB# 02-378 McALLISTER'S DELI DRAINAGE REPORT Prepared By: Urban Design Group 2700 Earl Rudder Freeway South, Suite 4300 College Station, Texas 77845 (409) 696-9653 ph (409) 696-9752 fax dkeating@udgcs.com Prepared for: Saxton/Pierce Restaurant Corporation 203 Park Court Ridgeland, Mississippi DECEMBER 2002 page 1 - DRIVE RELOCATION Drainage Report TABLE OF CONTENTS I. Certification II. General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design APPENDIX Drainage Area Map (Existing Conditions) Drainage Area Map (Developed Conditions) Schematic Diagram JOB # 02-378 Computations/Results (Existing Conditions) Computations/Results (Developed Conditions) Computations/Results (Pond A) Computations/Results (Pond B) page 2 DRIVE RELOCATION Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for McAllister's Deli , 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 # 02-378 DRIVE RELOCATION Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location Primary drainage system identified Th is project is located within the Carter Creek Watershed. The property currently drains into a tributary to Burton Creek and ultimately empties into Carter Creek. Surrounding developments shown The new restaurant will be located on the pad site and includes a joint drive to be partially located on Lot 3, Block 1, of the One Lincoln Place Subdivision, and partially located on Lot 1, Block 1, of the Wheeler Phase Two Subdivision. The new drive location lines up with the recently constructed median opening on University Drive. Surrounding developments include the Quality Suites Hotel to the southeast, an undeveloped pad site to the west, and the undeveloped Wheeler tract to the east. The recently constructed University Park development is to the north. Local streets, drainage systems shown Adjacent streets include University Drive to the north. Drainage systems include the existing storm sewer in University Drive and a tributary to Burton Creek to the south. B. Description of Property Acreage of project The area of the project including the joint drive access easement is approximately 1 acre. Acreage for each drainage areas is shown on the accompanying maps . Land cover described A portion of the area is vacant land with grassland cover, and the rema ining portion has parking and drive. Primary/secondary systems within property shown No existing primary or secondary systems are currently on the subject tract. The project will include the installation of storm sewer (secondary system) improvements. General description Improvements include the construction of an approximate 3600 sf one story restaurant and associated parking and utility improvements. The new joint drive will replace the existing right in right out only drive currently serving the Quality Suites hotel. The new joint drive will serve the existing hotel, future JOB # 02-378 - DRIVE RELOCATION Drainage Report page 5 development on the hotel pad site, as well as future development of the Wheeler Subdivision. Without the new drive at that location, traffic traveling from the east will have to make a U-turn to enter either the hotel, pad site, or Wheeler Subdivision. Furthermore, traffic leaving each of those tracts would have to make a U-turn to travel west on University Drive. The drainage improvements include two areas of surface detention pond within the parking and drive areas. Ill. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins References to FIRMS if applicable The subject tract is located in FIRM# 48041C0142C. 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 Burton Creek downstream. With the improvements as proposed, a portion of the runoff will be south to the tributary to Burton Creek, and a portion of the runoff will be to the same tributary via TxDOT's storm sewer. Approval from TxDOT for connection to their storm sewer is been provided as per the letter from Catherine Heijl. Proposed pathways to Primary system shown or described The proposed pathway to the primary system (tributary to Burton Creek) is via proposed storm sewer (onsite) and existing storm sewer within University Drive. IV. DRAINAGE DESIGN CRITERIA Any deviation from standards being requested None that we are aware of. Discussion of site constraints and capacities (streets. existing structures. etc.) One detention area is proposed in the new drive, since the drive is at the location of the low point. The location of the drive is set (by median placement), and the topography of the two tracts make other alternatives unfeasible. Discussion of any applicable previous drainage studies and how this plan will affect it A drainage study for the Quality Suites Hotel (UDG) was approved previously. As mentioned , detention for the hotel has already been provided. A drainage JOB # 02-378 - DRIVE RELOCATION Drainage Report page 6 study for the Burton Creek Floodplain (UDG) was approved previously as well. A flood study for reclamation of the floodplain (prepared by Kling) includes the installation of channel improvements (detention) on the Wheeler property. However, to our knowledge this study has not been approved by FEMA. Hydrologic Criteria Rainfall/runoff calculation method described and calculations provided The SGS Curve Number Procedure was used to determine the runoff rates. Curve number values were determined using Table 111-4 of the City's Drainage Policy & Design Standards (DPDS). A minimum time of concentration of five minutes was used in the calculations. Rainfall depths were determined using Table 111-3 of the DPDS. The results (hydrographs) for the 100 yr peak runoff for the pre-and post-developed areas are included in the appendix. A summary of the computed runoff rates is shown below. STORM E1 P1 P2 P1+P2 (cfs) (cfs) (cfs) (cfs) 2YR 3.80 2.79 2.89 5.68 5YR 6.27 3.92 4.07 7.99 10 YR 8.06 4.72 4.90 9.62 25 YR 10.17 5.64 5.86 11 .5 50YR 11 .68 6.30 6.55 12.85 100 YR 13.50 7.09 7.37 14.46 Detention discharge/storage calculation method/calculations The rating tables for reservoir storage/elevation (reservoir routing) procedure is provided below. Storage volumes computed are shown in the printouts contained in the appendix. Storm recurrence intervals used 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 HydroCAD, a hydrologic modeling tool for civil engineers. The detention pond modeled is the drive area immediately surrounding the grate inlets located within the drive and parking areas. The outlet works consist of a grate inlet sized to limit the post developed flows to the pre-developed flow from the upstream area. JOB # 02-378 - DRIVE RELOCATION Drainage Report page 7 Hydraulic Criteria Identify capacity of systems used The maximum capacity of the 1 O" RCP connecting to TxDOT's storm system is 1.99 cfs at a velocity of 3.68 ft/sec. Specify velocities at critical points in system The velocity of the 1 O" PVC (100 yr event) is 3.68 ft/sec which is acceptable (15 ft/sec max) in concrete pipe. Other grassed and landscaped areas that drain to the detention area have slopes and velocities similar to that pre- developed. Slopes on the paved areas are minimal (1 % - 4%). Runoff velocities from these areas do not exceed that allowable for paved areas. Identify detention/retention outlet and routing The detention outlets for Pond 1 consists of a surface grate inlet and weir at the low spot in the curb. Since the grate inlet empties into the 1 O" pipe, the limiting outflow for this outlet was set at the pipe capacity. The capacity of the grate inlet is larger than the pipe capacity. POND 1 STORM OUTFLOW (cfs) 2YR 0.00 5YR 0.00 10 YR 1.04 25 YR 2.32 50YR 2.97 100 YR 3.65 The detention outlets for Pond 2 also consist of a surface grate inlet and weir at the low spot in the curb . Since the grate inlet empties into the 1 O" pipe, the limiting outflow for this outlet was set at the pipe capacity. The capacity of the grate inlet is larger than the pipe capacity. POND2 STORM OUTFLOW (cfs) 2YR 3.13 5YR 4.06 10 YR 4.88 25YR 5.88 50YR 6.59 100 YR 7.34 V. DRAINAGE FACILITY DESIGN JOB # 02-378 .. DRIVE RELOCATION Drainage Report page 8 Discuss drainage patterns/flows (pre vs.post) Existing and proposed drainage patterns are shown on the map provided in this report. Are they draining water onto another property owner?-if so, is it where the water flowed before? and is it not more than what flowed there before? and not faster than it flowed before? The pre-developed runoff enters Burton Creek and empties into the Carter Creek ultimately. With the proposed improvements, the post developed flow will enter Burton Creek via TxDOT storm sewer. Discuss erosion control measures employed During the construction, temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetation has been established . Discuss detention pond design (sideslope, low flow channels, outlet works , freeboard, emergency spillway) Surface Detention Ponds 1 and Pond 2 are located on concrete areas with mild slopes to the grate inlet. During the 100 year event, the maximum depth of water at Pond 2 is 0.60 feet (less than the 0.83' allowed). In emergency conditions, any flows exceeding the 100 yr capacity of the pond would top the curb and enter Burton Creek to the south (as it does today). Discuss maintenance access and responsibilities Maintenance responsibilities of Detention Pond 2 would be jointly with the two property owners. Maintenance responsibilities of Detention Pond 1 would be with the McAllister's Deli. Maintenance responsibilities would transfer to any new landowners should the facility change ownership. JOB # 02-378 DRIVE RELOCATION Drainage Report Conclusions Verify compliance with DPDS (signed and sealed certification} Provided at beginning of report page 9 Explain effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining b) Accommodating runoff in existing/proposed easements or ROW discharging into primary system c) Combination of a & b The proposed discharges will be controlled with the proposed detention ponds on private property and within the joint drive access easement. The site discharges before and after development are summarized below. STORM POND 1 POND2 TOTAL QEX (cfs) (cfs) (cfs) (cfs) 2YR 0.00 3.13 3.13 3.80 5YR 0.00 4.06 4.06 6.27 10YR 1.04 4.88 5.92 8.06 25YR 2.32 5.88 8.20 10.17 50YR 2.97 6.59 9.56 11.68 100 YR 3.65 7.34 10.99 13.50 With the allowance to tie into TxDOT storrri sewer, the post developed runoff rates from the ponds is lower than the pre-developed rates. References 1City of College Station, Drainage Policy & Design Criteria 2Burton Creek Flood Study, Urban Design Group 3Qualitiy Suites Hotel Drainage Report, Urban Design Group 4Burton Creek Flood Study, Kling Engineering JOB # 02-378 • P2 P1 Drainage Diagram for proposedTEST Prepared by Urban Design Group 12/20/02 HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems • Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: Mcallister's Deli Comment: 10 11 pipe to TxDOT 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 .... . 0.83 ft 0.0050 ft/ft 0 .010 1.99 cfs 1.99 cfs 0.83 ft 3.68 fps 0.54 sf 0.63 ft 0.0058 ft/ft 100.00 % 1.99 cfs 2.14 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 existing Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment E1: E1 Hydrograph Plot 4 3 oJ...••········· 5 6 7 8 9 10 11 12 13 Time (hours) Type II 24-hr Rainfal/=4.50" Page 1 12/19/02 ID Runoff I ''. 17 18 19 20 existing Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems 7 6 5- 2 o . 5 6 8 Subcatchment E1: E1 Hydrograph Plot 10 11 12 13 14 15 16 Time (hours) 17 Type II 24-hr Rainfal/=6. 20" Page 1 12/19/02 I 0 Runottl . . . 18 19 20 existing Prepared by Urban Design Group HydroCAD® 6.00 sin 001 705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=7.40" Page 1 12/19/02 Subcatchment E1: E1 Hydrograph Plot 9 ID Runottl 8- 7 6- 'iii -5 ~ ~ 0 4 u:: 3 2 oW••.•·• 5 6 7 8 10 12 13 14 15 16 17 18 19 20 Time (hours) existing Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=8.80" Page 1 12/19/02 11 - 10 9 8 3 2 9 10 Subcatchment E1: E1 Hydrograph Plot i . '·I' I 12 13 14 15 16 17 18 19 20 Time (hours) ID Runoff I - existing Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=9. BO" Page 1 12/19/02 5- 4 3 2 8 9 Subcatchment E1: E1 Hydrograph Plot ID Runoff I I I .' i I 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems 15 14 13 12 11 10 6 5 4 3 7 8 9 Subcatchment E1: E1 Hydrograph Plot 10 12 13 14 15 Time (hours) Type II 24-hr Rainfal/=11.00" Page 1 12/19/02 ID Runoff~ 17 18 19 proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 3 2 13 Time (hours) 14 Type II 24-hr Rainfal/=4. 50" Page 1 12/20/02 I 0 Runoff I 15 proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 4- 3 iii .... ~ 3: 0 2-u:: Time (hours) • Type II 24-hr Rainfal/=6.20" Page 1 12/20/02 I 0 Runoff I proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 5 4 2 Time (hours) • Type II 24-hr Rainfal/=7.40" Page 1 12/20/02 ID Runottl proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 6 5 4 2 ' 12 Time (hours) • Type II 24-hr Rainfal/=8.80" Page 1 12/20/02 I 0 Runottl proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001 705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 7 6 5 2 ' 12 Time (hours) Type II 24-hr Rainfal/=9. BO" Page 1 12/20/02 ID RunoffJ proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P1: P1 Hydrograph Plot 7 6 5 3 2 ' 12 Time (hours) • 14 Type II 24-hr Rainfall= 11 . 00" Page 1 12/20/02 I 0 Runoff I proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P2: P2 Hydrograph Plot 3 2 ~ ~ 3: 0 u:: 1 - ' 12 13 Time (hours) • 14 Type II 24-hr Rainfal/=4. 50" Page 1 12/20/02 ID Runottl .. proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems 4 3 5: 0 u:: 2 Subcatchment P2: P2 Hydrograph Plot 13 Time (hours) 14 Type II 24-hr Rainfal/=6.20" Page 1 12/20/02 ID Runoff I 15 proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P2: P2 Hydrograph Plot 5 4.90 cfs 4 2 Time (hours) 14 Type II 24-hr Rainfal/=7.40" Page 1 12/20/02 ID Runoff I 15 proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P2: P2 Hydrograph Plot 6 5 2- ' 12 Time (hours) Type II 24-hr Rainfall=B.80" Page 1 12/20/02 ID Runoff I proposed Prepared by Urban Design Group HydroCAD® 6.00 s/n 001 705 © 1986-2001 Applied Microcomputer Systems Subcatchment P2: P2 Hydrograph Plot 7 6 5- 2- ' 12 13 Time (hours) 14 Type II 24-hr Rainfal/=9. BO " Page 1 12/20/02 ID Runoff I 15 proposed Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment P2: P2 Hydrograph Plot 8 7 6 i 5 ~ 31: 4 0 u::: 3 2 12 Time (hours) 14 Type II 24-hr Rainfal/=11.00" Page 1 12/20/02 ID Runoffj 15 - proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems 3 ' 2 ' 0.00 cfs 0 10 11 Pond 1P: pond1 Hydrograph Plot 12 13 14 Time (hours) Type II 24-hr Rainfal/=4. 50" Page 1 12/20/02 15 Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 1 P: pond1 Hydrograph Plot 3 'iii' -~ 2- 3: 0 u: I 10 11 12 13 14 Time (hours) - Type II 24-hr Rainfal/=6.20" Page 1 12/20/02 15 CJ Inflow 0 Outflow D Primary D Secondary - proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems 4 3 3: 0 ii: 2 Pond 1 P: pond1 Hydrograph Plot 12 13 14 Time (hours) Type II 24-hr Rainfal/=7.40" Page 1 12/20/02 15 D Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 1 P: pond1 Hydrograph Plot 5 4 2 12 13 14 Time (hours) - Type II 24-hr Rainfal/=8. 80" Page 1 12/20/02 15 CJ Inflow 0 Outflow 0 Primary 0 Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 1 P: pond1 Hydrograph Plot 6 5 2 12 13 14 Time (hours) • Type II 24-hr Rainfal/=9.80" Page 1 12/20/02 D Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Pond 1 P: pond1 Hydrograph Plot 6 5 2 11 12 13 14 Time (hours) • Type II 24-hr Rainfal/=11 .00" Page 1 12/20/02 15 Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: (new node) Hydrograph Plot 5 4 11 12 13 14 Time (hours) Type II 24-hr Rainfal/=4.50" Page 1 12/20/02 15 D Inflow 0 Outflow 0 Primary 0 Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: (new node) Hydrograph Plot 2 11 12 13 14 Time (hours) Type II 24-hr Rainfal/=6.20" Page 1 12/20/02 D Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: (new node) Hydrograph Plot 7 6 5 3 2 12 13 14 Time (hours) Type II 24-hr Rainfal/=7.40" Page 1 12/20/02 15 D Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: (new node) Hydrograph Plot 8 7 6 3 11 12 13 14 Time (hours) Type II 24-hr Rainfal/=8.80" Page 1 12/20/02 15 D Inflow D Outflow D Primary D Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems 3: 0 8 7 u: 4 3 11 Pond 2P: (new node) Hydrograph Plot 12 13 14 Time (hours) Type II 24-hr Rainfal/=9. 80" Page 1 12/20/02 15 Inflow 0 Outflow 0 Primary 0 Secondary proposedTEST Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: (new node) Hydrograph Plot 10 9 8 7 :i 6 .!::!. ~ 5 0 u:: 4 3 2 11 12 13 14 Time (hours) Type II 24-hr Rainfall= 11 . 00" Page 1 12/20/02 15 Ill Inflow D Outflow D Primary D Secondary proposedTEST Type II 24-hr Rainfal/=11.00" Prepared by Urban Design Group Page 1 HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems 12/20/02 Pond 2P: (new node) Time Inflow Storage Elevation Outflow Primary Secondary (hours} (cfs} (acre-feet} {feet} {cfs} {cfs} {cfs} 10.00 0.22 0.000 304.00 0.00 0.00 0.00 10.10 0.27 0.000 304.02 0.47 0.47 0.00 10.20 0.32 0.000 304.01 0.12 0.12 0.00 10.30 0.37 0.000 304.03 0.55 0.55 0.00 10.40 0.41 0.000 304.01 0.23 0.23 0.00 10.50 0.45 0.000 304.03 0.62 0.62 0.00 10.60 0.50 0.000 304.02 0.33 0.33 0.00 10.70 0.55 0.000 304.04 0.70 0.70 0.00 10.80 0.60 0.000 304.02 0.45 0.45 0.00 10.90 0.65 0.000 304.04 0.79 0.79 0.00 11 .00 0.70 0.000 304.03 0.56 0.56 0.00 11.10 0.76 0.000 304.04 0.89 0.89 0.00 11 .20 0.87 0.000 304.04 0.74 0.74 0.00 11 .30 0.97 0.000 304.05 1.09 1.09 0.00 11.40 1.08 0.000 304.05 0.97 0.97 0.00 11 .50 1.19 0.000 304.07 1.30 1.30 0.00 11 .60 2.08 0.000 304.10 1.96 1.96 0.00 11.70 4.39 0.008 304.39 2.66 1.99 0.67 11 .80 5.97 0.016 304.51 5.85 1.99 3.86 11.90 9.05 0.020 304.57 8.02 1.99 6.03 12.00 8.82 0.023 304.60 9.26 1.99 7.27 12.10 3.97 0.015 304.50 5.49 1.99 3.50 12.20 3.06 0.009 304.40 2.96 1.99 0.97 12.30 2.88 0.009 304.40 2.97 1.99 0.98 12.40 0.76 0.003 304.28 1.99 1.99 0.00 12.50 0.62 0.000 304.01 0.21 0.21 0.00 12.60 0.53 0.000 304.05 0.92 ·0.92 0.00 12.70 0.53 0.000 304.01 0.16 0.16 0.00 12.80 0.53 0.000 304.04 0.89 0.89 0.00 12.90 0.53 0.000 304.01 0.19 0.19 0.00 13.00 0.51 0.000 304.04 0.84 0.84 0.00 13.10 0.50 0.000 304.01 0.19 0.19 0.00 13.20 0.50 0.000 304.04 0.79 0.79 0.00 13.30 0.49 0.000 304.01 0.21 0.21 0.00 13.40 0.48 0.000 304.04 0.74 0.74 0.00 13.50 0.46 0.000 304.01 0.21 0.21 0.00 13.60 0.45 0.000 304.03 0.69 0.69 0.00 13.70 0.44 0.000 304.01 0.21 0.21 0.00 13.80 0.42 0.000 304.03 0.64 0.64 0.00 13.90 0.41 0.000 304.01 0.20 0.20 0.00 14.00 0.39 0.000 304.03 0.59 0.59 0.00 14.10 0.38 0.000 304.01 0.19 0.19 0.00 14.20 0.38 0.000 304.03 0.56 0.56 0.00 14.30 0.37 0.000 304.01 0.20 0.20 0.00 14.40 0.37 0.000 304.03 0.53 0.53 0.00 14.50 0.36 0.000 304.01 0.21 0.21 0.00 14.60 0.36 0.000 304.03 0.50 0.50 0.00 14.70 0.35 0.000 304.01 0.21 0.21 0.00 14.80 0.34 0.000 304.02 0.48 0.48 0.00 14.90 0.34 0.000 304.01 0.21 0.21 0.00 15.00 0.33 0.000 304.02 0.45 0.45 0.00 proposedTEST Type II 24-hr Rainfal/=11.00" Prepared by Urban Design Group Page 1 HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems 12/20/02 Pond 1 P: pond1 Time Inflow Storage Elevation Outflow Primary Secondary {hours} {cfs} {acre-feet} {feet} {cfs} {cfs} {cfs} 10.00 0.18 0.000 307.30 0.00 0.00 0.00 10.10 0.19 0.000 307.30 0.04 0.04 0.00 10.20 0.20 0.000 307.30 0.08 0.08 0.00 10.30 0.21 0.000 307.31 0.11 0.11 0.00 10.40 0.22 0.000 307.31 0.14 0.14 0.00 10.50 0.24 0.000 307.31 0.17 0.17 0.00 10.60 0.25 0.000 307.31 0.19 0.19 0.00 10.70 0.27 0.000 307.31 0.22 0.22 0.00 10.80 0.29 0.000 307.31 0.25 0.25 0.00 10.90 0.31 0.000 307.31 0.28 0.28 0.00 11.00 0.33 0.000 307.32 0.30 0.30 0.00 11 .10 0.36 0.000 307.32 0.34 0.34 0.00 11 .20 0.40 0.000 307.32 0.38 0.38 0.00 11 .30 0.45 0.000 307.32 0.43 0.43 0.00 11.40 0.50 0.000 307.32 0.48 0.48 0.00 11.50 0.55 0.000 307.33 0.54 0.54 0.00 11 .60 0.95 0.000 307.35 0.94 0.94 0.00 11 .70 2.00 0.000 307.40 1.99 1.99 0.00 11.80 3.32 0.006 307.90 1.99 1.99 0.00 11.90 5.88 0.024 308.34 3.53 1.99 1.54 12.00 5.69 0.031 308.48 5.64 1.99 3.65 12.10 1.65 0.023 308.32 3.19 1.99 1.20 12.20 0.89 0.014 308.15 1.99 1.99 0.00 12.30 0.75 0.004 307.85 1.99 1.99 0.00 12.40 0.63 0.000 307.30 0.00 0.00 0.00 12.50 0.52 0.000 307.30 0.00 0.00 0.00 12.60 0.43 0.000 307.30 0.01 .0.01 0.00 12.70 0.40 0.000 307.30 0.05 0.05 0.00 12.80 0.37 0.000 307.30 0.09 0.09 0.00 12.90 0.35 0.000 307.31 0.11 0.11 0.00 13.00 0.32 0.000 307.31 0.13 0.13 0.00 13.10 0.30 0.000 307.31 0.14 0.14 0.00 13.20 0.29 0.000 307.31 0.15 0.15 0.00 13.30 0.27 0.000 307.31 0.16 0.16 0.00 13.40 0.26 0.000 307.31 0.17 0.17 0.00 13.50 0.24 0.000 307.31 0.17 0.17 0.00 13.60 0.23 0.000 307.31 0.17 0.17 0.00 13.70 0.22 0.000 307.31 0.17 0.17 0.00 13.80 0.21 0.000 307.31 0.17 0.17 0.00 13.90 0.20 0.000 307.31 0.17 0.17 0.00 14.00 0.19 0.000 307.31 0.16 0.16 0.00 14.10 0.18 0.000 307.31 0.16 0.16 0.00 14.20 0.18 0.000 307.31 0.16 0.16 0.00 14.30 0.18 0.000 307.31 0.16 0.16 0.00 14.40 0.17 0.000 307.31 0.16 0.16 0.00 14.50 0.17 0.000 307.31 0.16 0.16 0.00 14.60 0.17 0.000 307.31 0.16 0.16 0.00 14.70 0.16 0.000 307.31 0.16 0.16 0.00 14.80 0.16 0.000 307.31 0.15 0.15 0.00 14.90 0.16 0.000 307.31 0.15 0.15 0.00 15.00 0.15 0.000 307.31 0.15 0.15 0.00