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01-24-00 10:51 ZDC ID=9102544734 PO1/09 Z.IMMER DEVELOPMENT COMPANY 111 Princess Street PO Box 2628 (28402) Wilmington, NC 28401 (910) 763-4669 Fax (910) 254-4734 Vatel DeUver To✓ Frarru. Reg cwd t+W. Nwmbee of Page January 13, 2000 Deborah Grace Jennifer S. Kelly FapNc~., 409-764-3496 DN-ectVLaZ,' (910) 254-4846 WolfPen Plaza, College Station, TX CQ"i.+VWA1t ' Pursuant to our telephone conversation, I am attaching a copy of the Development Agreement recorded at Book 2776, Page 35. As I stated, I just need a brief letter on the City of College Station letterhead, addressed to 5outhTrust Bank, NA stating that ZP NO. 85, LTD (owner of the property) is in compliance with the Development Agreement recorded at Book 2776, Page 35. I sincerely appreciate your assistance in getting this taken care of for me. You can fax it back to my attention at (910)54-4734, and return the original via US Mail to the address above. rha#Lk, You! This facsimile message is confidential. It may contain information that is privileged or subject to other confidentiality requirements and exemptions from disclosure under applicable law. It is intended solely for the use of the individual named above. If you are not the intended recipient or the person responsible for the delivering to the intended recipient, you are hereby advised that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this facsimile message in error, please immediately notify the sender by telephone collect and return the original message to the sender by U.S. Moil. l'~4 ;,-a 7~-Vz-/ M ~IE. nnrt-%t i iQG ~nlrlnl~~RlNr Inlf` vrr July 28, 1999 I V 1%,/ V/L-V 1 ,L- L . _ _ v. Mr. Frank Simoneaux Graduate Civil Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE. George Bush Drive Extension Preliminary Design Dear Frank: With reference to our July 19, 1999 meeting where you, Mr. Bob Mosley, P.E, Steven Franks, P.E. and myself were in attendance, I submit the following summary of issues that were discussed: 1. Our design identified the need for additional property along the southwest line ofthe project near Wolf Pen creek. Consideration should be given to acquiring 1.0871 acres out of Lot 2 of The Boardwalk Subdivision. The property is undeveloped and currently owned by Richard Smith. Consideration should be given to acquiring an additional access and utility easement at the south corner of Lot 1, Lacour Subdivision. We propose to jog the new water line around the outer limits of the bridge. Additionally, it would maximize the options for access and maintenance of La reflective pool at the bridge. Between Stations 17+00 to 19+50, there is approximately a four foot (4) cross fall in the existing ' wide right-of-way. Temporary construction easements are desirable on at least one side of ~ right-of-way to accommodate the fill slopes. In lieu of the easements, retaining walls could be constructed. 4. What is the status of Pooh's Park development? Floodway and reservation areas in accordance with the Wolif Pen Creek Zoning Ordinance have yet to be dedicated. ( "Z' 8 /5 1 ) 5. No sanitary sewer line modifications have been identified.. However, we are not clear on the needs of the Pooh' Park development. 6. The Lacour Subdivision plat dedicated a portion of the George Bush drive Right-of-way. The most southerly portion of the concrete pavement, consisting of approximately 100 feet in length, was not constructed in the center of the right-of-way. Removal and replacement of part of the pavement has been recommended. For the given central angle in this right-of-way dedication, a much larger center line radius is recommended. 7. Existing gutter drainage on George Bush Drive is routed through the driveways and parking areas of the adjoining properties (Lot 1 of The Boardwalk and Lot IA of Lacour Subdivision). We recommend obtaining appropriate drainage easements. 8. Bike lanes and a center left-turn lane have been provided. Edwin Hard is to review and comment on the design. 1722 Broadmoor, Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 George Bush Drive Extension Mr. Frank Simoneaux 7/28/99 Page 2 9. A preliminary cost estimate has been prepared and submitted for your consideration and use. Please note that in addition to land and easement acquisition costs not being included, the estimate does not include electrical and lighting costs. The City has provided this design on other similar projects. Your review and comments regarding this design is greatly appreciated. Should you have any questions concerning these comments, please do not hesitate to call. Very truly yours, ichael McClure, P.E., R.P.L.S. President MRM/mhn attachment George Bush Drive Preliminary Design Engineer's Estimate July 19, 1999 Item Description Unit Quant. Unit Price Total # Paving Construc tion 1 Mobilization Lump Sum 1 15,000.00 15,000.00 2 Prepare Right-of-Way Lump Sum 1 3,000.00 3,000.00 3 Clearing and Grubbing Lump Sum 1 10,000.00 10,000.00 4 8" Reinf. Concrete Paving w/ 6" Curb S.Y. 5,285 28.00 147,980.00 5 8" Lime Stabilized Subgrade S.Y. 6,622 3.50 23,177.00 6 Handicapped Ramps S.F. 214 6.00 1,284.00 7 Sidewalks S.F. 11,593 3.00 34,779.00 8 Earthwork C.Y. 4,244 3.50 14,854.00 9 Barricades, Signs, and Traffic Control Lump Sum 1 6,000.00 6,000.00 10 Pavement Striping and Signs Lump Sum 1 6,000.00 6,000.00 11 Concrete Channel Lining S.Y. 2,150 28.00 60,200.00 12 5 Span Arch Bridge w/ Retaining Walls Lump Sum 1 450,000.00 450,000.00 Paving Subtotal 772,274.00 Drainage Construction 13 18" Reinf. Concrete Pipe, Structural Backfill L.F. 442 35.00 15,470.00 14 18" Reinf. Concrete Pipe L.F. 53 27.00 1,431.00 15 24" Reinf. Concrete Pipe L.F. 90 34.00 3,060.00 16 10' Recessed Curb Inlet EACH 2 2,500.00 5,000.00 17 5' Recessed Curb Inlet EACH 3 2,000.00 6,000.00 18 Junction Box EACH 1 2,000.00 2,000.00 19 18" RCP Sloped Headwall EACH 1 1,000.00 1,000.00 20 24" RCP Sloped Headwall EACH 1 1,000.00 1,000.00 21 Trench Safe (drainage) L.F. 250 1.00 250.00 Drainage System Subtotal 35,211.00 Water Line Construction 22 12" PVC Water Line L.F. 897 28.00 25,116.00 23 12"x 13" Anchor Coupling EACH 2 700.00 1,400.00 24 20" Diameter Casing L.F. 105 50.00 5,250.00 25 12"x11.25 Degree Bend EACH 1 500.00 500.00 26 12"x22.5 Degree Bend EACH 1 500.00 500.00 27 12"x45 Degree Bend EACH 4 500.00 2,000.00 28 12" M.J. Valve EACH 2 1,000.00 2,000.00 29 12"x 8" Reducer EACH 1 500.00 500.00 30 8" Gate Valve EACH 2 500.00 1,000.00 31 8"x 13" Anchor Coupling EACH 3 300.00 900.00 32 8"x 8" Tee EACH 1 500.00 500.00 33 FH Assy., Type I EACH 1 2,000.00 2,000.00 34 Trench Safe water L.F. 897 , 1.00 897.00 Water System Subtotal 42,563.00 Estimated Construction Cost $850,048.00 10% Contingency $85,004.80 Total Estimated Construction Cost $935,052.80 I of I 11/20/00 MON 10:36 FAY 9722393820 DALLAS Z002 CZ = KimleyHorn = 19 and Associates, inc. ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 November 20, 2000 Mrs. Natalie Ruiz City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Civil Engineering Plans Revision t4e , , I Dear Natalie: J ~ ,UA H I~ Kinley-Horn and Associates, Inc. (KHA) has submitted landscape architecture plans and revised civil engineering plans for your review and approval. As discussed in our previous conversations, the civil engineering plans have only changed to reflect the revisions to the architectural plans and building layout. The proposed Ross, Goodys, and "L" shaped retail near Texas Avenue were revised. If you have any questions regarding this submittal, please do not hesitate to contact me. Thank you for your assistance on this project. Very truly yours, KIM Y- AND ASSOCIATES, INC. Chris Frysinger \1RANGERIVOLI\PROD\CI VIL1630061(1331Revicinn_ I1 2(x10.doc 0 TEL 972 770 1300 FAX 972 239 3820 ;a -a, r T~ 7nni7nnlt C al o C a- VVJ bb:QT TA FACSIMILE COVER SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979)764-3570 / Fax (979)764-3496 Date: June 2, 2001 # of pages including cover: 1 If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: Chris Easinger, Easy Forster FAX:972-239-3820,696-0601 COMPANY: Kimley - Horn and Associates, Inc and C. F. ;Jordan RE: Wolf Pen Plaza Retaining Wall FROM: Bridgette George PHONE: (979)764~3570 COMPANY: City of College Station REMARKS: ❑ Urgent ❑ For your review ❑ Replay ASAP ® FYI This is to confirm staffs approval of the 10' break in the retaining wall allowing full access to the fire hydrant. Landscaping is not required to screen the fire hydrant or the 10' break. The aggregate sample of pea gravel received in our office on June 1, 2001 has been approved for the retaining wall. Please call me if you have any further questions. Thank, Bridgette Transmit Log Record Status Log Date Time To BitWare Client Company Application Page 1 OK 572 6/2/01 13:24:46 Easy Foster C. F. Jordan Microsoft Word - PZ04930.DOC OK 571.1 6/2/01 13:29:08 Chris Frysinger Kimley-Horn and Ass Microsoft Word - PZ04930.DOC 11/02/00 THU 09:34 FAY 9722393820 DALLAS •IV WJ LLPON un Id/x.L1 ZC:rl QHA 00/ZT/r0 COLLEGE STATION P. 0. Sox 9960 • 1101 Texas Avenue College Statlon, TX 77842 Tel- 409 764 3500 MEMORANDUM April 12, 2000 TO: Chris Frysinger, Kim[ey-Horn, Via fax (972) 239-38. 0 FROM: Natalie Ruiz, Development Coordinator SUBJECT- Wolf Pen Plaza -Approved Landscape Plan (99-38) ('q- gg-l' We have approved the landscape plan for the Wolf Pen Plaza shopping center currently under construction. I did want to make you aware of a staff concern pertaining to large truck access in the rear of the building on the George Bush East side. When the final plans were reviewed for compliance, there was a change in this area that was not designated on the plan as a change (i.e., it wasn't "bubbled" or pointed out that it had changed significantly from the last staff review). We will honor the final approved plans. However, we wanted to let you know that according to our turning templates, it will be difficult for 18-wheelers with a wheel base of 50 or 60 to maneuver the entrance on George Bush and continue around the back of the building. Also, on sheet L-6, a double check valve is referenced in the Irrigation Legend. You must install a Pressure Vacuum Breaker (PVB) or a Reduced Pressure (RP) device. The device must be tested upon installation with a test report sent to the local water purveyor. If you have any questions about the backflow preventer, please contact Rob Werley at (979) 764-3660. I have one copy of the approved landscape plan for your records that I will forward in the mail along with this original memo. If you have any additional questions, please give me a call at (979) 764-3570. Thank you. Z002 Home of Texas A&M University od -z~) l LEGAL NOTICE DATE TO BE PUBLISHED: WEDNESDAY, DECEMBER 27, 2000 ONLY BILL TO: The City of College Station P.O. Box 9960 College Station, TX 77842 REFERENCE ACCOUNT # 11106712 CREDIT CARD # 5405-8231-9379-5783 NOTICE OF PUBLIC HEARING: The College Station City Council will hold a public hearing to consider a REZONING for 1101 UNIVERSITY DR E. from R-4 Apartment/Low Density to A-P Administrative Professional. The hearing will be held in the Council Room of the College Station City Hall, 1101 Texas Avenue at the 7:00 p.m. meeting of the Council on Thursday, JANUARY 11, 2000. Any request for sign interpretive services for the hearing impaired must be made 48 hours before the meeting. To make arrangements call (979) 764-3547 or (TDD) 1-800-735-2989. For additional information, please contact me at (979) 764-3570. MOLLY HITCHCOCK Staff Planner ~E-MAILED COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 MEMORANDUM July 23, 1999 TO: Chris Frysinger, Via Fax (972) 239-3820 FROM: Bridgette George, Asst. Development Coordinato SUBJECT: Wolf Pen Plaza - Site Plan Staff has completed the final round of site plan review and will approve the documents with the following conditions, as well as the drainage conditions: 1,. S1. This driveway will not be full access. TXDOT's preliminary design schematic for V the Texas Avenue widening project currently shows a median which would allow left turns in to this driveway, but prohibit left turns out. If this "limited access" median is installed and in the opinion of the State and/or the City it becomes problematic (by virtue of accidents or otherwise), the median will be reconstructed to a full median and the driveway in question to the Wolf Pen Plaza site will become right-in/right-out. A traffic signal will not be considered as a means to address any future problems at this location. 2. S1. There is not a sidewalk on the south side of Holleman in this area. The existing ✓ sidewalk is on the north side of Holleman adjacent to the site. This sidewalk needs to be shown. 3. S3. Adjust easement line such that sanitary sewer line is contained within the easement. 4. S3. As with the final plat, this utility easement needs to be 15 feet wide. 5. S3. This legend line pattern does not match what is shown on the site plan for the proposed fire lane and utility easement. 6. S1 and S4. Show on the site plan where light vs. heavy-duty pavement sections will be used or pruvide a note on the site plan saying that the heavy-duty pavement section will be used in all fire lanes. 7. No staff comment. 3. S1. Show locations of all existing driveways on the same side of Texas Ave. as the site. S1. Show an easement on the plan which coincides with the travel aisle in the parking lot from Texas Ave. to the point in the parking lot where the 10-foot maintenance Home of Texas A&M University easement will be constructed to the minimum reservation area. This easement should be the same as that shown on the final plat. `✓v. S1. We need dumpster enclosure details, including screening details. We are concerned that there is not enough dumpster volume for the buildings along Bush East. 11. S1 Add screening (plant or otherwise) to the area adjoining the creek. 12. S4. Staff needs to see the texture and colors of the retaining walls. This wall will have to be structurally sound in accordance with FEMA requirements. Will need to be approved prior to the issuance of a building permit. ,VS S1. Clarify on site plan locations where temporary knock off curb will be used. 14. Meet drainage requirements and fill in the flood fringe (see attached letter from Jeff Tondre dated July 1, 1999). Attachment: Drainage Letter cc: Lance Simms, Building Official Case file #99-421 A July 1, 1999 COLLEGE STATION R O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tet.. 409 764 3500 Mr. William G. Pembroke, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Detention Study Dear Mr. Pembroke, This is in response to the drainage information submitted on June 21, 1999, for the above referenced project. Based upon the hydrologic modeling completed by your firm, it appears reasonable to not provide detention on this site based upon timing of runoff from this site in comparison to the remainder of the watershed. Please submit a certified copy of the study, by a Licensed Professional Engineer, for our records. It may be included in the overall drainage report for the project. However, additional analysis of the effects of this site on the floodplain needs to be investigated. The following existing structures adjacent to your project are built below the Base Flood Elevation of Wolf Pen Creek: • Washington Chapel Baptist Church @ 1903 Texas Ave. • Parts America .@ 210 Harvey_Rd_--- • Wolf Pen Car Wash @ 300 Harvey Rd. • (possibly) Taco Bell @ 310 Harvey Rd, Demonstrate the effects of the floodway encroachments on these structures and show that it does not "cause unacceptable increases in water surface elevations and velocities." The final drainage report will also need-to-address the internal site drainage and discharge points into Wolf Pen Creek. If you have any question, please call me at (409) 764-3570. TT ' ely, o Graduate Civil Engineer xc: Veronica J.B. Morgan, P.E. Home of Texas A&M University FACSIMILE COVER SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (409)764-3570 / Fax (409)764-3496 Date: October 27, 1999 # of pages included cover: 3 If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: Chris Frysinger FAX: (972) 239-3820 COMPANY: Kimley-Horn RE: Wolf Pen Plaza - Floodplain Study & Civil Plans FROM: Natalie Ruiz PHONE: (409)764-3570 COMPANY: City of Colleize Station REMARKS: ❑ Urgent ® For your review ❑ Replay ASAP ❑ FYI I just received your FedEx package that included the Floodplain Study & Civil Plans However, aaccording to my last correspondence dated 9/9/99 (see attached) there are a few items missing. Please submit the $100 processing fee and the 2 sets of redlined plans. I'll hold onto the Civil Plans & Floodplain Study until I receive these additional items. Please let me know if you have any questions. Thank vou. Natalie MEMORANDUM September 9, 1999 TO: Chris Frysinger, Via fax (972) 239-3820 FROM: Natalie Ruiz, Development Coordin o SUBJECT: Wolf Pen Plaza - Site Plan Staff reviewed the above-mentioned site plan and civil plans as requested. There are still a few items that need to be addressed on the site plan. Some of the items may be new comments; however, they are a result of changes to the plan and additional information available on the Wolf Pen Creek drainage study & bridge design. The following is a list of review comments detailing items that need to be addressed on the site plan only: Submit the TxDOT (Texas Department of Transportation) permits for the driveway and utility work that will be done in the Texas Avenue right-of- way. (Information provided with the application should be submitted in triplicate. See the attached TxDOT permit applications.) The site plan should match the maintenance access easement that is on the final plat. (Either remove the 90 degree angles or make the easement wider at those locations so that a vehicle can stay within the easement when turning. Also, provide ramp details for the maintenance easement to verify that a standard maintenance vehicle can reasonably and safely traverse.) The drive entrance from George Bush East needs to be moved to the north to align with the northernmost travel aisle. Staff has verified that this will not conflict with the bridge; however, it will require relocation of the retaining wall on this site. The maximum grade for this driveway can be no more than 6 percent and a vertical curve will need to be used where the driveway connects to the public street. If you desire a second driveway onto George Bush East and can meet the criteria in the City's Driveway Ordinance, the grade must be no more than 6 percent with a vertical curve used where the driveway connects to George Bush East. Wolf Pen Plaza Site Plan Chris Frysinger, 919199 Case #99-421 Page 2 of 2 The parking lot screening shown along the creek side of the property continues through the maintenance access easement. Resolve this conflict on the site and landscape plans. (Ensure that the parking lot screening throughout the project is a minimum of 3' high. The proposed Indian Hawthorne has a lower growth habit and doesn't meet the 3' minimum height.) Staff also performed a cursory review of the civil plans and found several items missing. Review was stopped pending revised plans that address the missing information. I've attached a copy of the civil plans checklist for your use. Please address all comments on the site and civil plans and submit the following information for further staff review: Three (3) complete sets of building construction documents for the proposed development with the revised site and landscaping plans attached (additional sets will be required once the plans have been approved); and, $100 processing fee for the next round of three (3) staff reviews. The fill/floodway study. No additional civil plans/site plan reviews will occur until the study is submitted. The attached two sets of redlined plans. (These plans were sent to you on Thursday, September 9, 1999 by Federal Express.) I would also like to extend an invitation to meet with a representative of the Wolf Pen Creek Implementation Team, the consultant working on the George Bush East bridge and drainage study, and several City staff members. We would like to work with you and the owner on coordinating the Wolf Pen Plaza development and the work that is planned along the creek. We thought that it would be much simpler if we all sat around one table and exchanged information on both projects. Please let me know if this is something that you and Eric Seitz would be interested in. I'll be out of the office on Friday, September 10, 1999. However, you can call Amber Kelly at (409) 764-3570 and let her know when it would be convenient for you and Mr. Seitz to meet with us. If you have any questions or need additional information, please call me. Thanks! Attachments: Two sets of redlined plans TxDOT Utility Permit Application TOOT Driveway Permit Application Civil Plans Checklist cc: Eric Seitz, Via fax (214) 360-0333 (w/o attachments) Jorge DeLaGarza, Via fax (210) 829-1802 (w/o attachments) Case file #99-421 STAFF REVIEW COMMENTS No. 3 Project: Wolf Pen Plaza Site Plan 1. Change note #3 to reflect that color and texture of retaining wall will be approved prior to building permit. 2. Relative to the maintenance access easement, either remove the 90 degree angles or make the easement wider at those locations so that a vehicle can stay within the easement when turning. 3. Provide ramp details for the maintenance easement to verify that a standard maintenance vehicle can reasonably and safely traverse. 4. Label the dumpsters on the site plan. 5. Label the fence along the George Bush extension on the site plan. 6. The fill study has to be approved prior to approval of the site plan. 7. The drive entrance from George Bush needs to be moved to the north to align with the northern most travel aisle. Staff has verified that this will not conflict with the bridge, however it will require relocation of the retaining wall on this site. The maximum grade for this driveway can be no more than 6 percent and a vertical curve will need to be used where the driveway connects to the public street. 8. A driveway to Bush East in the location shown would not be permitted unless the grade were changed to be no more than 6 percent with a vertical curve used where the driveway connects to Bush East. 9. Remove the plant material that blocks the maintenance access easement and revise the landscape plan accordingly. 10. Parking lot screening must be a minimum of 3 feet high. Change to a different species of Indian Hawthorne (or different plant type all-together) which has a taller growth habit. The °clara" is compact in nature and will not provide adequate parking screening as required per the streetscape ordinance. Reviewed by: Jane Kee & Ed Hard Date: 8-2-99 Staff Review Comments Page 1 of 1 S-30-2001 12_S2PM FROM MOR GRAPHICS S12 440 0743 6,10P,4 1112,11M L 1 South Congress Avenue, Austin, Texas 7.8704 512440.0704 phone: 512-44"748 fax ax *City of College Station from Gwen Karraker *Staff Planner date *5.30-2001 location * office location Austin, TX number *979-764-3496 number of pages *4 have included three (3) pages in RE: this request 1 Site plan 2 Storefront elevation 3 Monument (sign) elevation Questions: i 1 Does the monument measurements fit within City sign regulations? 2 Are the Hobby Lobby building signs to City regulations? 3 Are all the Hobby Lobby signs (building and monument) within City regulations? Sizes? Quantity? Placement? Please don't hesitate to call Dick Brady or me should you have questions or need additional }nformation. Very truly yours, wen I P. 1 S-30-2001 12:S2PM FROM MOR GRAPHICS S12 440 0748 9 V 0 2 ~g egg E. S v~ 3 Y P q ~t a b o(y lk a .b .Q i~ P_ 2 ❑ ~ ❑ Kimley-Horn and Associates, Inc. March 24, 1999 Ms. Veronica Morgan, P.E. City of College Station - Engineering Division 1101 Texas Avenue College Station, Texas 77842-9960 Re: Detention Study College Station Retail, Seitz Group College Station, Texas Dear Ms. Morgan: This letter describes the results of a preliminary detention study for the College Station Retail site in College Station, Texas. The site is located on the northeast corner of Texas Avenue and Holleman Drive. The site will consist of seven retail stores. Stormwater discharge from the site drains directly into Wolf Pen Creek, which runs along the northeast boundary of the site. The creek is designated Zone AE by FEMA, or a studied stream with established base flood elevations. The study performed was an assessment of the need for detention on the site. With its proximity to Wolf Pen Creek, it is possible that a peak-on-peak situation could occur between the stream and stormwater runoff from the site during an event. Calculations were performed using the Rational Method to assess if detention would be necessary to lower the peak discharge from the site into Wolf Pen Creek. Using the Rational Method with values taken from the City of College Station Drainage Manual, the 100-year existing flow in the creek was estimated, along with the existing contribution from the College Station Retail site. The same method was used to estimate proposed condition flows from the site. Presently, the site is approximately one-fourth developed, but under proposed conditions, would be 100 percent developed. G:W ydrn%pnjca U163(MK27kitydew.dw 0 TEL 972 770 1300 FAX 972 239 3820 ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 Kimley-Horn and Associates, Inc. Ms. Morgan.City of College Station March 24, 1999.Page 2 Approximately 500 feet upstream of the site, City of College Station requires that up to the 25-yr event be detained. The purpose is to allow for an assumed lack of capacity on the secondary drainage systems in the older sections of the city. Due to this, it is difficult to estimate the true time of concentration upstream of the site, since we have no data on those detention structures. Time of concentration was estimated based on no detention occurring upstream during the 100-year event. The present 100-year event discharge in Wolf Pen Creek was estimated to be 3,620 cubic feet per second (cfs). The College Station Retail site in existing conditions contributes 86 cfs. Under proposed conditions, the site would contribute 107.5 cfs to that discharge. The increase of 21.5 cfs to the 100-year event is not considered significant, considering the magnitude of existing 100- year flows in the stream. The discharge from the site during an event would more than likely peak well before the flow in Wolf Pen Creek at that location, due to the proximity of the site to the creek. For these reasons, detention is not necessary for the site. Please do not hesitate to call if you have any questions. Very truly yours, KIMLEY-HORN AND ASSOCIATES, INC. la't-~bL" William G. Pembroke, P.E. Project Manager G:Vhydro\projeavt06300627kitydeun.d,. COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 71842 Tel: 409 764 3500 Mr. William G. Pembroke, P.E. Kimley-Horn and Associates, Inc. 12700 Park Central Drive Dallas, Texas 75251 Re: Detention Study Letter College Station Retail, Seitz Group College Station, Texas Dear Mr. Pembroke: Due to the relatively large increase in total runoff volume and the location within the watershed with respect to timing, a detailed hydrologic study is required to investigate the project impact. The City has an HEL-1 study for Wolf Pen Creek which staff is in the process of trying to locate. Sincerely, e re raduate Engineer Development Services CITY OF COLLEGE STATION Home of Texas A&M University ❑ ~ ❑ Kimley-Horn and Associates, Inc. Mr. Ted Mayo, P.E. City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza KHA No. 063006033 Dear Ted: Please find enclosed the requested blueline copies and reproducible copies of the revisions to the Wolf Pen Plaza Storm Sewer Drainage Plan. Per our telephone conversations, please stamp the reproducible copies as "Approved for Construction" and return to Kimley-Horn and Associates, Inc. Please feel free to contact me if you have any questions. Very truly yours, -HORN AND ASSOCIATES, INC. Chris Frysinger CVFffak Attachments ■ TEL 972 770 1300 FAX 972 239 3820 G:\CIVIL\63006\033\docs\Le[6.doc ■ suite 1800 12700 Park Central Drive Dallas, Texas 75251 EM" Kimley-Horn and Associates, Inc. ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 July 14, 2000 Mr. Ted Mayo, P.E. City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Site Addendum #3 Dear Ted: Kimley-Horn and Associates, Inc. (KHA) is pleased to submit revised drawings for the Wolf Pen Plaza project for your review. Per our conversation on July 11, 2000, we have revised the storm sewer outlet points into Wolf Pen Creek. The headwalls at these points have been moved back a horizontal distance of 10 pipe diameters from the centerline of the creek, while keeping the vertical exit elevation the same. Rock riprap has been added around the headwall and to the center of the channel to reduce the potential of erosion. We have also included the marked-up drawing received from Mr. Jeff Tondre from his review of the plans in April, 2000. If we can be of further assistance, please do not hesitate to contact us. Sincerely, Chris Fry CVF/ljc ■ TEL 972 770 1300 FAX 972 239 3820 AND ASSOCIATES, INC. GACIVIL\63006\033\addedn cs 03.doc S-30-2001 12:S3PM FROM MOR GRAPHICS S12 ddO 07d8 113 'E!1 17 -3- 7y I 5.8~} Ac:- .r I • 11 r I I p I . rw 42 4. 42 4 225.2' ...i I a lI i s i I 22; _fLdrl i ~ j2i mod I .L: i •2i . { '32 s 80' { ~th1l.i 1 In i !31 I - t { 0.8 fF„ 148.67' - - - - P. d 12/IU/UU 15:UU rAA 1509 Emerald Parkway, Suite 101 College Station, Texas 77845 (979) 696-0500 (979) 696-0601 Fax ~S' Wi UU1/ UU1 qc(- To: Carl Warren - City of College Station From: Paul S. Waller - Project Manager Fax: 764-3496 Pages: 1 Date: 12/19/00 Project: Wolf Pen Plaza Re: Goody's CC: Paul Phillips - Zimmer Development Rodlofo DeLaRosa - MDN Julius Salamone Urgent X For Review Please Comment Please Reply The Owner, Zimmer Development, has directed CF Jordan to not pursue construction of the Goody's space due to the tenant can not decide what their new prototype store will look like at this time. We plan to complete all work indicated on the permit drawings up to the Goody's lease at this tim he O er reserves the right to move forward with permitting and construction of t e Goody's I ase at some point in the future. If you have any questions or comments, please do not hesitate to contact this office. lqTF Co nn ~Jv~ "ta ►~'2 4,-fi v,e.( ~a~~~e. ~n cvea se vole ~ f~.e / . mss Cj,(Zt" exspe t lJ~'~rn ; a ! N u G5 R rc~vr~re~ ~ gq.u2) MEMORANDUM September 9, 1999 TO: Chris Frysinger, Via fax (972) 239-3820 FROM: Natalie Ruiz, Development Cocrrdin to SUBJECT: Wolf Pen Plaza - Site Plan Staff reviewed the above-mentioned site plan and civil plans as requested. There are still a few items that need to be addressed on the site plan. Some of the items may be new comments; however, they are a result of changes to the plan and additional information available on the Wolf Pen Creek drainage study & bridge design. The following is a list of review comments detailing items that need to be addressed on the site plan only: Submit the TxDOT (Texas Department of Transportation) permits for the driveway and utility work that will be done in the Texas Avenue right-of- way. (Information provided with the application should be submitted in triplicate. See the attached TxDOT permit applications.) The site plan should match the maintenance access easement that is on the final plat. (Either remove the 90 degree angles or make the easement wider at those locations so that a vehicle can stay within the easement when turning. Also, provide ramp details for the maintenance easement to verify that a standard maintenance vehicle can reasonably and safely traverse.) The drive entrance from George Bush East needs to be moved to the north to align with the northernmost travel aisle. Staff has verified that this will not conflict with the bridge; however, it will require relocation of the retaining wall on this site. The maximum grade for this driveway can be no more than 6 percent and a vertical curve will need to be used where the driveway connects to the public street. If you desire a second driveway onto George Bush East and can meet the criteria in the City's Driveway Ordinance, the grade must be no more than 6 percent with a vertical curve used where the driveway connects to George Bush East. Wolf Pen Plaza Site Plan Chris Frysinger, 919199 Case #99-421 Page 2 of 2 The parking lot screening shown along the creek side of the property continues through the maintenance access easement. Resolve this conflict on the site and landscape plans. (Ensure that the parking lot screening throughout the project is a minimum of 3' high. The proposed Indian Hawthorne has a lower growth habit and doesn't meet the 3' minimum height.) Staff also performed a cursory review of the civil plans and found several items missing. Review was stopped pending revised plans that address the missing information. I've attached a copy of the civil plans checklist for your use. Please address all comments on the site and civil plans and submit the following information for further staff review: Three (3) complete sets of building construction documents for the proposed development with the revised site and landscaping plans attached (additional sets will be required once the plans have been approved); and, $100 processing fee for the next round of three (3) staff reviews. The fill/floodway study. No additional civil plans/site plan reviews will occur until the study is submitted. The attached two sets of redlined plans. (These plans were sent to you on Thursday, September 9, 1999 by Federal Express.) I would also like to extend an invitation to meet with a representative of the Wolf Pen Creek Implementation Team, the consultant working on the George Bush East bridge and drainage study, and several City staff members. We would like to work with you and the owner on coordinating the Wolf Pen Plaza development and the work that is planned along the creek. We thought that it would be much simpler if we all sat around one table and exchanged information on both projects. Please let me know if this is something that you and Eric Seitz would be interested in. I'll be out of the office on Friday, September 10, 1999. However, you can call Amber Kelly at (409) 764-3570 and let her know when it would be convenient for you and Mr. Seitz to meet with us. If you have any questions or need additional information, please call me. Thanks! Attachments: Two sets of redlined plans TxDOT Utility Permit Application TxDOT Driveway Permit Application Civil Plans Checklist cc: Eric Seitz, Via fax (214) 360-0333 (w/o attachments) Jorge DeLaGarza, Via fax (210) 829-1802 (w/o attachments) Case file #99-421 02/22/00 TUE 11:13 FAX 9722393820 Kimley-Horn and Associates, Inc. February 22, 2000 Mr. Ted Mayo, P.E. City of College Station 1101 Texas Avenue College Station, TX 77842 RE: Wolf Pen Plaza Dear Mr. Mayo: DALLAS This letter is in response to your request on February 15, 2000 for additional information on the Floodplain Study for Wolf Pen Plaza. The Manning's roughness coefficients ("n" values) used in the original flood study (September 1999) were derived given that: a) the "n" values were obtained from a study performed by and approved by the City of College Station and b) Kimley-Horn and Associates, Inc. (KHA) was instructed to use the "n" values from the approved study. Through the course of laboring to obtain a development permit from the City of College Station, KHA was instructed to lower the "n" values to have the flood model more accurately reflect the existing conditions on the site. Using our best engineering judgment, KHA agreed to the revising of the "n" values in the flood study. This judgment was based on the fact that a) choosing "n" values is a subjective process and b) neither model showed any negative or adverse impacts over the existing conditions. If you have any questions, please do not hesitate to call. Sincerely, KIMLEY--HORN AND ASSOCIATES, INC. Kevin S. Gaty, . SeniorVicet cc, Art Anderson, Winstead Sechrest & Minick, P.C. Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Eric Seitz, The Seitz Group Natalie Ruiz, Development Coordinator ■ TEL 972 770 1300 FAX 972 239 3820 % fnKMERIVOL1VROD'CrvR'E;WM3~dmiles.Ax 2002 ■ suite 1800 12700 Park Central Dove Dallas, Texas 75251 COLLEGE STATION R O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel. 409 764 3500 Mr. Eric Seitz Seitz Group 6805 Hillcrest Ave Suite 1800 Dallas, TX 75251 RE: NOTICE OF NONCOMPLIANCE with Chapter 13, Code of Ordinances Wolf Pen Plaza, Seitz Group Dear Mr. Seitz, Chapter X of the Drainage Policy and Design Standards, as adopted through Chapter 13, Section 3.13 of the City of College Station Code of Ordinances, requires the implementation of measures necessary to prevent the movement of sediment, by erosion or action of man from areas undergoing development, onto adjacent properties or any part of a drainage system. It has been brought to the attention of your construction manager and yourself on several occasions over the past two weeks, that excessive amounts of soil is being tracked upon public streets by construction traffic leaving the site, by Jon Mies. In addition, I informed your construction manager verbally that the current installation of silt fencing is not installed property or maintained adequacy to prevent silt from washing off the site. This Chapter is enforced by ensuring that construction sites implement standard Best Management Practices (BMP). Typical BMP appropriate for this site includes, but is not limited to, wash-down areas for vehicular traffic, daily removal of sediment transported from the site, properly installed silt fencing, and installation of rock berms in locations of concentrated flow. It is our understanding that a wash down area is not installed, or being used. The silt fencing is not properly installed (toed in) to prevent runoff from going under the fence. The silt fence is not being maintained in a functioning manner as a result of daily construction activities near the fencing. Additional measures should be implemented in locations where concentrated flow may easily over top silt fencing. It has been noted that daily street sweeping has been implemented following meetings with Jon Mies to minimize the impacts. This should be continued. Similar requirements are necessary under the Federal Clean Water Act to be eligible for coverage under the NPDES General Construction Stormwater Permit. This nation wide permit requires that a log of inspections, maintenance, and spills must be kept on site. This log should be made available to staff upon request. Home of Texas A&M University Appropriate action must be taken immediately to bring the site into compliance to ensure the health, safety and welfare of the community. If this action can not reasonably be taken immediately, please provide written documentation of the item not implemented, a reason for the delay, and expected time frame for implementation. Failure to comply will result in enforcement in accordance to Chapter 13, Section-7 of the Code of Ordinances. If you have any question or do not understand any of these requirements, please call me at (409) 764-3570. Sincerely, Jeff Tondre, P.E. Civil Engineer xc: Ted Mayo, P.E., Asst City Engineer Natalie Ruiz, Development Coordinator Jon Mies, Fire Marshal February 16, 2000 COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 Via Facsimile @ 972-239-3820 RE: Wolf Pen Plaza, Seitz Group Floodplain Encroachment Study Dear Mr. Gaskey, I appreciate your timely response to my letter of February 14, 2000 requesting justification of several manning roughness coefficients used in your January 5, 2000 Floodplain Encroachment Study for the Wolf Pen Plaza development. In your response dated February 15, 2000, you review the history of the dialogue between the City of College Station's representative Jeff Tondre and Kimley-Horn's representative. You do not address my request to justify the basis of the "engineering judgement" (see letter of December 17, 1999 from Dan Grant, El Analyst to Mr. Jeff Tondre, P.E.) used in selecting the parameters that we question. The city's primary concern is the protection of existing structures by no increase in the actual flood elevation as clearly stated in Mr. Tondre's letters of July 1, 1999, November 5, 1999 and December 16, 1999 and as required by the City of College Station's Drainage Policy and Design Standards. I would appreciate your addressing my original request in my letter of February 14, 2000 so that hopefully we can bring this issue to closure. Please feel free to contact me at (409) 764-3570. Sincerely, Ted Mayo, P.E. Assistant City Engineer xc: Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Natalie Ruiz, Development Coordinator Home of Texas A&M University 04/17/00 MON 13:04 FAX 9722393820 r Kimley-Horn and Associates, Inc. April 17, 2000 Kathy Bowman The Alren Group RD #1 Box 358 A Table Rock Lane Wheeling, WV 26003 DALLAS 2001 Post-it' Fax Note 7671 Date To = lp Piz From C . D Co. Phone * l Phone a Fax # Fax e MEMORANDUM Re: Wolf Penn Plaza City Comments on irrigation system design Dear Kathy: VIA FACSIMILE (888) 395-0076 Our irrigation plans call for a double-check valve (placed in a precast concrete vault) as the method of backflow prevention. College Station has asked that we use something different (note the attached memo). We recommend the installation the reduced pressure (RP) backflow preventer instead of the pressure vacuum breaker (PVB). We do not recommend a PVB, as such a unit may be difficult and/ or unsightly to install, especially given the elevation changes on site. I am attaching a typical RP detail for your irrigation contractor's use. In addition to what's shown on the detail, we'd also recommend using a box enclosure for security purposes. If you have any questions or comments regarding this matter, please call me @ (972) 770-1380. Cordially, Paul Westhelle Cc: S. Berkenbile C. Frysinger N. Ruiz ■ TEL 972 770 1300 FAX 972 230 3820 ■ Suite logo 12700 Park Central Drive Dallas, Teras 75251 qj.4 t X 04/17/00 MON 13:04 FAX 9722393820 DALLAS w O mrA~m I I n I I 1 I I I I O N I r~ ' I I I I RM , m m v z~ v a a a cr m 00000000 00 z 1IPTTTIII 'r1 p pp grq o rv c z _ ~ a ~ ern Z 002 STAFF REVIEW COMMENTS No. 3 Project: Wolf Pen Plaza Site Plan Change note #3 to reflect that color and texture of retaining wall will be a approved prior to building permit. 4_ 2. Relative to the maintenance access easement, either remove the 90 degree angles or make the easement wider at those locations so that a vehicle can stay within the easement when turning. ! 3. Provide ramp details for the maintenance easement to verify that a standard maintenance vehicle can reasonably and safely traverse. Label the dumpsters on the site plan. 5. Label the fence along the George Bush extension on the site plan. I (~~Y ,6: The fill study has to be approved prior to approval of the site plan. 7. The drive entrance from George Bush needs to be moved to the north to align with the northern most travel aisle. Staff has verified that this will not conflict with the bridge, however it will require relocation of the retaining wall on this site. The maximum grade for this driveway can be no more than 6 percent and a vertical curve will need to be used where the driveway connects to the public street. A driveway to Bush East in the location shown would not be permitted unless the grade were changed to be no more than 6 percent with a vertical curve used where the driveway connects to Bush East. 9. Remove the plant material that blocks the maintenance access easement and revise the landscape plan accordingly, 10. Parking lot screening must be a minimum of 3 feet high. Change to a ,o different species of Indian Hawthorne (or different plant type all-together) which has a taller growth habit. The "clara" is compact in nature and will not provide adequate parking screening as required per the streetscape ordinance. Reviewed by: Jane Kee & Ed Hard Date: 8-2-99 Staff Review Comments Page 1 of 1 COLLEGE STATION P. O. Box 9960 • 1101 Texas Avenue College Station, TX 77842 Tel 409 764 3500 November 5, 1999 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Floodplain Study and Site Plan Dear Mr. Gaskey, This is in response to the floodplain study regarding filling in the flood fringe and site plan submitted on October 27, 1999, for the above referenced project. The previous letter of July 1, 1999 expressed concerns regarding existing Pre-Flood Insurance Rate Map (Pre-FIRM) structures adjacent to your project. These structures are built below the existing Base Flood Elevation. The report does not address the actual impact of this fill on the flood plain and these structures. Instead, the report outlines potential errors in the effective model, which established the FEMA Base Flood Elevation. When these errors were corrected and fill from this development is incorporated into the model, the report shows the water surface elevation will not exceed the existing FEMA Base Flood Elevation. Please provide a model showing the actual impact to the floodplain. This model should show that it does not "cause unacceptable increases in water surface elevations and velocities" or "increase the flood damage" (Section 1 of the Drainage Policy and Design Standards). An increase in the actual flood elevation within an existing structure is not acceptable. A review of the site and construction plans shows that the majority of the previous comments were not addressed. Other than the relocation of the George Bush Drive East driveway, all previous comments remain. Detailed comments will follow, but the primary outstanding issues include: • Pad site fire lane coverage • Fire flow analysis • Profiles for all public water lines On-site drainage issues/outfall locations Minimum pavement requirements Also noted on Sheets C5-7 is an encroachment of the retaining wall, near George Bush Drive into the Wolf Pen Creek dedication area. The final drainage report, which includes the onsite drainage, detention study, and floodplain encroachment study, is required to be certified by a Licensed Professional Engineer for our records. 1E:3 O ~ COLLEG STATIO P. O. Box 9960 • 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 February 16, 2000 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 Via Facsimile @ 972-239-3820 RE: Wolf Pen Plaza, Seitz Group Floodplain Encroachment Study Dear Mr. Gaskey, I appreciate your timely response to my letter of February 14, 2000 requesting justification of several manning roughness coefficients used in your January 5, 2000 Floodplain Encroachment Study for the Wolf Pen Plaza development. In your response dated February 15, 2000, you review the history of the dialogue between the City of College Station's representative Jeff Tondre and Kimley-Horn's representative. You do not address my request to justify the basis of the "engineering judgement" (see letter of December 17, 1999 from Dan Grant, El Analyst to Mr. Jeff Tondre, P.E.) used in selecting the parameters that we question. The city's primary concern is the protection of existing structures by no increase in the actual flood elevation as clearly stated in Mr. Tondre's letters of July 1, 1999, November 5, 1999 and December 16, 1999 and as required by the City of College Station's Drainage Policy and Design Standards. I would appreciate your addressing my original request in my letter of February 14, 2000 so that hopefully we can bring this issue to closure. Please feel free to contact me at (409) 764-3570. Sincerely, Ted Mayo, P.E. Assistant City Engineer xc: Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Natalie Ruiz, Development Coordinator Home of Texas A&M University ❑M❑ Kimley-Horn and Associates, Inc. July 8, 1999 Natalie Ruiz Assistant Development Coordinator City of College Station 1101 Texas Avenue College Station, TX 77842 Re: Wolf Pen Plaza Third site plan submittal Dear Natalie: The Wolf Pen Plaza site plan has been revised to address staff comments. The site plan needs to be approved before closing on July 30`b. If there are any additional comments, please provide them by the scheduled, Monday July 19`h, so that we can address them before our meeting on July 21s` The proposed curb for the Texas Avenue Phase II widening is shown. The throat lengths are dimensioned from the Texas Avenue proposed face of curb. /2'. The proposed ROW line for Texas Avenue Phase II widening is shown. All calculations and setbacks used the proposed Texas Avenue ROW. A Locations of all existing driveways are shown. /4. The throat length for the center driveway to Texas Avenue was extended. As discussed with Ed Hard, the center driveway throat length was extended to be deeper than 116'. This drive will be a limited access drive. 5. The center driveway will be limited access and the driveway adjacent to the chapel will be full access. Z6. Location of future ROW of Holleman drive is shown and requirements changed accordingly. w/7. Ed Hard approved the throat lengths as shown. •/8 & 9. A note was added that the drive will be shifted when Mc Clure Engineering determines the design for the construction of the bridge. Existing sidewalks label shown along Holleman Drive. 0 G:\civil\063006\27\citysubmit.doc TEL 972 770 1300 FAX 972 239 3820 ■ suite 1800 12700 Park Central Drive Dallas, Texas 75251 Kimley-Horn City of College Station, 07/10/99, Page 2 and Associates, Inc. VI( I . Owner/Developer information added to the title block area. /2. Additional ownership and zoning information added to the site plan p43. Footprints of existing structures to be removed are shown darker. Public sanitar sewer li h i P i li y nes are s own n an easement. r vate nes are not within an easement. ✓15. No service will be discontinued from any remaining lots. All existing mains are 8 lines. 17. Meter locations will be determined during the construction plan phase, a note was added to the utility plan. 18 This note was added to the utility plan and will be addressed at I construction plan phase. Foe, f o-&&J 4, !•c 0.19 This note was added to the utility plan and will be addressed at construction plan phase. / ✓ 20. Construc io plans vYill be submittedrer site Ian approval. Moe-t- 21. The 1998 Nathan Maier study was used. X12. Existing utilities were added to utility plan. /23. No staff comment. /24. No staff comment. , 45. The parking ration was corrected. )<26. Construction plan phase will include more details. 27. Typical parking space was dimensioned on the site plan. ✓28. The parking islands were increased accordingly. ./29. A maintenance easement was added. X30. Temporary knock off curb was added. ✓31. Out-parcels excluded from streetscape requirement data calculations. Previous related quantities errata corrected. G:\civi I\063006\27\ci tysubm it.doc C _ Kimley-Horn City of College Station, 07/10/99, Page 3 and Associates, Inc. ~2. Proposed fence and planting locations placed 5' behind 45 foot distance setback requirement line. Angled portion of fence previously parallel to the requirement line has been replaced with a row of shrubs. ,i33. Streetscape Trees and shrubs shifted back to positions behind future R.O.W. lines along Holleman and Texas. /3'4. Regarding Texas Avenue widening, refer to note 33 (above) regarding proposed streetscape tree placement. No existing trees identified in our survey of this portion of Texas Avenue. Please call if you have any questions concerning our site plan submittal. Thank you, KIMLEY-HORN AND ASSOCIATES, INC. Chris Frysinger Attachments: Two copies of revised site plan Redlined site plan G:\ci vi I\063006\27\ci tysubm i t. doc t I 4c- 4 lam' -..-f C4 -x,0-0 T /OWE 4 T>cVPT 7~ ~I 17L ' -14 /C~o1rc.r4E~ W,,O~ y &C- " 4L -4 t -'L Ot~ r h r Iit.G~...~+ .rte 4/Y~~? b~- i LAfll <<f 5-30-2001 12:53PM 4 FROM MOR GRAPHICS 512 440 07A8 t2•-o• I Project: Wolf Pen Phu CoL* Station, T% Fae 512-MO-0748 jvb Na 12471 Lmd otd Approw! Cheat Appivral: Due: I)Tkai All cabinet feee+: to tat panfotrned- embossed with gnaphics painted on second sttrfam as per corporate identities. Cabinet illuminated with SOOara fluorescent jumps and baliasb. Brick base bF Genera] contractor P_ 3 FrontE dMid 40 r STAFF REVIEW COMMENTS No. 3 Project: Wolf Pen Plaza Site Plan C nge note #3 to reflect that color and texture of retaining wall will be pproved prior to building permit. ...1L 2. R tive to the maintenance access easement, either remove (the 90 degree ngles or make the easement wider at those locations so that a vehicle can sta ithin the easement when turning. IX4 + rovide ram details for the maintenance easement to verify that a standard Wtenance vehicle can reasonably and safely traverse. 4~'LqI the dumpsters on the site plan. ~~-dAaborthe b fence along the George Bush extension on the site plan. any e fill study has to be approved prior to approval of the site plan. T drive entrance from George Bush needs to be moved to the north to eign with the northern most travel aisle. Staff has verified that this will not conflict with the bridge, however it will require relocation of the retaining wall on this site. The maximum grade for this driveway can be no more than 6 percent and a vertical curve will need to be used where the driveway connects to the public street. Ve riveway to Bush East in the location shown would not be permitted unless grade were changed to be no more than 6 percent with a vertical curve use here the driveway connects to Bush East. move the plant material that blocks the maintenance access easement and revise the landscape plan accordingly, 10. Parki g lot screening must be a minimum of 3 feet high. Change to a ,Q di rent species of Indian Hawthorne (or different plant type all-together) ich has a taller growth habit. The "clara° is compact in nature and will not provide adequate parking screening as required per the streetscape ordinance. k~" Reviewed by: Jane Kee & Ed Hard Date: 8-2-99 Staff Review Comments Page 1 of t Page 2 of 2 11/05/99 If you have any question or do not understand any of these requirements, please call me at (409) 764-3570. Sincerely, Jeff Ton re, P. E. 4g Acting Assistant City Engineer xc: Jim Callaway, Director of Development Services Jane Kee, City Planner Natalie Ruiz, Development Coordinator r t STAFF REVIEW COMMENTS No.2 Project: Wolf Pen Plaza, Site Plan U' I/S1. This driveway will not be full access. TXDOT's preliminary design schematic for the Texas Avenue widening project currently shows a median which would allow left 1`11~q u n turns in to this driveway, but prohibit left turns out. If this limited access median is installed and in the opinion of the State and/or the City it becomes problematic (by virtue of accidents or otherwise), the median will be reconstructed to a full median and the driveway in question to the Wolf Pen Plaza site will become right-in/right- out. A traffic signal will not be considered as a means to address any future 4psll. oblems at this location. 2 There is not a sidewalk on the south side of Holleman in this area. The existing sidewalk is on the north side of Holleman adjacent to the site. This sidewalk needs ~o be shown. ' K/S3. Adjust easement line such that sanitary sewer line is contained within the e sement. S3. As with the final plat, this utility easement needs to be 15 feet wide. S3. This legend line pattern does not match what is shown on the site plan for the proposed fire lane and utility easement. S1 and S4. Show on the site plan where light vs. heavy duty pavement sections will be used or provide a note on the site plan saying that the heavy duty pavement V section will be used in all fire lanes. No staff comment. S1. Show locations of all existing driveways on the same side of Texas Ave. as the site. to/S1. Show an easement on the plan which coincides with the travel aisle in the parking lot from Texas Ave. to the point in the parking lot where the 10 foot maintenance easement will be constructed to the minimum reservation area. This easement should be the same as that shown on the final plat. S1. We need dumpster enclosure details, including screening details. We are concerned that there is not enough dumpster volume for the buildings along Bush East. ~S1 Add screening (plant or otherwise) to the area adjoining the creek. j1S4. Staff needs to see the texture and colors of the retaining walls. This wall will have to be structurally sound in accordance with FEMA requirements.c-ilc z-,e--a'..-)- ~14 . Clarify on site plan locations where temporary knock off curb will be used. Reviewed by: Blue Team Date: 6/20/99 Staff Review Comments Page 1 of 1 sr COLLEGE STATION R O. Box 9960 1101 Texas Avenue College Station, TX 77842 Teh. 409 764 3500 MEMORANDUM May 27, 1999 TO: Chris Frysinger, Kimley-Horn and Associates, Inc., 12700 Park Central Dr, Ste. 1800, Dallas, Texas, 75251 FROM: Bridgette George, Assistant Development Coordinato SUBJECT: Wolf Pen Plaza - Site Plan Staff reviewed the above-mentioned site plan as requested, but stopped their review due to an incomplete submittal. Please address the items marked on the checklist, as well as staff comments and submit the following for further staff review: Two (2) copies of the revised site and landscape plan; and, The attached redlined site and landscape plan If there are comments that you are not addressing with the revised site plan, please attach a letter explaining the details. If you have any questions or need additional information, please call me at 764-3570. Attachments: Redlined site plan Checklist and staff comments cc: Eric Seitz, 6805 Hillcrest Ave., Ste. 200, Dallas, Texas, 75251 V16 fax w) eut c Jorge De La Garza, 310W. Sunset, Austin, Texas, 78709 Vir, ~a 10 ~ I i ~a+f u~G,m Case file no. 99-421 Home of Texas A&M University 0 x -011-M aaa ~ O1 W m,m m.~~'? O O O C v m ~ v (00No0 0 a..~ p v 0 ° o ° ° o I y m o N o o ou,ooo~0 an m ~ -w (A f/1 y G0 y fq t/1 -w -w -i► -w -w -w 1" Q N W t0 N 0 00 N ~A C ~ A c> N(A ONa) N m~ N 0NOOVV tC am p ° ° ° ° --q v U C Vl y co0 O -Aa D -A o0 D O O O A, ,A -4 .r N W Z N ul a ~ O 0--4 N:N w - m N O 0 0 (A 0 C4 , 00000- o O O (h t m cc y d1 dl y A a N, ,n O ..a v y N N N 0) / te 0 m 0 m O "Ti r 0 00 N K) AOUt~►tt(P V 0 V cG 000 O> A NO 00 m a 0 'G wwwwo CD *0 V 'C 'C '0 'v C~ 0 on 00,110 M ~ rn (A 40 0 0 110 -4 & 0 AA 0 tD " r ono 17 > - a M t7 Z3' t7 'i7 V ~ V ~ 7C 0 0a00 0 00 cD a O 0 W (A y do ql to (s C4 tv Z c. 0 I r M -D-i m N r- C) m -q rn X CC r D m r • C rn mp 0 Z pZ p Z J r (n Z D O Z G1 t/~ I C) D p rn D M M C . r - O -P r- D < rn r O r- D Z r z ~u rn (A 2 O > p CD < rn -1 rn rn m Z M -TI O D o - m O D _ Z r > C M D cn z z c m rn ~ co C/) D O D p m p o r- z D Z (n a D D D m O m I r z co ;u 'T, T W ~ rn _ ~ rn rn DU D r m D T' z rr, z crnn m , p ~ O m v Z r rn m D zm m ~ J D z DO Z /00 WED 15:28 FAX 9722393820 DALLAS Kimley-Hom and Associates, Inc. 12700 Park Central Drive, Suite 1800 Dallas, Texas 75251 Q002 TEL: (972) 770-1300 FAX: (972) 23MMO ENGINEER'S PRELIMINARY OPINION OF PROBABLE COS FOR PUBLIC WORKS IMPROVEMENTS PROJECT: Wolf Pen Plaza - College Station JOB NUMBER: 63008.027 FILE: cost0l -00.Xis ESTIMATE PREPARED BY: Chris Frysinger DATE: 1/12/00 SANITARY SEWER Std. 4 -ft. diameter SSMH 3 EA L2,000.00 $6,000 Connect to Existing SSMH 1 EA $500.00 $500 8" Sanita Sewer 420 LF 28.00 $10,920 517,420 W TOTAL COST 61 17-i277 - 1594 CONTINGENCY $17,592 GRAND TOTAL No oonlon to for site improvamena only. we coats associated whh tin Ur ]F•L` ~ O doolon, oonalmcdon. mehafng or pemdedna of due bul lings are included. 'w 'Lq~ This apktiat deer not eettsluhr u:oets for alts Iyhdn9, areltlteeturW Intprowwts or pnv ts ulatty Nmtaaatlen 0 KEVIN S. GASKEY Pdm am sublect to change based an Monnatlon obtalned from Gectuchn1c l lnrealgedan ~••'••'•••e•••••••.........~.. mad Enwire mantml site "msment Reports. 69165 Eno* the Englrmw tae no contra mw the cost of lebw, materiels, epttiptttattt ' ~ S`~'' ' • 1" of senicw itrnlafted by curers, or Drat maenad at detsmdning Pelee, or ever competitive tjl~V} - biddng or madm eondldora, any eta all ePirtlone a to 40411 raftdeM ho Wn, MwWding but not gmhod to oplnlww we to the coats of colgauRbn meter 9% anal be made on the bob of ifs expetlence and reprmmarttm he ludge,nent am an asPaAenoed end "Mot! profeeeiornf engkner, famlla whh tha eomou don Ine"try. The Eephteer doom net guarantee mat proposals at bids, at actual ocate wal not vary from ft eplyderts of Coats Prepared nwoln. a r 17. The total number of multi-family buildings and units to be constructed on the proposed project site. 18. The density of dwelling units per acre of the proposed project. ® 19. Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average demands in gallons per minute) and sewer loadings (maximum demands in gallons per day). ❑ 20. Are there impact fees associated with this development? Yes ❑ No ❑ Additional Comments: REVIEW STOPPED - INCOMPLETE SUBMITTAL the following is a partial list of requirements S1 1. What are these dimensions? They need to reflect at least a 6' setback. S1 2. Show the 24' streetscape reserve across all frontages and calculate the amount of pavement encroachment for all sections marked with a bracket. These individual sections cannot exceed 1134 square feet. S1 3. Concern for loading docks, utility connections, outside storage of trash/recycling and other items in these areas where the buildings back up to George Bush Drive East and to the creek. The orientation may be ok but only if the rear areas are designed to be aesthetically pleasing or if they are screened. Submit information addressing this concern. S1 4. Calculate the interior island requirement based on non-peripheral parking spaces as follows: 715 spaces divided by 15 times 180 square feet equals 8580 square feet of interior islands (non-end) islands. S1. 5. Calculate the interior island square footage provided (islands highlighted are considered interior islands and may count toward requirement). S1 6. These need to be a minimum or 360 sf. S1 7. End islands missing - add 180 sf landscaped or decorative islands. S1 8. Are these dumpster locations? Are these all of them? How are you providing sanitation service to the buildings on George Bush? S1 9. This parking requirement is based on retail only - no restaurant, theater, nightclub, or other uses that have a higher requirement than retail may locate in the center unless shopping center requirements are met or unless additional parking is provided in the future when such a use is requested. S4 and S5 10. How will these islands be treated? they need to be either landscaped or set with decorative pavers. S1 11. Need ownership and zoning information of abutting properties. S1 12. Are there any existing sidewalks in the Holleman ROW? If so, show them, if not, provide them. S1 13. Show nearest driveways across Holleman and Texas Avenue. Where is the Chapel's driveway? Dimension all driveway distances from one another. S3 14. Some utility information is missing. See comments on this sheet. Ske Plan Review comments Page 4 of 6 27-May-99 NOTE: Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued. ® 9. Will building be sprinkled? Yes ❑ No ❑ If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted. ❑ 10. Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities, signs or other conflicts. ® 11. Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception. (To include island, planting areas, access ways, dumpster locations, utility pads, etc.) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Engineer. No exception will be made for areas designated as "reserved for future parking". ❑ 12. Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance # 1638.) The landscaping plan can be shown on a separate sheet if too much information is on the original site plan. If requesting protected tree points, then those trees need to be shown appropriately barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements. Include information on the plans such as: ❑ required point calculations ® additional streetscape points required. Streetscape compliance is required on all streets larger than a residential street. ® calculations for # of street trees required and proposed (proposed street tree points will accrue toward total landscaping points.) ❑ proposed new plantings with points earned ❑ proposed locations of new plantings ® screening of parking lots ® screening of dumpsters, detention ponds, transformers, A/C units, loading docks, propane tanks, utility demarcation point on buildings, or other areas potentially visually offensive. ❑ existing landscaping to remain ❑ show existing trees to be barricaded and barricade plan. Protected points will only be awarded if barricades are up before the first development permit is issued. ❑ 13. Show irrigation system plan. (or provide note on how irrigation system requirement will be met prior to issuance of C.O.) All plans must include irrigation systems for landscaping. Irrigation meters are separate from the regular water systems for buildings and will be sized by city according to irrigation demands submitted by applicant and must include backflow prevention protection. ❑ 14. Is there any landscaping in TxDOT R.O.W. ? Yes ❑ No ❑ If yes, then TxDOT permit must be submitted. ® 15. Will there be any utilities in TxDOT R.O.W. ? Yes ❑ No ❑ If yes, then TxDOT permit must be submitted. ❑ 16. Will there be access from a TxDOT R.O.W. ? Yes ❑ No ❑ If yes, then TxDOT permit must be submitted. site Plan Review Comments Page 3 of 6 27-May-99 06/16/99 WED 08:21 FAX 9722393820 ❑ = Fj Kimley-Horn and Associates, Inc. Fax Transmittal DALLAS "-0 12700 Park Central Drive suite 1800 Dallas, Texas 75251 TEL 972 770 1300 FAX 972 239 3820 To: Bridgette George Fax: 409-764-3496 Firm/Location The City of College Station Job 06300627 From Michelle L. Rea for Julie Augustyn Date: June 16, 1999 2001 Original coming by mail: Yes: No: X Total number of pages, including cover sheet: 3 If you have any problems, please call 972-770-1300 and ask for Michelle Rea Comments: Bridgette, Attached is a chart with the Wolf Pen Plaza Manhole elevations. Also included is the most recent utility plan with the manhole locations marked. This is preliminary. Thanks, Michelle Engineering This facsimile Is intended only for the addressee named herein and may contain Information that is confidential. Planning if you are not the Intended recipient or the employee or agent responsible for delivery to the addressee, you and are hereby nofltled that any review, dissemination, disclosure, or copying of this communication Is strictly Environmental prohibited ifyou have received this faesh"Its In error, please Immedlately notify us by telephone, and return Consultants the original facsimile to us at the address above via the U.S. Postal Service. Thankyou. 06/16/99 WED 08:22 FAX 9722393820 DALLAS 2002 Wolf Pen Plaza Manhole Elevations Elevation Manhole 0 Flowllne Rim M038 276.97 285.35 M041 286.6 293.75 M042 281.27 290.66 M043 290.5 300.35 M049 289.74 300.41 M060 279.58 283.51 June 16, 1999 06/16/99 WED 08:22 FAX 9722393820 DALLAS ha r4~al I i-~fl j j I l l t~ 9k I I l f II lllj ~II~ n r" r• o\fq ,a' C 7 to z o 0 3 ~i L f,s ro , T is - - i , I SO cz, -I I -I i I N ,s~ I i I r _i E `s I 1 { I n it :tii 0 • ~ I.: - 1 LT- \ Holleman Drive I~. T 1- i Ai IJ a e~ ~ ~~s~~~ lg4194~ ~ E9 ° • ~sr~,~sE NM. .ry izi-i SMC I' . M 6. MG ! .u a NJ40L17Y pLAb WOLF PEN PLAZA per-Horn and Associates, Inc, DO% i% 1s" COLLOGS MUM, MA/ IMw` ~u► ww ~w~ii~iam Pn al N.. OIJ00~.77 Z003 1/!Ola1..P•- CITY OF COLLEGE STATION Development Services ~~I ~S XI~Otk. 1 8~ ~0 y - Jessica Jimmerson - RaffP/anner (409) 764-3570 ❑ ~ ~ Kimley-Horn and Associates, Inc. June 11, 1999 Bridgette George Assistant Development Coordinator City of College Station 1101 Texas Avenue College Station, TX 77842 Re: Wolf Pen Plaza Second site plan submittal Dear Bridgette: Attached is the revised site plan for Wolf Pen Plaza. The site plan has been revised to address staff comments and also to accommodate a change in building configuration. S l 1. The site plan was dimensioned and there is no pavement within the six foot setback except for drive entrances. S l 2. The parking layout was altered to meet the 24' streetscape reserve or so that it does not to exceed the 1134 square feet of pavement encroachment maximum. S 13. A fence and plantings along George Bush Drive have been added to screen storage areas, dumpsters, and other unsightly elements located at the backsides of those proposed buildings in this area. There are 2 proposed dumpster locations at the back of the proposed creek-side buildings. The dumpster to the south will be hidden by virtue of its removed, tucked-away placement in the back corner of southernmost creek-side building. In this position, the dumpster will not be visible from the lower creek elevations (note the creek-side retaining walls opposite its position per the grading plan). A planting island with a fence has been added to screen the north creek- side building dumpster. S14. 712 non-peripheral spaces, divided by 15, times 180 square feet, equals an interior island requirement of 8,544 square feet. S l 5. We are proposing 11,792 square feet of interior parking islands, exceeding the requirement by 3,248 square feet, or by 38%. ■ GAcivil\063006\27\citysubmit. doc TEL 972 770 1300 FAX 972 239 3820 ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 ❑ _ ❑ Kimley-Horn City of College Station, 06/12/99, Page 2 and Associates, Inc. S16. Please clarify. All interior parking island exceed the 180 square foot minimum Code requirement per #A6 of section 9.2. ,✓°S1 7. Parking spaces were eliminated, so no islands are necessary. S1 8. All dumpster locations are shown, as marked with striped hatched areas. F , S19. The plaza contains only retail. Z^; 1. p ~ , i ~ X S4 10. These islands will be planted with sod. S5 10. These islands will be planted with sod. S1 11. Zoning and ownership information was added. S l 12. Existing sidewalks that are being demolished are not shown. Please clarify which sidewalks need to be shown on plan. S l 13. All existing driveway locations are now shown. S3 14. All utility information that is required per the site plan submittal sheet is shown. X S3 15. Existing meter locations are shown on the utility plan. S 1 16. Dimensions for the parking lot have been added. S 1 17. The detention report will be sent under a separate cover. S2 18. There will be retaining walls as shown on the grading plan and detail sheet. S 1 19. Curb and pavement details have been added. j- S1 20. There will be an 8" water connection in the TXDOT right of way. To C'IM-e ----9 S121. The TXDOT permit for the driveways entering Texas Avenue will be completed and discussed with city staff. S5 22. Calculations for George Bush streetscape requirements added. Refer Plant Schedule on sheet 7. S6 22. Calculations for George Bush Drive streetscape requirements added. Streetscape requirements for Texas Avenue and Holleman Drive recalculated per plan adjustments. Refer Plant Schedule on sheet 7. X S3 23. Fire hydrant locations are shown and all buildings are sprinkled. G Aci vi 1\063006\27\ci tys ubmi t.doc ❑ ~ ~ Kimley-Horn and Associates, Inc. City of College Station, 06/12/99, Page 3 S3 24. Fire lane in question is no longer shown since that area will be an out parcel. X-_ S l 25. All driveway throat depths meet requirements and are dimensioned. S126. McClure are still being developed, but we are setting up a meeting to discuss grades. r/ S 127. Floodway line has been clearly marked. Con S 128. All grades do not exceed a 3:1 slope. 7' S3 29. A table of all existing invert elevations will be faxed on Monday. v Please call if you have any questions concerning are site plan submittal. Thank you, OKILEHORN A D ASSOCIATES, INC. Chris Frysinger Attachments: Two copies of revised site plan Redlined site plan G:\civi l\063006\27\ci tysubmit.doc pulled in somewhat in order not to create a sight distance problem at the intersection. 33. Shift the line of trees/shrubbery back from the intersection somewhat in order to prevent sight clearance problems at these intersections. 34. Just a note to point out that all of the trees and shrubs in this area will have to be removed as part of the Texas Ave. widening project. This is part of the reason why the site should be designed with all site requirements being based off of the future ROW lines and/or curb lines. Reviewed by: Ed Hard and Sabine McCully (6~;-* Ako- oE& C, Staff Review Comments Page 3 of 3 PZ230U01 City of College Station 5/27/99 Project Names Maintenance 12:12:26 Project number . . . Project description . . 99 00000038 WOLF PEN PLAZA Type information, press Enter. ' CHRIS FRYSINGER. KIMLEY-HORN -V-N"ame type(F4) . . . AP 12700 PARK CENTRAL DR STE 1800 Phone 972 7701300 Fax/mobile phone 972 2393820 DALLAS TX Zip code(F4) . . . . 75251 ERIC SEITZ Name type(F4) . . . plt4 6805 HILLCREST AVE STE 200 Phone 1-600400 Fax/mobile phone 36003RT- 60 DALLAS TX Zip code(F4) . . . . 75251 - + F3=Exit F4=Prompt F5=2ip code maint F7=Common name search F12=Cancel V STAFF REVIEW COMMENTS No. 1 Project: 1. Existing back of curb? Show location of new back of curb as shown on TXDOT's latest design schematic for the Texas Avenue Phase II widening. Staff strongly encourages that driveway throat lengths be based off of the new curb lines and not the existing in order to avoid future traffic and nonconformance problems. J 2. Existing ROW? Show location of new ROW line as shown on TXDOT's latest design schematic for the Texas Ave. Phase II widening. Staff strongly encourages that the setback requirements for this site be based off of the future ROW location in order to avoid future noncomformance problems with parking, buildings, streetscape, and landscape. 3. Show locations of all existing driveways on Texas Avenue on the same as well as the opposite side of the street. Per driveway ordinance, show distances between proposed driveways and existing driveways or public streets (i.e. Park Place). 4. The throat depth for the sites primary driveway to Texas Avenue will be required to be a minimum of 150 feet. (i.e. similar to primary entrances for Kroger's, Target/HEB, Culpepper Plaza, etc.) 5. Be aware that a median will be installed in Texas Avenue which will fully or partially limits left turns to and from the driveways via Texas Avenue. 6. Show location of future ROW on Holleman (as also noted on the preliminary plat). Setback requirements should be based off of the future ROW location to be dedicated as part of the preliminary and final plats. 7. The throat depth for this driveway will be required to be 120 feet. 8. A primary access point to Bush East will need to be provided which aligns directly with a travel aisle leading into the site's interior. This is needed to help distribute traffic from access points other than Texas or Holleman. 9. This drive may need to be removed or its location adjusted as a result of comment #8 above. 10. Show existing sidewalks along Holleman. 11. Include information on owner/developer in the title block area. 12. Include ownership and zoning of abutting parcels. (Some of this info was provided but not all.) 13. Better clarify footprints of existing structures to be removed on the site plan. Staff Review Comments Page 1 of 3 06/22/99 14. Sheet S3. Show sanitary sewer in an easement (as one should be dedicated) 15. Sheet S3. Do not cut off sanitary sewer service to these lots. 16. Sheet S3. Show what size sanitary sewer lines these are. 17. Sheet S3. Show meter locations for each building. 18. Sheet S3. Show that the FDC's (Fire Department Connects) to each building are within 150 feet of a fire hydrant and that there is a clear (unobstructed) area in the area around the FDC. (i.e. no parking in front of FDC that would block it) 19. Sheet 3. Show back flow prevention for water service lines. 20. Sheet 3. Need construction plans and profiles for sanitary sewer lines in easement. 21. Which Nathan Maier study was used? 22. Show all existing utilities in TXDOT right-of-way. Electric? Telephone? Gas? 23. Comment ommitted. 24. Comment ommitted. 25. Based on amount of square footage proposed, the required parking for the site must be 1 space for every 200 sq. ft. thus the amount of spaces required is 848, not 678. This 1 per 200 requirement is for shopping centers with more than 75,000 sq. ft. 26. Sheet 4. Indicate #4 bars 18 inches on center. Show locations on site plan where light vs. heavy duty pavements will be used. 27. Show detail of typical parking space dimensions. 28. These need to 360 sq. ft. The requirement is 180 sq. ft. for each row of parking. There are two rows, thus 360 sq. ft. is required. 29. Include a maintenance easement to the minimum reservation line. (This was included as part of the development agreement.) 30. Clarify if these lots are part of the site. If so, are they future phases? The edge of pavement along these sites need to have curbing. This curbing can be a temporary knock off curb. 31. Sheet 5 The two out-parcels either need to be removed from the landscaping/streetscaping requirements now, or they need to be landscaped and streetscaped at this time. If they are going to be removed, the sites landscape and streetscape point requirements can be removed from the sites total point requirements. 32. Sheets 5 and 6. Site clearance setbacks need to be measured off of the new ROW/curb lines. The fence and a few of these trees need to be moved - Staff Review Comments Page 2 of 3 06/22/99 S.A./q. 5 ~ aI I q a 4 'T --4at 61 Lt I-Lav-e~~ ~cwf ek~F- ann. ,r aP~ 1fl ,P~.eer-~v ~~e i4 pact, t6 I-P-ce~ 031- AtL~l Ll ke> L~7 S I 12. G~J~ U sl 115 53 ~4 . A-l!i7vuz I -Jee uw~ lo V"Q~ mu -to 300-(= 33,SS1 ,mot Q ~ ~ DOT iot IP~~ av~ i e~ 45:ree . U s8a 53 D-3. s3 a4 = • r~ NiL 0 DL4 • Ras- Q4"/ C"-J? ,/f G.~~- 3~ alt / " w; ~ r V-e ,~.t a..c, ,~.~c.e,C ~ ~ ~c o~,1•~,e~ s' l~.t.~ s'rr~w ~ a4g* `,-7 V-t- ('N COs( " 13-71 1 . /~C", olllro o,,l ivie 1 • /ma" ©W4-mop q."-, 6," AM, aev?~~' la~q4~,-4 444 J-/ Lp~2-,pC Cu. IL o 175 SLta w to ~~rtrn~ ~r ~u-r L ~ • ( ~ P~ 7` LAfl /Ac • r^~~-- ~ S t C~ t'~ sue.., c . ~ &w-J- 4 6c k, op 36 0 fif' 7a- ? A'e'e ' 6tR e~ Ge (80 0 z 7C aAp- & 360"9 • a (/U GL¢1,~ i s tvta-r y~a~.-,~-ea_ szerl.~--7` COLLEGE STATION P. O. Box 9960 • 1101 Texas Avenue College Station, TX 77842 Tet. 409 764 3500 December 16, 1999 Mr. Dan F. Grant Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Floodplain Study Dear Mr. Grant, This is in response to the floodplain study regarding filling in the flood fringe submitted on November 5, 1999, and support information submitted November 25, 1999, for the above referenced project. In a previous letter dated July 1, 1999 concerns were expressed regarding existing Pre-Flood Insurance Rate Map (Pre-FIRM) structures adjacent to your project. These structures are built below the existing Base Flood Elevation. In that letter, your firm was notified that the City of College Station's Drainage Policy and Design Standards (DPDS) prohibits development, which would "cause unacceptable increases in water surface elevations and velocities" or "increase the flood damage." Based upon this, any increase in the actual flood elevation is not acceptable. The report includes three hydraulic models of the creek. These models are FEMA's effective model, a corrected (pre-project) effective model, and proposed conditions model. We have re- evaluated the study, both internally and externally, and continue to have concerns regarding the accuracy of the study. We have visited the site to evaluated the vegetative conditions of the overbank, and reviewed the pictures provided in support of the submitted models. The g:ctures received show a dense tree cover along the top of bank, which would support roughness coefficients as included in the model. However, this dense wooded area at the top of bank is not representative of the entire overbank. Beyond the immediate edge of bank, the floodplain overbank is a "scattered/light brush with heavy weed" condition. A "heavy" tree condition exists from just upstream of the proposed George Bush Drive extension downstream to the Holleman/Dartmouth intersection. Enclosed is an aerial photo of the area from 1994. Based upon the field visit, the aerial photo is still representative of the site with some additional scattered brush cover. The corrective effective (pre-project) model uses an overbank roughness coefficient that is uniform from the Holleman/Dartmouth intersection to Texas Avenue. The proposed condition model assumes that the roughness is greatly reduced as a result of the retaining v/all used to contain the fill. It is our opinion that the two models are not representative of the conditions that exist now or after the project is constructed. Page 2 of 2 12/16/99 Based upon our concerns, a development permit can not be issued for the fill within the floodplain as proposed with this project. The project may be modified to address our concerns, or an appeal may be filed in accordance with the DPDS. If you have any questions, please call me at (409) 764-3570. Sincerely, UJeff Tondre, P.E. Acting Assistant City Engineer xc: Jim Callaway, Director of Development Services Mark Smith, P.E., Director of Public Works Jane Kee, City Planner Natalie Ruiz, Development Coordinator FACSIMILE COVER SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979)764-3570 / Fax (979)764-3496 Date: Tune 4, 2001 # of pages including cover: 2 If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: Easy Foster FAX: 696-0601 COMPANY: CF 1ordan RE: Wolf Pen Plaza Retaining Wall FROM: Bridgette George PHONE: (979)764~3570 COMPANY: City of College Station REMARKS: ❑ Urgent ❑ For your review ❑ Replay ASAP ® FYI Staff has approved the proposed location of the exposed aggregate and proposed texture coat and paint areas on the wall as depicted in the following drawing. Please let me know if you have any other .questions. _ Thank you, Bridgette A February 14, 2000 COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 Via Facsimile @ 972-239-3820 RE: Wolf Pen Plaza, Seitz Group Floodplain Encroachment Study Dear Mr. Gaskey, Questions have been raised regarding some of the parameters used in the approved Floodplain Encroachment Study for the Wolf Pen Plaza development sealed by you on January 5, 2000. After evaluation of your submissions by downstream interests and further review by city staff, we feel that further investigation should be preformed to insure the health, safety and welfare of our citizens and community. The following parameters have been changed from the FEMA effective model, are in question, and must be adequately justified: • Left overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Channel manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Right overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Left overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Channel manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Pre-project (corrective effective) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Post-project (proposed) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. We require that you investigate and formally report your findings to us by Friday, February 18, 2000. If adequate documentation, based upon sound engineering principles, is not submitted by this time frame, we will be forced to take appropriate action to insure the health, safety and Home of Texas A&M University welfare of our citizens and community. This may include stopping work on the project and requiring the contractor to immediately remove all fill from the flood plain. If you have any questions, please call me at (409) 764-3570. Sincerely, Ted Mayo, P.E. Assistant City Engineer xc: Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Natalie Ruiz, Development Coordinator 09-26-01 09:39 ZIMMER ID=9102544734 (;C 1/01 ZIMMER DEVEY.OPMENT COMPANY, LLC REAL ESTATE DEtivELOPERS III PRINCESS STREET - RO, 80X 2628 - WILMINGTON, NORTH CAROLINA 26402 • 910.763-4669 FAX 910-762-1999 VIA FACSIMILE979-7643496 September 26, 2001 Ms. Natalie Ruiz, AICP ( . ~1 I P. O. Box 9%0 C College Station, Texas 77842 Re: Wolf Pen Plaza Shopping Center Dear Ms. Ruiz: I would like to thank you for taking the time to meet with me on site while I was in town recently. Zimmer Development Company is striving to have our contractors finish the remaining work as soon as possible- To facilitate those activities, I wanted to clarify the items that we discussed that were remaining to be completed for this project. Per our discussion, I have the following list of punch list items for this project: • Complete sidewalk sections and handicap ramps on Holleman Avenue • Complete landscaping and irrigation • Install hydro seed and mulch on Texas Ave and Holleman Avenue property lines • Clean up construction debris from site, including behind/below retaining wall at Wolf Pen Creek • Remove debris from pad for future Goody's store and stabilize • Repair broken water valve boxes • Repair broken fire hydrant C sta. 5+75 line A • Raise fire hydrant @ sta. 2+20 line A • Stabilize outparcels with hydro seeding • Remove excess rip rap and piled dirt behind Hobby Lobby We are anticipating construction beginning on Goody's within 30 days. Once the Goody's plans are finalized, I would like to discuss the paving/building intersection on the right side of Goody's. i understand that no other building permits will be issued until you have signed off on the site construction, so I want to make sure I have a comprehensive list that needs to be completed, Please review these items and let me know if you have any questions or concerns. Thanks again for your efforts and please do not hesitate to contact me should you need additional information. I can be reached on my cell phone at 91012-4482 and in my office at 910-254- 1045. Sincerely, Zimmer Develo ment Company, LLC Pen ny J J hnson Project Manager Copy fumished: Tom Cofer, Zimmer Development Company, LLC Nancy Guyton, Zimmer Development Company, LLC FACSIMILE COVER SHEET CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (409)764-3570 / Fax (409)764-3496 Date: December 17, 1999 # of pages included cover: 3 If you did not receive a complete fax, please call our office immediately for a new transmittal. TO: Eric Seitz FAX: (214) 360-0333 COMPANY: Seitz Group _ RE: FROM: Natalie Ruiz PHONE: (409)764-3570 COMPANY: City of College Station REMARKS: ❑ Urgent ® For your review ❑ Replay ASAP ❑ FYI Attached is the letter we discussed earlier. You mentioned that Kimley Horn had an outside group look at their Floodplain Study to concur with their assumptions. We would be happy to review their report, sealed by an engineer, to help justify the original assumptions. Our Director Jim Callaway will be in the office next week to help resolve this issue. Thank you, Natalie l1i 4 002/002 ray C ~~Sy 05/30/01 16:44 FAY D T 2 l ~ J y~ _ Z5 r r 6 02/16/00 WED 12:12 FAX 9722393820 DALLAS [a 002 Kimley-Horn and Associates, Inc. 15 February 2000 Mr. Ted Mayo, P.E. Assistant City Engineer City of College Station - 1101 Texas Avenue . College Station, TX 77842 RE: Wolf Pen Plaza Floodplain Study Dear Ted: This letter is in response to your letter dated 14 February 2000 regarding your questions/comments on the Fill Study for WPC. We have reviewed the information presented in your letter and offer the following timeline in response. We feel this information will bring you and other interested parties current on the Floodplain Study that has been approved for our project reach. 30 September 1999: Kimley-Horn & Associates (KHA) submitted the first version of its Floodplain Study for Wolf Pen Creek. Attached is an excerpt from that report outlining the use of Manning's "n" values in the hydraulic model. To summarize, the Manning's "n" values in the effective Federal Emergency Management Agency (FEMA) Flood Insurance Study (FIS) model were used in both the KHA Duplicate Effective and Corrected Effective models to represent existing conditions in the floodplain. In the Post Project conditions model, only the right overbank in the affected cross sections was modified to reflect the proposed retaining wall. Please reference the attachment from the September 1999 KHA Study. October 1999 to January 2000: Multiple conversations took place between Kimley-Horn staff and Jeff Tondre, P.E., Acting Assistant City Engineer, to address comments associated Nvith the Floodplain Study. In particular, roughness coefficients were discussed, and after field visits, Mr. Tondre issued the attached cortunent letter requesting Kimley-Hom alter the "n" values to more accurately represent current watcrshcd conditions. Please see the attached letter from the City dated 16 December 1999. TEL 372 770 1s00 FAX 'd72 2$1 :i Al ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 02/16/00 WED 12:12 FAX 9722393820 DALLAS CM Kimley-Horn =F1 and Associates, Inc. Mr. Ted Mayo, February 15, 2000. Pg. 2 When an initial concern regarding roughness coefficients was raised in November 1999 in a fax to Kimley-Horn from the City, Kimley-Horn responded with the attached letter dated 23 November 1999. In that letter it was stressed that to the best of our understanding, FEMA strongly discourages altering "n" values. The fax and response letter are attached.. OS January 2000: Confinued recommendations to Kinley-Horn from the City led to lowering the roughness coefficients, and the production of a second Floodplain Study submittal. The second version was submitted 05 January 2000. This version contained Corrected Effective and Post Project models that included lower "n" values than those reflected in the effective FIS model. Since the "n" value modifications were made to both the Corrected Effective and Post Project condition models, the proposed reclamation to construct Wolf Pen Plaza is valid in either scenario (September 1999 and January 2000). An excerpt from the January 2000 report is attached, outlining the roughness coefficient modifications. The evaluation of Kimley-Horn's Flood Study submittals by outside sources, including City consultants, has been continuous along the timeline of this project. To our knowledge, a City consultant accompanied Mr. Tondre during his field evaluation that resulted in the lower "n" value conclusion for the subject reach. We hope that this information brings you current on the evaluation of the approved Floodplain Study. Particular comments regarding the roughness coefficients used in the hydraulic models have been reviewed and discussed extensively, with the final result being the 05 January 2000 Floodplain Study submittal. The Floodplain Study was approved as submitted in January, after addressing all City comments. We look forward to resolving this issue and continuing with construction of the project. Please contact us if you have any questions. Very truly yours, KIMLEY-HORN AND ASSOCIATES, INC. Kevin S. Gask y, P. Senior Vice President ~.1 Attachments cc: Arthur J. Anderson, Winstead Sechrest & Minick, P.C. Eric Scitz, The Scitz Group Chris Frysingcr, KHA Julie Diamond, KHA Dan Grant, KHA 2003 0 'taVI0% M,.o]TMAYO.DOC. 02/16/00 FEED 12.12 FAX 9722393820 DALLAS Kimsey-Horn The Seitz Group and Associates, Inc. Floodplain Study Wolf Pen Plaza College Station, Texas Prepared For: The Seitz Group 6805 Hillcrest Avenue, Suite 200 Dallas, TX 75205 Prepared By., Kimsey-Hom and Associates, Inc_ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 (972)-770-1300 2004 September 1999 C Kimsey-Horn and Associates, Inc. G:W XDRO\projec[s1630060271Reportlwlf_rpn.doc 02/16/00 WED 12:13 FAX 9722393820 DALLAS Kimley-Horn The Seitz Group iikk and Associates, Inc, f1 3. Hydraulics 3.1 Method Description The hydraulic models for this study were prepared based on two-foot aerial topography that was obtained from NDMCE upon the direction of the City of College Station, and tw0400t topography that was recently prepared for the project site by KHA. The effective FEMA FIS was prepared by NDMCE for the 1998 LOMR and CLOMR submittals. ' NDMCE submitted a CLOMR in September, 1998 for Clarke-Wyndaham Real Estate Investment Services and a LOMR in October, 1998 for SCC Development Ltd. Both the CLOMR and the LOMR were submitted for developments that are located on Wolf Pen Creek within one mile downstream of the site proposed in this report. KHA received the effective FEMA FIS model dated January 13, 1999 with these revisions from NDMCE at direction of the City of College Station. 3.2 Work Study Maps The existing and proposed floodplain limits for the study are shown in Appendix B. 3.3 Roughness Coefficients The Roughness coefficients (Manning's "n" Values) used in the Corrected Effective Model are identical to the roughness coefficients that were used in the Duplicate Effective Model. The roughness coefficients in the Duplicate Effective Model were established in the Effective FIS. Although these roughness coefficients are significantly higher than the recommended values published in City of College Station Drainage Policy and Design Standards for this type of weedy channel, KHA duplicated the roughness coefficients for existing conditions in the Corrected Effective model to match the roughness coefficients in the Duplicate Effective Model. The proposed project will improve the right overbank of the channel within the property boundary and will not modify the main channel or the left overbank. A retaining wall will be constructed along outer portions of the right overbank. The right overbank will be regraded within the site property boundary. These improvements will lower the roughness coefficient of the right overbank. KHA used a conservative roughness coefficient to represent the proposed conditions within the project site along the right overbank. The roughness coefficient for the proposed right overbank is based on the recommended Manning's "n" The Seitz Croup (Wolf Pen Creek) September. 1999 G:\HYDRO\projects\63006027\Repor6wlf-rpn.doc -5- Z005 02/16/00 WED 12:13 FAX 9722393820 DALLAS Kimley-Horn The Seitz Group r and Associates, Inc. Values published in the City of College Station Drainage Policy and Design Standards. All of these improvements to the right overbank are represented in the proposed project model. Table 1: Manning's "n" Values River Stations Manning's "In" Value Lett Overbank Main Channel iRfght Overbank Duplicate Right Overbank Proposed All Models All Models Effective and Corrected Project Model Effective Models Downsurarn to 163.00 0.090 .0075 0.090 0.090 166.10 to 176.50 0.090 .0075 0.090 0,060 179.40 to 180.40 0.040 .0075 0.090 0.090 180.40 to upsueam 0,065 0.055 0.065 0.065 3.4 Cross Section Description 3.4.1 Duplicate Effective Model NDMCE provided KHA with both the floodplain and floodway effective FIS models. KHA has labeled this model as the Duplicated Effective model in this report. Model results for the 100 year discharge, within project vicinity, are summarized in Table 2 with computer output files located in Appendix A. As part of the analysis it is necessary to ensure that the hydraulic model used is consistent with the previous study's paper copy results. This ensures that model version variation or keystroke errors do not impact the modeling results. 3.4.2 Corrected Effective Models The NDMCE Duplicate Model was then annotated to facilitate the analysis of the Proposed Project. Although this study provides a revision to the floodplain only, KHA reviewed both the floodplain and floodway models that were prepared by NDMCE. It should be noted that the geometric data in the two cross sections 160.20 and 163.0 differ significantly between NDMCE's floodplain and floodway models. NDMCE references geometric revisions to these two cross sections in the title cards of both the floodway and floodplain models. However, only the NDMCE floodway model had been revised with these changes. The NDMCE floodplain model had not been updated with these changes. 2006 The Seim Group (Wolf Pen Creek) September, 1999 0;IHYDROIprojects1630060271Repon\wlf rpa.doc -6- DaLL 20 02/16/00 WED l b l FAX ZE4US 9 E ~ 018 ~ V* 4L U 490 T*4 D VELOPMENT SVCS ' 1473 1565 100 xt 1]2.90 0 1432 25.0 250 14.64 vU 255.0 1473 1578 254.0 25.0 1473 1613 GR 272.0 100 00 2. 0 1555 2555-0 15&0 254 5 16 256.0 7 209 1760 2'12.0 1820 . 4K 254.0 0 1650 26666.0 1658 269.7 265 1680 . . CR OQ INT£RSEC HOLLEMAN AND DARTIIOUI. D/S FAZE BOX CULVERTS AT B x1 113-90 12 1418 14G0 1140 269.86 ' 1240 100 269.32 1340 269.04 0 t Z71 1418 1600 cit 271.21 1000 270.4 254.19 1460 269.04 1418 ,t 146Q 270.11i5DO , ,y . GR 254.19 1700 272.12 1800 GR 271.49 NC .015 42 0 2 400 0 255.34 15 1 64.19 SB 1.25 1.50 2.9 230 230 VO . X1 116.20 1 7A5.34 269.04 0 12413 0 O x2 p 1140 ST 10 1000 271.21 2~ 0 270.40 0 1460 269.04 00 1500 272-12 ST 1340 269.32 0 19 • 0 27100 170Q 271.49 0 18 . ST 270.11 0 160 8T 0 NC .075 A~ .055 50 xi 116.70 15 95 .1587 94 270 1 SO 1200 50 270.4 1300 269.66 1385 1587 . 40 1100 1000 27 GR 272.06 255.34 1495 0 264 1520 255.34 1562 1950 264-0 272.82 2050 . 68 GR Zd9. 1750 271.87 1445 1650 271 .24 1850 272.5 -0 271 GR - & 3711 5132 S763 7075 QT 3 1 NC 9 1300 1337 250 X1 119.20 0 262 250 1290 Z5O 260.0 1300 7S6.12 1310 . y..0 1030 OR 271.48 1000 2 268_0 0 1380 264 1465 272-5 ]510 . GB 260.0 1337 TION UPDATED USING LATEST TOPO-NOV 6, 1995 SEC X1 124.00 22 1070 1111 580 268 300 1007 565 264 1010 264 1014 1077 _ OR 272 1000 270 1003 268 1070 266 1073 264 1075 1091 262 260 1097 1018 GR 266 1080 258 1083 256.42 R 260 i' 7087 1111 258 268 1149 270 1200 G 266 OR Z6Z 1103 264 1106 fiR zn 1243 272 1314 TION UPDATED USING LATEST TOPO-NOV b, 7945 SEC 1161 12&4 240 xt 126.00 z2 272 180 10u 300 270 1028 268 1054 1221 OR 276 1000 Z76 1965 264 286 1161 266 1133 1177 264 254 1190 1237 262 268 1244 GR 1226 ZSb 258 R OR 260 1225 266 1232 1285 268 1320 Z70 1311 1273 OR 268 1257 Z68 271 1512 OR 270 1380 PAGE 6 1 ti. 70SEM 17-.20!k7 1 • , : 090 :d75 0 . NC 09 L SECTION UPDATC LATEST TOQO-NOV G, 1995 5 370 750 00 X1 130.90 21 1010 1094 1010 272 1D20 270 1029 2" 264 1033 1090 4R 276 1000 274 1056 258 266 10&9 262 1065 258 270 1082 1265 272 1425 GR OR 266 1099 258 1749 268• 274 165 274 1593 276 1748 OR 272 1&85 272 1520 OR 278 1823 UPDATED USING LATEST TOPO-NOV G, 1995 SECTION cry Meye1•s updsse In Lob u mwr revisions in rob 7 Q 1/94,UPD TO REFLECT FIELD SURY 11-6- 95 ~ 34~ LOB Of SECTION REVISED 1980 3 p 835 0 1515 7f1 135.60 Z4 1860 276 5 1000 278 1142 GR 277 1294 1763 272 270 1321 1848 27 272 ]860 . 2268 GR 270 1540 268 ;gsa 263.1& 1895 264 1900 266 276 1905 1955 i~ GR 268 1075 270 268 1910 270 1420 272 1430 274 Z 1915 2290 OR 280 2035 282 GR 278 1975 2200 OT 4 2837 3954 4444 5541 SECTION UPDATED USING LATEST TOPO-NOV 6. 1995 cry Beyer$ Update in lab w eatr revi5i=% in rob E 11'6"9' ECT FIELD SURVOY 01/94,UPD LOB OF SECTION 09VISED TO REFL LID 45 550 16]0 X1 145.60 16 1610 1636 275 1040 278 1127 ]358 273 269 15BO 1630 272 270 1636 280 GR 1624 266 OR 265-95 276 74 265 1627 1785 78 2 181, 280 1844 1756 272 1725 GR 2 GR 280 1894 99tT]ON CUTOFF AT XMAS STORE 1 7 /1 D /nn f0T n0 .A rrv iTV wTn nwn. r7•.. 02/16/00 WED 12:14 FAX 9722393820 DALLAS 2009 ~llitziaa ub:49 '"408 794 3498 DEVELUF91F.N1' SVGS 2003 600 1080 1145 !56.40 t3 1135 1190 520 1120 274.0 1135. 272-0." 1260 1120 283.24 1190. 274.0 2$3.2C 1120 283.24 1175 • 210.0 1150 267.52 1155 270.00 Z72-0 1Gao : 276.0 MO 278.0 1370 280. .I~ ' L'f`/D~' 6564 5514 " °~Q G. 2480 °.4109 SECTION REVISIOY••IKPLEN£NTED 9/1199 LACO(JR SUBDIVISION NO•FILL,IN'LEF ANX° a20„ 390 :1240 . 3' 2 1 160.20 15 1360 1080 276.0° .110, ' 138 1375 1000 280.0 ' 1065 278.0 , „ ' '26b:79 R ZB2 . 270.°0. • . 5 ."292.01 •0 • . 272.0 1360.-'.:' 1365: sO.D . 155'.... 1610 g ,,274.0 1240 16 278.0.. 1470, Z 2. 274.0 1400 276.0. 20 SECTION REXISION•iHPLEliEmTEO 9/1/49 IN" LEFT'BANK LAtO1R SUBOIVISION,:NO FILL- 350 Z6G 2,$0. : •••278:0,,' ° .1300 • .276:0• 14 . (1 163.00 •14 7660 1692 272 74- 1 '12 45" • 1492' . 2 0 • •1g 5 1230 p . 280-0 6R '270 0 '1475'.. • 268.98•, 1480 2 M_4.' 1435 , 294.0 '1745 Gq :'.276.0. "1600 Z78.0 °1665 Seat i an 166:10 -Added 09%01 /99 BY KFUI ' per updated. topo PAGE 7 . . 205EP99 . .17:20:47 .Z~°',.: , ' zsa'•': • ~ "'109' . 19 172 ;200 ' , . ,1432 • i X1' t66:10 'JOA3 .282 1 286 799 .264 GR. ,288 : 276•.: .12,:: . ..272.'..' ]448 271.0 456 508. ' ° . ' 0 15 • 280 ,,_.,278 . • . '.1310 ' '276... 1424 1176 GR 106 Gq 272 1471 276. 11472. 568 2284 :1584 ' 288' 1618 282 1523 :4800 °2591 3571 3969 QT 80'Revt3ed 09/Ot/94 •8'l. YHA Pet' Wj Utod sectian 171. tppa'' ' SECTION, CUTOFF A7 cm,VASH 570' 200 278''. 13t.G'. xt 171.9 0 18 1383 '1413. : 280 • . 280 • , 1292. , 1405 . sR 286.0 "'1005. 284 1090.. 282 t3'95 1400 272 1441 , 6R' a76'... 1383 Z74 ' 1389 272 1~GZZ , ' 280' : 1431 282 r GR a ,274 ' . 1407 • ' 276 1621 1686 t531, 286 1621 ; secttan 173,:30-Added a9/Otr99 By KHA.per updeced topo 1LOr Q 1066 1386. 120 256 X1 tT3.3d 21 . 1335 693 ' 288 .909 ' 286 96 276 • ' .1355. GR 290. 548 288 1324:. 278 13t.4 1381 . "..MO 1-375 274 GR . 2u 1210, 282 272 :1297 ' . .,1404 272' ~ t71.5 1370. GR 274 J 284 1592 '1359 . 136E 143 275 1393 280 282 GR 276 °1386, 288 1687 286 1637 Led; P 6R' 175:30 Revises 09/01199 BY KHA per•upde so o. - ' 1307 1313 10 : _::'170 -'210 ' 1!09 • ZEG ' 1184 •:282 • .1213 :.,,•2,1 2 xi . ..175 '10' . , 559 288. , 839' 286 • ..2n. 1325 , „GR 290. 275 1307 276 1317. .274 X340• 278 1343 GR 2so' 1334 274 1337 286 1536 . GR . 271.7 ' 1330 272.0 1351 284 1345: 286 1506 a 280 1366 282.0 GR 288. 1581 r OT . • ° 4• „ Z575• 3520 •3900 ' • ' 4740 Section'174:50-Added 09101!99 LY KNA per updated'eepa 1234 150 X! 176.50 17 1175 .622 284 "1113 „ 282 .120 • 622 • , 286 ' . ' 1033 , • . . '1201 ' .273.2 ' 470 288 276 ° °1195: 274 1234 ' . 282. 1264.. GR 29D 11 27B.. 1185 1225 75 " GR 274 ' 1212 276 .1218 ' , 278 GR GR 264 274 1374' 286 1449 Seeslon 179-40 BT ' XHA' Per u idstad topo Rsvised,09101l99 , 1 RC .090 .090 .075: ttIENUE, .5 100' D/S Of Box 'CUL'VCRT ON. TEXAS- ZIP 265 „ 1079 179.40 19 1086 1162 220 1026 284°.C X1 ' 706 288.9 766 288.0 SS6 286.0 1118 276 1124'' GR GR Z90 282 1086 ...280.0 .1095 278 1109, 276 „ 1156 276 1139 '..27B . 1144 280 GR 273.5. .•1130 274 1135 288. .1501 „ GR ZSZ . 1162 284.0 °1112 ' 286 1497' 1 PaGE• s l 20SEP99 17:20:.7 D/S FACE BOX CULVERTS ON',TE%AS' AVENUE 160 60 . X1 180:40 11 1235 1266.3 .1235 27301 1266.3 290.0 800 2,89.4.; 1000 286.6 1235 273:01 1590 287.2 1615 GR C9 .286.5 1266.3 286.0 1410' 286.D 1500 266.4 02/16/00 WED 12:14 FAX 9722393820 DALLAS 0010 11/12/99 09:43 $409 764 3498 DEVELOPMENT SVCS 2.004 SECTION CUTOFF AT XMAS STORE 1140 520 600 1000 272.0 111-5 I'=".. yi 156%10 13 1135 274.0 1135 20 $74.0 1260 GR 293.24 1120 Mar. 1155 2270. 6 0 111120 Y5 272.0 1140 1! ~ 6-7 ::;..GR 270.0 1150 267.52 1370 290.0 1480 IP,,, GR 276.0 1330 278.0 Q 1 ~I'T JKJ V 011 2956 4109 4564 5519 r OT 4 SECTION REVI5IO11 tMPLEHEHTED 9/1/99 UtiCOUR SUBD1525fON N03f~iLL IN LE4 dflANK 250 226 27686 1130 276.0 1240 X1 160.20 1065 278.0 1080 1360 270.0 1375 2.0 ; " 282.0 1000 Z50•0 1395 266_74 OR GR 274.0 1290 2T2.0 280.0 1555 25822.0 ca 274.0 1400 276.0 1420 Z78°0 1470 LACOUR SUBDIVISION NO FILL IN LEFT BANK 1492 350 719 280 X1 163.00 121-5 278.0 OR 294.0 1230 280.0 1230 280.0 270.0 1495 272.0 GR 270.0 1475 265.90 1480 .0 1690 ZM.0 OR 276.0 1600 278.0 1665 280.0 Section 166.10 Added 09/01/99 BY 1CPR per updated tope RiShT Channel revised to proposed conditions 09/03199 BY KRA Mennir+9s n values modified in right bank 091031W 9Y KNA 1 16SEP99 76:05.24 Mcef i & / f9 NG .090 X1 166.10 060 0~ 1632 M 1472 2846 799 200 1043 OR 288 SOB 286 Z76 274 1L29 1432 878 GR 272 1310 1471 2 27 3 1559 252 846.. 1523 156 b 60 171 ti 101 2591 3571 3969 1$00 Revived 69/01!99 BY KNA per updated topo KNA . ori 5ec ! revised to Proposed e BY enditione 09103194 Right Chortle 8£CTION CUTOFF AT GAR YASN 280 280 X1 171.80 ~ . 17 1281- 1413 1098 282 1395 OR 286.0 : E 100 5 1363 274 1389 272 1395 OR 276 278 1122 2 1479 295 14690 sectisul 1 aced top" Added /01/99 Y KHA pe e cicm 09103/99 By CHA Right Channs:l revised to proposed - or X1 173.30 22 1355 1586 120 693 288 900 905 2 G R 46 288 2 1~ Zu U24 2 R 84 G 274 72 1210 1$59 279 1364 271.9 1370 404 GR 279 0 1 '.'AR 288.5 IvM 1461 290 Jul ar uputed two 5eet 1017 .,S o eYl s ' ~Ordi ti ons 09/03/99 BY KNA t Right chamel revised to Or aPDs X1 175.30 20 1307 1343 286 839 11170 09 : 290 at --t 286 559 288 1287 273 1307 Z76 ' 1317 1337 6R 271.7 1330 278.0 0 282 i~ Z84 1395 :•r.R 200 . 1319 QT 4 2575 3526 3900 1.740 section 176.50 added 09/01/99 BY dl=iumaced tope 09/03/94 BY-KH K 4' ' Right C114Ma sed l revised to proPol Ws can L74 QO 1 150 ..X1 176.50 19 70 2118 4 6 62 2 Z 1033 GR 290 GR 280 6 1175 278 7 278 1195 1225 l 1218 -27L GR :',pR 283 =12-- 784 1283 09!011 b r eted tope o ~ section se rigi+>al value 09/03/99 ifi d eo c Flanni rigs vat vas s right bards spa k'. NC .090 , .040 .075 .3 .5 NuE veRT ON TExAS ox cul 100 . 01 19 1086 1bZ 220 260 X1 179.40 706 288.9 766 288.0 856 OR 299 Q 282 1086 280,0 1095 278 2'6 1109 1139 CR 273.5 1130 274 0 281 1135 1172 286 1497 GR 202 . 1162 280 282 272 276 13M 1&42 1745 ~Uw&kt k 1078 1640 1476 dao &K t 570 ZBO 1297 271.4 1400 280 1431 ads! W4"& 160 286 960 ZT8 1341 272 1375 282 1/34 3413( Wa& 276.0 14660 Z7L.0 1515 frd~" ~~nGE 7 280 1098 271.0 1656 280 1508 106 n sa 292 1441 286 1966 276 1355 1 82.5 1460 210 784 1189 282 1213 1325 274 1321 282 278 1,25 6 289. 134.0 1 240 1 149 284 1113 282 1143 274 1201 273.2 1266 1261 282 286 1322 0.000r ItAll f;a L 265 286.0 1026 284.0 1079 1124 '276 1118 274 260 1156 278 1144 288 1501 FAG[ 0 1 16SEP99 14:05:21 02/16/00 WED 12:15 FAX 9722393820 DALLAS 2011 Kimsey-Horn Ci and Associates, Inc. November 23, 1999 Mr. Jeff Tondre, P.E. City of College Station Development Services 1101 South Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Floodplain Study Dear Jeff: This letter is in response to your comment letter dated 12 November 1999. As we discussed, the City has asked us to verify the Manning's "n" values used in the corrected effective model submitted as part of the above named floodplain study. The City has commented that a Manning's "n" of 0.09 might not accurately represent the right overbank in existing (1999) conditions in the area adjacent to the Wolf Pen Plaza site. A Manning's "n" of 0.09 is applied in the right overbank in the FEMA effective model for Wolf Pen Creek in that same area. Unless there are valid reasons, FEMA discourages changing Manning's "n" values in the effective models. Included with this letter are photographs and an index map showing photo locations. These photographs show dense trees and heavy underbrush in the subject area. Also within the right overbank are some grassy areas to the south of the trees and brush. According to Chow's Open Channel Hydraulics, areas of dense trees and brush can be assigned a Manning's "n" ranging from 0.08 to 0.125 with an average of 0.10. The composite value can be lowered slightly by the open areas. Upon evaluation of this data, the current (1999) conditions warrant a Manning's "n" composite value of 0.09 in the right overbank. CWCZXO z 7, ■ suhe 1800 12700 Park Ceniral DIve Dates, Texas 75251 0 TEL 972 770 1300 FAX 972 239 3820 02/16/00 ITED 12:15 FAX 9722393820 DALLAS b KimleyHorn and Associates, Inc. In the proposed condition model, the right overbank was modified to reflect the proposed wall and areas of brush and trees that would be cleared to build the wall. Model geometry was changed to show the proposed wall, and the Manning's "n" value for the right overbank was lowered to 0.06. This should clear comments from your 01 and 12 November 1999 letters. Please contact us if you have any further comments or questions. Very truly yours, Kimley--Horn and Associates, Inc. Dan F. Grant, E.I. Analyst DFG/ 0:\HYDROIptojccts\630060271Conwp\lAt2.doc Attachments cc: Chris Frysinger, Kimlcy-Horn and Associates Kevin Gaskey, Kimley-Horn and Associates Jon Ahern, Kimley-Horn and Associates Z012 02/16/00 WED 12:15 FAX 97 OPEN-CHANNEL HYDRAULICS VEN TE CHOW, Ph.D. Professor of Hydraulic Engineering University of Illinois WGRAW HILL CLASSIC TEXTB®K REISSUE EV"pom Boston, Massachusetts Burr Ridge, Illinois Dubuque, Iowa Madison, Wisconsin New York, New York San Francisco, California St. Louis, Missouri 013 02/16/00 WED 12:16 FAX 9722393820 DEVLLOPMENT OF UNIFORM FLOW AND ITS FORMUL AS 113 TABLE 5-6. VALUES OF THE Roumvgx8s C01cFFIC1ENT n (conli nuod) Type of channel and description Minimum Normal Maximum b. Mountain streams, no vegetation in channel, banks usually steep, trees and brush along banks submerged at high stases 1. Bottom: gravels, cobbles, and fow 0.030 01040 0 050 boulders . 2. Bottom: cobbles with large boulders 0.040 0.050 0 070 D-2. Flood plains . a. Pasture, no brush 1. Short grass 0.025 0.030 0 035 2. High grass b. Cultivated areas 0.030 0.035 . 0.050 I. No crop 0.020 0.030 0 040 2. Mature row crops 0.025 0.035 . 0 045 3. Mature field crops 0.030 0.040 . 0 050 c. Brush . 1. Scattered brush, heavy weeds 0.035 0.050 0 070 2. Light brush and trees, in winter 01035 0.050 . 0 060 3. Light brush and trees. in summer 0.040 0.060 . 0.080 4. Medium to dense brush, 111 winter 0.045 0.070 0 110 5. Medium to dense brush, in summer 0.070 0.100 . 0 160 d. Trees . 1. Dense willows, summer, straight 0.110 0.150 0 200 2. Cleared land with tree stumps, no 0.030 0.040 , 0.050 sprouts 3. &une as above, but with heavy 0.050 0.060 0 080 growth of sprouts 1 4. Heavy stand of timber. R few down 0.080 0.1.00 0 120 4 trees, little undergrowth, flood stage . below branches 5. Same as above, but with flood stage 0.100 0.120 0.160 reaching branches D-3. Major streams (top width at flood sta e g >100 it). The n value is less than that for minor streams of similar description , because banks offer less effective resistance. a. Regular section with no boulders or 0,025 " ' ' 0 060 brush . b. Irregular and rough section 0.035 0.100 014 02/16/00 WED 12:16 DALLAS ('23) .0 (24) Fia. 5-5 (22-24) 22. e.1 = 0.110. Satne as (21), but with much folrllgc xnd covered for about 40 ft With growth msembling smart weed. 23. n - 0.125. Natural channel floodway in median tine sand to fine clay, none side slopeas: fairly evcrl arid regular buttorn with ocowional fla.t bottom slougfims variatiou in depth; practically virgin timber, very little. utide rgrow0i except neca• sional dense patches of bushed and small tracs, Borne logs and dead fallon trees. 24. n = 0.150. Natural rives in Gandy clay soil. Vcry erookcd course, irregular side: slopei and uneven bottom. j%f ,.ny roots, trees .Lod bushcR, largo logs rued other drirt on botto n; trees continually f:filling itrtu charrncl dim to bank cluing. 123 02/16/00 WED 12:17 FAX 9722393820 DALLAS - a.. v ysvu to.* 04"D L)P:YZLUrl fff SVCS December 16, 1999 COLLEGE STATION P 0. Bax 9960 - 1101 Texas Avenue - College Station, TX 77842 ret 409 764 3500 Mr. Dan F. Grant Kimley--Horn & Associates, Inc. 12700 Park Central Dive Suite 1800 Dallas, TX 75251 RE. Wolf Pen Plaza, Seitz Group Floodplain Study Dear Mr. Grant, This is in response to the floodplain study regarding filling in the flood ffinge submitted an November 5, 1999, and support information submitted November 25, 1999, for the above referenced project. In a previous letter dated July 1. 1999 concerns were expressed regarding existing Pre-Flood Insurance Rage Map (Pre-FIRM) structures adjacent to your project These strne Lures are built below the existing Base Flood Elevation_ In that lemer, your firm was notified that the City of College Station's Drainage Policy and Design Standards (DPDS) prohibits development, which would "cause unacceptable increases in water surface elevations and velocities" or "increase the flood damage." Based upon this, any increase in the actual flood clcvalion is not acceptable. The report includes three hydraulic models of the creek. These models are FEMA's effective model, a corrected (pre-project) effective model, and proposed conditions model. We have re- evaluated the study, bath internally and externally, and continue to have concerns regarding the accuracy of the study. We have visited the site to evaluated the vegetative conditions of the overbank, and reviewed the pica= provided in support of the submitted models. The pictures received show a dense tree cover along the top of bank, which would support roughness oaefficients as included in the model. However, this dense wooded area at the top of bank is not representative of the entire overbank. Beyond the immediate edge of bank, the floodplain overbatk is a "scattered/light brush with heavy weed" condition. A "heavy" tree condition exists from just upstream of the proposed George Bush Drive extension downstream to the Holleman/DaTtmouth intersection. Enclosed is an aerial photo of the area from 1994. Based upon the field visit, the aerial photo is still representative of the site with some additional scattered brush cover. The corrective effective (pre-project) model uses an overbank roughness coefficient that is uniform from the Holleman/Dartmouth intersection to 'f exas Avenue. The proposed condition model assumes that the roughness is greatly reduced as a result of the retaining wall used to contain the fill. It is our opinion that tiie two models are not representative of the conditions that exist now or after the project is constructed. Z016 16002 1911a/ad "MTT +o. ao rrv inv 10 n e, e., ra, 02/16/00 WED 12:18 FAX 9722393820 DALLAS 2017 12/16/99 17:38 $409 764 3496 DEVELOPM'ENr SVCS Q003 Page 2 of 2 12/16/99 Based upon our concerns, a development permit can not be issued for the fill within the floodplain a9 proposed with this project. The project may be modified to address out concerns, or an appeal may be filed in accordance with the DPDS. if you have any questions, pleas$ call the at (409) 764-3570. Sincerely, Jeff Tondre, P.B. Acting Assistant City Engineer xe: Jim Callaway, Director of Development Services Mark Smith, P.E., Director of Public Works Jane Kee, City Planner Natalie Ruiz Development Coordinator 02/16/00 WED 12:18 FAX 9722393820 itimley-Horn and Associates, Inc. Floodplain Study Wolf Pen Plaza College Station, Texas Prepared For. The Seitz Group 6805 Hillcrest Avenue, Suite 200 Dallas, TX 75205 Prepared By: Kimley-Horn and Associates, Inc. Suite 1800 12700 Park Central Drive Dallas. Texas 75251. (972)-770-1300 )anuauy 2000 0 Kimley-Horn and Associates, inc. G:IIIYDR0Iproject+\61006027\Repon\\ol rpR,duc M [ al DALLAS The Seitz Group 2018 02/16/00 WED 12:18 FAX 9722393820 DALLAS r Kimley-Horn The Seitz Group and Associates, Inc. 3. Hydraulics 3.1 Method Description The hydraulic models for this study were prepared based on two-foot aerial topography that was obtained from NDMCE upon the direction of the City of College Station, and two-foot topography that was recently prepared for the project site by KHA. The effective FEMA FIS was prepared by NDMCE for the 1998 LOMR and CLOMR submittals. NDMCE submitted a CLOMR in September, 1998 for Clarke-Wyndaham Real Estate Investment Services and a LOMR in October, 1998 for SCC Development Ltd. Both the CLOMR and the LOMR were submitted for developments that are located on Wolf Pen Creek within one mile downstream of the site proposed in this report. KHA received the effective FEMA FIS model dated January 13, 1999 with these revisions from NDMCE at direction of the City of College Station. 3.2 Work Study Maps The existing and proposed floodplain limits for the study are shown in Appendix B. 3.3 Roughness Coefficients The Roughness coefficients (Manning's "n") Values used in the Corrected Effective Model have been altered from the Duplicate Effective Model. Based on discussions with City staff, the Manning's "n" values used in the Effective FEMA model are higher than what is necessary to represent actual field conditions. The representative "n" values have been modified in the project reach only. The proposed project will improve the right overbank of the channel within the property boundary and will not modify the main channel or the left overbank. A retaining wall will be constructed along outer portions of the right overbank. The right overbank will be regraded within the site property boundary. These improvements will lower the roughness coefficient of the right overbank. KHA used a lower roughness coefficient to represent the proposed conditions (i.e. wall and grading in front of the wall) within the project site along the right overbank. The roughness coefficient for the proposed right overbank is based on the recommended Manning's "n" Values published in the City of College Station Drainage Policy and Design Standards. All of these improvements to the right overbank are represented in the. proposed project model.. Ca 019 The Seitz Group (Wolf Pen Crcck) January. 2000 G:\HYDRO\proiects\63006027\Rcpon\wll_rpn.doc -j- i J 1 J 02/16/00 WED 12:18 FAX 9722393820 Kimley-Horn and Associates, Inc. Table 1: Manning's "n" Values The Seitz Group River Stations Manning's "n" Value Left Overbank Main Channel Right Overbank Duplicate Effective and Corrected Right Overbank Proposed All Modebt All Models Effective Models Projcct Model Downstream to 163.00 0.075 .0055 0.075 0.075 166.10 to 176.50 0.070 .0050 0.070 0.065 179.40 to 180.40 0.070 .0050 0.070 0.070 180.40 to upstream 0.065 0.055 0.065 0.065 3.4 Cross Section Description 1 D Y 3.4.1 Duplicate Effective Model NDMCE provided KHA with both the floodpl.ain and floodway effective FIS models. KHA has labeled this model as the Duplicated Effective model in this report. Model results for the 100 year discharge, within project vicinity, are summarized in Table 2 with computer output files located in Appendix A. As pan of the analysis it is necessary to ensure that the hydraulic model used is consistent with the previous study's paper copy results. This ensures that model version variation or keystroke errors do not impact the modeling results. 3.4.2 Corrected Effective Models N N D 0 a The NDMCE Duplicate Model was then annotated to facilitate the analysis of the Proposed Project. Although this study provides a revision to the floodplain only, KHA reviewed both the floodplain and floodway models that were prepared by NDMCE. It should be noted that the geometric data in the two cross sections 160.20 and 163.0 differ significantly between NDMCE's floodplain and floodway models. NDMCE references geometric revisions to these two cross sections in the title cards of both the floodway and floodplain models. However, only the NDMCE floodway model had been revised with these changes, The NDMCE floodplain model had not been updated with these changes. The Seitz. Group (Wolf Pen Creek) G;\iiYr)110\prgjact.\6300ci027M clxaiT%W1f_i prrdnc DALLAS January. 2000 -6- Z 020 12/IU/UU 15:UU PAA 1509 Emerald Parkway, Suite 101 College Station, Texas 77645 (979) 696-0500 (979) 696-0601 Fax I~ To: Carl Warren - City of College Station r JUU1/UU1 W d-kl From: Paul S. Waller - Project Manager )kl Fax: 764-3496 Pages: 1 Date: 12119/00 Project: Wolf Pen Plaza Re: Goodys CC: Paul Phillips - Zimmer Development Rodlofo DeLaRosa - MDN Julius Salamone Urgent X For Review Please Comment Please Reply The Owner, Zimmer Development, has directed CF Jordan to not pursue construction of the Goody's space due to the tenant can not decide what their new prototype store will look like at this time. We plan to complete all work indicated on the permit drawings up to the Goody's lease at this time. The Owner reserves the right to move forward with permitting and construction of the Goody's lease at some point in the future. If you have any questions or comments, please do not hesitate to contact this office. PLANNING Project: WOLF PEN PLAZA (SP)-SITE PLAN (99-38) 1. On Sheet L-2, six tree sets on several landscape islands do not meet the 20 foot separation requirement for canopy trees. Three instances along Holleman Drive and three near Wolf Pen Creek. 2. 1 only counted 58 crepe myrtles. Please either add 7 more, or revise landscape legend and total. STAFF REVIEW COMMENTS No. 4 3. NOTE: Several trees on Sheet L-1, barely meet the 20 foot separation requirement for canopy trees. Please make special attention, during construction, that the separation distances are met according to the site plan. Reviewed by: Shauna Laauwe Date: November 27, 2000 ENGINEERING 1. No comments Reviewed by: Thomas Vennochi Date: 11 /22/00 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review. Staff Review Comments Page 1 of 1 07/01/99 THU 16:03 FAX 9722393820 DALLAS Z001 Ifii Kimley-Horn suite 1300 lfifii and Associates, Inc 12700 Park Central Drrve Dallas, Texas 75251 TEL 972 770 1300 FAX 972 239 3820 G Fax Transmittal / I A* d ~ To: IV ATA LIE RVIe Fax No.: y0q - 71W- 3gg6 FirmILocation: CITY OF C01- Job No.: 063006, 2 7 Otj A From: ),u Li E AU bV sTYIV Date: 1 CHRIS R Y51 AJ6- l Original coming by maiUcourier: Yes No If you have any problems, please call 972-770-1300 and ask for: AIA 141,1 E. Total number of pages, including cover sheet: 57 - _ Comments. SEFONE GL05t t &T 7NE7 -6'ND OF J U L ,-1 J w. i E A1/&-1VsTAJ c-HR15 FAVSI N(,-- R Engineering This facsimile is intended only for the addressee named herein and may contain fnforrnation that is confidential, ff you are not the intended Planning recipient or the employee oragent responsible for delivery to the addressee, you are hereby notified that any review, dissemination, and disclosure, or copying of this communication is sbdtly prohibited. ll you have received this facsimile la error, please immediately notify us Environmental by telephone, and return the original facsimile to us at the address above via the U.S. Postal Service. ct)MMENT6 WILL eE V FAY 8E1Ur^F)Gl>i4~. LJE NEE D -M ORTAI N k PP ROVW C, 07/01/99 THU 16:03 FAX 9722393820 DALLAS a pu- 10 r a- ~ I I h cl;d~a' I 1 I I i ~1 j l I l l i l' •~~j1jlllllIjjj il; ~j Ijjj j j fD ~ I ` ` 'CYf C7 I , ~ 1 ~p i0 ~ N l11 , CID X o , m l D ~l N ~ CD O (n , fA 9 \ I 1 'K 8tll 'n 111 i(~°• > JL 1752' 140' I N > 120' I N > r--- ----~~-----I - , t nil ill 111111114, I o _ _ UI r+ 1 Ul ii III ill III I Ill III I s ~ > II I ~ - II ~ II t fm,. A ~NQ rN~ Hollema i e , Tabul~tldas~" " 4 f ••a• PANKNO PROVIDED PARK0f0 R60WM0 Anther 60,000ef 900 Spates 300 s9•aee ARah•r 40,000:1 10s liwa•e 200 spacaes ,.hor 90,000■f Ill speses 160 spaces Aneher mooosf is spacaes 00 ip•cee RNd1 19.600.1 TOO sp•eea 99 speees MI•Y $,400•f 76 sp•ae• 91 spacaces Tel■b 166,00091 660 sp■ce• •40 spes•e Xi Ta o> 10 ,v 6/7 . ~y . r" r 10002 --i alp k vv~, ev-~ - ~jiao$L, { 1eY..t I- ICI°tl WOLF PEN PLAZA " C N b C06LSOS sTAII01( ZQY 07/06/99 TUE 13:48 FAY 9722393820 DALLAS VS I I I I_ _ I I I I I I I 1 I I { ,2'901 t I ( I I I I I I I I I I 1 I I i I~ ( I I { I I I I I I I I V i { ~ I 1 I 1 I I I I N , I { I I I U I I i I I ool of I I m I 31 UI I of al WI ~I ~l ml~ ~I ~I I Ln N ( 10(j I I I 11 llnlln 0nend (INd 3NV~ 3?JIA I I I I I I O I I ~ ~ I I l 1 ! I 1 ! I I ;'SLR I I I I i LL I I I I I I d- I I ! Q _ ~ I I I ! Q ~ I I I 00 ~ I I ! ~ ( I I ~ I 1 I CD I 1 I I I I 1 ! I I I I I i I I I I 1 1 ,5 017 I I I I I ! I I I 1 I I ! Z002 W ln~\) W Q ~J X Q) 07/06/99 TUE 13:48 FAX 9722393820 DALLAS \ ~l D i Sly o uJ (",w I -7 ~~I A (~tS 1 n v b N1CH®R 7U -Ln 10003 I ! ! ! i I I I ! a~ W I Q T 05/15/01 TUE 08:51 FAX 9722393820 DALLAS -j- r7 00 ( Iq N I I X I I o O 0 J N O I I I ° ~ I I II ~ I I I I w I ~ I I o + ~I I L9'991 I I I f I zo Iz I Q I I° I 0 I to o I IJ~ O I Q JU 3 la ~ I r- 13 0 I ~ I I lam a 0 j I ~aQ ~ ,L9~ZOZ Q) I I I w I N I I ~ m ° o U7 I N Q N w 0 a ~ a ~ a t0 fij 002 D 11 05/30/01 WED 11:40 FAT 9722393820 DALLAS 0 ::j n ~z II ~ o-3 ❑ D " r r 0 C) D ~N f rVII 1 o I I Im I I O o o n 3.0' cj~ I" a N > O o L'J F7 V I 0 I C-4 67' 202 hjL-I . >0 ( m i ~ml z I °~I D I O Cr CTo rl r r 1 D I r ( 0 0~ I a 0 zl z I 1 186,67' i 1 ~ 1 I 200.0 I I i I 1 f I L to l loo IMF O N l I= D O C) I Iz IDm C I m fm z lu D i . l I C ( i 00 013 ' co J 1 _...I I 10 002 G: \CIVIL\63006027\WALL-EXH.dwg 05/16/2001 11:25 VOCC - VMMV VCI- V~-O 7CIOC•~IC -II , 05/30/01 WED 11:41 FAX 9722393820 DALLAS I I ~ I I ~ I Z I o I ~O W v D S" o O 0 (n 0 0 I O ~ I nD m C: x I x I Z ~ o > I G) D z D Z z I n O ~ 1 I O m I ,l m I(C=) o ~ ~ I co 4~ zl -1. a 13 If ir I I I I o0 O I v1 -o I = D O I D m Im I n Z o I Ln D r D I z I ~ I M , I m I z I 'z I c~ I X I 2 I G: \CIVIL\63006027\WALL- Ion. dwg 05/17/2001 13:03 XREF - XBOY, XSITE, XASBLT, ZFIRELANE, XPAV, XWALL, G: \CIVIL\6 X m (A Z 1 D r r r O n D O z 3006027\X8511-H O rri o m Ll) Z m D D r r r r r r 0 O D D "i ::j O O Z z 10003 03/13/x"11 TUE 16:38 FAX 9722393820 DALLAS I //=W I 1002 03/13/,01 TUE 16:38 FAX 9722393820 DALLAS = 34 ye 35 Street 10003 Cy} ROW DEDICATION October 13, 2004 David Slattery Architecture and Consulting 10511 Raritan Drive Houston, Texas 77043 RE: Wolf Pen Creek Ice Rink Dear Mr. Slattery: Your request to use a single fire hydrant to supply fire flow for this property has been researched. The 2000 International Fire Code Section "C-103" states that the fire flow requirement for the building in question is more than what is allowed for a single fire hydrant. The nearest usable hydrant, other than the one depicted on site, is over nine hundred feet (900') away The College Station Fire Marshal has ruled that two fire hydrants be installed within the boundaries of the Wolf Pen Creek Ice Rink property. It is the opinion of the College Station Fire Marshal that all buildings of this size have more than one fire hydrant for emergency access purposes. If you have any questions please call me at (979) 764-6273 Steve Smith Prevention Officer College Station Fire Dept. ! f 1101 Texas Avenue South College Station, TX 77840 Phone: (979) 764-3570 Fax: (979) 764-3496 Q"- 1, 1, Z 4 >j Fm To: Kenny Johnson, Zimmer Development From: Natalie Thomas Ruiz Company Fax: (910) 342-9141 Date: April 26, 2002 Phone: (910 254-1045 Pages: 3 Re: Dumpster Location at Goody's in CS CC: ❑ Urgent 0 For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle -Comments: Thanks for the information you submitted on the dumpster relocation. The location and angle of the dumpster is acceptable with the following conditions: • The opening of the dumpster is to the Goody's loading dock. (As you're looking at page 2, the right side of the enclosure.) • The opening of the dumpster is a minimum of 12' unobstructed width; and, • The total dumpster pad is a minimum of 12'x 12'. Please let me know if you have any questions or need additional information. Thank you! 111 PRINCESS STREET, WILMINGTON, N.C. 2MM PHONE: (910) 2541045 FAX: (910) 342.9141 I ~r THE INFORMATION CONTAINED IN THIS FACSIMILE MESSAGE IS LEGALLY PRIVILEGED AND CONFIDENTIAL INFORMATION INTENDED ONLY FOR THE USE OF THE INIDIVDUAL OR ENTITY NAMED BELOW. IF THE READER OF THIS MESSAGE IS NOT THE INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINIATION. DISTRIBUTION OR COPY OFTHIS FACSIMILE MESSAGE IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED THIS FACSIMILE MESSAGE IN ERROR, PLEASE IMMEDIATELY NOTIFY US BY TELEPHONE AND RETURN THE ORIGINAL MESSAGE TO US AT THE ADDRESS ABOVE VIA THE UNITED STATES POSTAL SERVICE. WE WILL BE GLAD TO REIMBURSE YOU FOR POSTAGE. THANKYOU. ~asrrrsrrtrrtr~strtrtrrssrrrssrrtrrrsarrtsrrr■rr~r■rirsrssrrrrr~■rr■•■■rs■■ To: Natalle Rulz Fmm Kenny Johnson F= 979.764-3496 Pasew 3 Phow 979-7643570 Rate 412310211:13 AM 1 Rw. Goody's-Wolf Pen Plaza CC: Natalle: An issue has arisen at this site with respect to the dumpster location shown on the approved site I forthis store. As shown, the enclosure encroaches on the 20' emergency access drive aisle at the of the store. We would like to propose the alternate location and arrangement as indicated on enclosed site plan and sketch. I reviewed this location with the gerdleman from the sanlta departrrrent when I met with you on site last and he was fine with the location and arrangement, Pie let me know If this change is acceptable or if I need to provide you with any more Informatlon. I will work with the Goody's contractor to fin the other enclosures we also discussed Thanks, Kenny Johnson Project Manager y, LLC Zimmer Development Comparr 910.254-1045 910-342-9141-fax kjohnson651aeol.oom X00/I00 'd ItlEt00I69 .~N~d~IO I1~H~1dOIHAHQ ~~I~~II r I~Id OI I I IlH1 GOOD-SG-~d Jan, 05 2001 07:07PM P2 • AL&RO d' k4aw 7, 1-ri z1IJG~ ~~tL f~7°~tJ?~ST~S ~6rsR ~Q►Y~ ~'~Q~r .ST.¢~? 39~O`t - f - - r L'• L. T~sys PAZ i 'r~R ~I I~ f &OeaYi r17 L4 I ' I C00/700 'd I~I67 c0I6~ >,~I'~'dI"IOa ,~~I~I~Id07~~~+1 ~~I~II I'C ~Id OI I I i1H1. 7007-57-'dd" 3AIHCI I V) z Q IQ x I~ ~ w W L Z 0 w 7 F- Q ILn J L 1Y J L.LJ DCD >w > w _J 0 U ~G A ~ NVYU70H _JRl'f1TL_JTiTTT1-L N L( LL ~1 ~1Lf~ - o uiii~ IIU t(:LL1-1~.1Jf.l:1I.I lLI i.I Ll,l i~, ~1<<Tllfl~ll(fllffllfll.J~~~ ~ ~ ~I I LL~I„I1_I.LI I.I.LI 111 I I f lJf(iI1IIlfffflllllflll' ~LUJ11111ll1llllLU IJITfTiI~rfTlTiITF~TTT(l~, - LL11ll_LLll.LLLl._l_lllf _ F-rrU T-rl..r.J"M j•.~.T_I. L[J_I1 I I (III U = .rrTrrrrrrrrrrrTrr-rr lU1L~ _51177Tr71TlU - 1J_LW- uui W..ll LLD -L -1 KA Q Co Ul) C: D t> ll_~_ll.L1.111Lll_LJf d II<I6 t 0 16$ -~ldUdb~. Zld~b~Id+rZ~8~1 ~~~~U~II 1~d II II ~1H,Z. O0G-S~- dv 05/17/01 THU 10:31 FAX 9722393820 DALLAS : t I`, \ 5^ Z rn CrJ O H 16 1 IU) ~ I I > o I~ a J , N I 0 - I v > T OI >>O 71 m 0 o ,:C, 0DI Cr co or- 0 I of ZII V I W I m 111 I z , f D r r I 0 o , Z I P~- I X X 0 m O M Z rn O D D r r r. r O O 0 n D D _I ::J Z z 0002 I ~ I I I I i Tz~ f I 1 o 0 a a ~ cP ~ o > o o ^ W c~ 3. Q' O ~ 0 PI) cri 0 N I r i* m,z D -J O O IC mnl>M O O z ;u > m InZ ZMImD COI r r X I I ~ Li ::L r tJ m -J 91 L4 I ~ 1 10 05/17/01 THU 14:17 FAX 9722393820 0 D 11 n II `1 L H tz o ~O r ~ ~o O nD m cr x r I~cn-1 W r0 N X D a CU 0 n Z ~ O m m cno >+W 1~ L F- 00 O mLn O cn ( D m nZ LD D r Z ! D ~ Cl) m m m z -31 G; CIVIL\63006027\WALL-lon.dwg 05/17/2001 1703 DALLAS m U) m z D r r r O C7 D O z x x - Ij x - x x x x 0rnz "J z M" I ~ on r D • IT1 r m z 7.4 x x Z N Lo C I m r m C Z m r V) " D Or (n --I I M mgr[ z rr, {n 00 Z (A O 4,~ 10002 O m 0 N O m m Z v ~ ~ D D r r r r O O 0 n > D O O Z Z ACTIVITY REPORT TRANSMISSION OK TX/RX NO. 8148 CONNECTION TEL 2393820ppppp161 CONNECTION ID START TIME 06/01 16:40 USAGE TIME 00'50 PAGES 2 RESULT OK 06/01/01 16:41 V979 764 3496 DEVELOP31ENT SVCS l9 0 01 05/17/01 THU 14:17 FAX 9722393820 DALLAS ~ ❑ Kimley-Horn and Associates, Inc. Fax Transmittal To: Bridgette George From/Location: City of College Station From: Dwayne Zinn Re: Wolfaen Plaza Original coming by mail/courier: Yes Suite 1800 12700 Park Cg*,*Drive Dallas, T%xas 75251 TEL 972 770 1300 FAX 972 239 3820 Fax No.: 979-764-3496 Job No.: 063006027 Date: May 17, 2001 No X If you have any problems, please call 972-770-1300 and ask for: Dwayne Zinn Total number of pages, including cover sheet: 2 Comments: Bridgette, For your review. Please call if you have any questions. Thank you, Dwayne Zinn Engineering This facsimile is Intended only for the addressee named herein and may contain information that is confidential. If you are not the Planning Intended recipient or the employee or agent responsible for delivery to the addressee, you are hereby notified that any review, and dissemination, disclosure, or copying of this communication Is strictly prohibited. If you have received this facsimile In error, please Environmental immediately notify us by telephone, and retum the original facsimile to us at the address above via the 1 U. S. Postal Service. consultants Thank you. 1~ 001 05/17/01 THU 10:31 FAX 9722393820 DALLAS X001 w Kimley-Horn and Associates, Inc. Fax Transmittal Suite 1800 12700 Park Central Drive Dallas, Texas 75251 TEL 972 770 1300 PAX 972 239 3820 To: Bridgette George Fax No.: 979-764-3496 From/Location: City of College Station Job No.: 063006027 From: Dwayne Zinn Date: May 17, 2001 Re: Wolfoen Plaza Original coming by mail/courier: Yes No X If you have any problems, please call 972.770.1300 and ask for: Dwayne Zinn Total number of pages, including cover sheet: 2 Comments: Bridgette, For your review. Please call if you have any questions. Thank you, Dwayne Zinn Engineering This facsimile is Intended only for the addressee named herein and may contain information that Is conrrdentiaf. If you are not the Planning Intended recipient or the employee or agent responsible for delivery to the addressee, you are hereby notified that any review, and dissemination, disclosure, or copying of this communication is strictty prohibited. If you have received this facsimile in error, please Environmental immediately notify us by telephone, and return the original facsimile to us at the address above via thei U. S. Postal Service. Consultants Thank you. 05i 1/01. FRI 09:39 FAX 9722393820 Kimley-Horn r and Associates, inc. DALLAS 0G Z001 Suite 1800 12700 Park Centraf Drive Dallas, Texas 75251 TEL 972 770 1300 FAX 972 239 3820 Fax Transmittal To: Bridgette Georoe From/Location: City of College Station From: Dwayne Zinn Re: _ Wolfpen Plaza Fax No., 979-764-3496 Job No.: 063006027 Date: May 11 2001 Original coming by mail/courier: Yes No X If you have any problems, please call 972-770-1300 and ask for: Dwayne Zinn Total number of pages, including cover sheet: 2 Comments: Bridgette, For your review. Please ca# if you have any questions. Thank you, Dwayne Zinn Engineering This facsimile is intended only for the addressee named herein and may contain information that is confidential. if you are not the Planning intended recipient or the employee or agent responsible for delivery to the addressee, you are hereby notified that any review, and dissemination, disclosure, of copying of this communication is strictly prohibited. If you have received this facsimile in error, please Environmental lmmediately notify us by telephone, and return the original facsimile to us at the address above vie the 1 U. S. Postal Service. Consultants Thank you. 05/11[/OJt FRI 09:39 FAX 9722393820 DALLAS 4002 1 I~- N ~ I I ~I I I . r-- I I I I i I I ~ I I i I I I W I Z I J I 31 t I of I I ~ I I I ~ 1 o to I Q I IQ I o I I0 i 1°m ck: -JD Q I-j U I ~ 130 o I Z IWY V} pU Q I ! ~J I ICLM I a I laa I r I ~ I I I co rn I -0 YI I ~ I I ~ m I I 9~ \ I N I ~I W C) 0 _ ~ rl- O~ 0 0 IA I F~7 N W ~ o F-- 0 a F- o w co w ~ II A a STAFF REVIEW COMMENTS No. 2 Project: Wolf Pen Plaza, Site Plan S1. This driveway will not be full access. TXDOT's preliminary design schematic for the Texas Avenue widening project currently shows a median which would allow left turns in to this driveway, but prohibit left turns out. If this "limited access" median is installed and in the opinion of the State and/or the City it becomes problematic (by virtue of accidents or otherwise), the median will be reconstructed to a full median and the driveway in question to the Wolf Pen Plaza site will become right-in/right- out. A traffic signal will not be considered as a means to address any future problems at this location. ✓2. S1. There is not a sidewalk on the south side of Holleman in this area. The existing sidewalk is on the north side of Holleman adjacent to the site. This sidewalk needs to be shown. A S3. Adjust easement line such that sanitary sewer line is contained within the easement. A. S3. As with the final plat, this utility easement needs to be 15 feet wide. ,8. S3. This legend line pattern does not match what is shown on the site plan for the proposed fire lane and utility easement. 6 S1 and S4. Show on the site plan where light vs. heavy duty pavement sections will be used or provide a note on the site plan saying that the heavy duty pavement section will be used in all fire lanes. ,,7. No staff comment. S1. Show locations of all existing driveways on the same side of Texas Ave. as the site. .g: S1. Show an easement on the plan which coincides with the travel aisle in the parking lot from Texas Ave. to the point in the parking lot where the 10 foot maintenance easement will be constructed to the minimum reservation area. This easement should be the same as that shown on the final plat. 10. S1. We need dumpster enclosure details, including screening details. We are concerned that there is not enough dumpster volume for the buildings along Bush East. 11. S1 Add screening (plant or otherwise) to the area adjoining the creek. 12. S4. Staff needs to see the texture and colors of the retaining walls. This wall will have o e sttu asund p apc dance with FEMA equiremnts?Q(l(1~. LA) aA4, locations where tempoknock rary curb will be used. 13.T1. Clarify on site plan Reviewed by: Blue Team Date: 6/20/99 Staff Review Comments Page 1 of 1 01/12/00 WED 15:28 FAX 9722393820 DALLAS C ~ In Kimley-Horn 11111111M and Associates, Inc. 12700 PARK CENTRAL DRIVE SUITE 1800 DALLAS, TEXAS 75261 TEL: 9721770.1300 FAX: 972/1.383820 FACSIMILE TRANSMITTAL SHEET TO: Amber - City of College Station FAX NO: 409.764.3496 FROM: Chris Fry5uigel DATE: January 12, 2000 TOTAL NO. OF PAGES INCLUDING COVrR: 2 l'p- ha-1-ubk mviu r& fit air call1maR721770.130 This famftle Is Intended for the addressee named herein and may ox Wn info►mation that is contidendal. N you are not the intended redpient or the employee or agent rmponsde for delivery to the addressee, you are hereby nodded that any review, dlssemr'natian, disclasum, or copying of dvs camnunbatton Is si tcdy plaNblted. If you have received this facsimile In WW, piease immediately notify L& by telephone, and mium the original facsi n is to us at the address above via u S. Postal Service. Thank you. 2001 01/12/00 WED 15:28 FAX 9722393820 DALLAS 2002 V Kimley-Horn and Associates, Inc. 12700 Park Central Drive, Suite 1800 Dallas, Texas 752$1 TEL: (972) 770-1300 FAX: (972) 239-3820 ENGINEER'S PRELIMINARY OPINION OF PROBABLE COSTS FOR PUBLIC WORKS IMPROVEMENTS PROJECT: Wolf Pen Plaza - College Station JOB NUMBER: 63006.027 FILE: cost0l -00.xis ESTIMATE PREPARED BY: Chris Frysinger DATE: 1/12/00 PAVING SANITARY SEWER Std. 44 diameter SSMH 3 EA $2,000.00 $6,000 Connect to Existing SSMH 1 EA $500.00 $500 8" Sanitary Sewer 420 LF 26.00 $10,920 S17,d20 WATER 15% CONTINGENI GRAND TOTAL This opinion Is for site Improvements only. No costs asaeeletad with the ~P~ E OF dasion, otlrstmction, meterlno or permiaing of the buildings are Included. This opinion does not consider costs for site fighting, architectural improvements or private utility Installation. ...'..•........lll.......... . KEVIN S. GASKEY Prices are subleet to change based on inlormstlon obtained from Geotachnlcat Investigation y••;••••••••••••••.s•o.s•..••a••• and Envlrersnentai $he Assessment Reports. 69165 Since the Engineer has no oanaal o.ar the cost of labor, matedais, equipment. a C S nn•..~ `1 or services furnished by others, or over methods of determining price, or over competitive \,vrvA` WADI;; or merlat conditions, any and all opinions as to cost rendered herein. Including but not limited to opinions as to the costs of construction materiels, shelf be made on the bask of its experience and represent- Its judgament ea an exporlenoed and "I led professional engineer, familiar with the constructlon Industry, `III The Engineer does not guarantee that proposals or bift or actual costa will not vary from the opinions of costs prepared herein. COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 December 19, 2000 C. F. Jordan, L.P. ATTN: Paul S. Waller 1509 Emerald Parkway #101 College Station, Texas 77845 RE: Roof Drains at Wolfpen Plaza Dear Mr. Waller: We have reviewed and accepted your request to outfall the roof drains for Shops "B" to the rear of the buildings onto splash blocks. The request was per a facsimile to Lance Simms, our Building Official, containing area and flow numbers from MDN Architects. If you have any questions feel free to contact me at 979-764-3570 ` Sincer Y. 1 / Thomas V. Vennochi Jr. Graduate Engineer c:\my documents\temp\WolfPen TWRi f Texas A&M University i - s s C.F. JORDAN, L.P. CONSTRUCTION CONSTRUCTION MANAGEMENT LETTER OF TRANSMITTAL 12/14/00 1509 Emerald Parkway #101 College Station, Tx. 77845 Phone(979)696-0500 Fax: (979) 696-0601 To: City of College Station Attention: Lance Smith IRE: Wolf Pen Plaza GENTLEMEN: WE ARE SENDING YOU ®Attached Under Separate Cover via the following items: ®Shop Drawings Prints OSpecifications Copy of Letter Change Order Q COPIES DATE VENDOR SUB. # DESCRIPTION 1 12/11/00 Kimle -Horn Water calculations for roof drains THESE ARE TRANSMITTED as checked below: MFor review & approval Approved as submitted Resubmit copies for approval ®For your use Approved as noted ~Return copies for distribution MAs requested 1-1 Return for corrections ~Return corrected prints 17For review & comment OSubmit quotation As per our contract with the Owner, we have deleted the tie-in to the storm sewer of the roof drains. We are now letting the roof drains drain onto splash blocks. Natalie Ruiz suacested that we provide you with flow calculations for vour review and approval of this chance. COPY TO Project File Submittal # 0 SIGNED All- " ....ILL Pahl S. Waller, Project Manager PEA-' 3-iu WEI; '2- ; 04 Pi' "i; N ~ t! ! TECT3 • ~'L'.'.I I',r,U hON _17:32 VAX ;)•7 '.',19,18 2 ;,U ~1~ dT'~ t~Fs4Cl~l$fi4110, Fax Transrr Wal DAL1.,.5 rr~ ~ FAQ; INO. 2103- i9 To. pr"Mlfc Eta!„a Fly Fromti_ocafi~,n.- JAM From: ~r,3nclur;G 31~li a~_ ~JG~31 `u,te 1eR0 127W Falk Unn, Drivu ,)Ilgs.'Axa, 75251 57^ rc 1 k>> FAX 972 M~2k~ Ob lid.' 0630O60V - ca''o: _ ~1 LtmoQ~ Y f ti . C)9"gln2! coming b t WlYcouriel% Yes No ~ X i. yc~ have EnY prrablerls, phase call 972-770-1300 and aSl; iar, - randon GuiilcUL_ c;a! nimbru of panes, inCIL d!rig cover S,~Oet; 3 Please call me if you have any questions. Tii a^k Yrr), SranInn; 1'4 aa`'~r w ArolrsPa rMw) +Pd for th addwsor naenaa ;w,No cW mays omr ajj 4INI rW fr n 11DZ •S mirAortia;. I ivu are ant the u1-d r ' :vt;v:ia,l th'? WtrpyOc ar RWrst re<4:vas N [ot avlhf,y fo tae ar dtrmw,. r di6'Sa1rrJ1ryat1L y r,S~i$'. o,-, nn~ l'~r art.rerEtJnalPryBQ ~+x. ' a, i ry4mn : t'tl3! h l?r ~fYk~k~ as Wn+:afa~ l: c'rotfy p~hihhs W)m have; !Uqt, d mL, faWrh ; Ona,, qea44 +irvrair~ily r~niity ~ „y 7tiJsphrra, am{r~r~m fro a^'g~ai Fda+lmfua )a ~~,atrw rdd;~u~ .~;;e r~; t~~t t~ s + ~~v Se>vrc,:. Crnt::.-Han). 7}tri,^*.yt:u. rE C -13-'0 WED :2: J4 P IDN ;;R'H TECT3 NI.La,S FAQ; N0, J340449 R 03 CAW Yi e~ ~f i S* ; K04 is k L 0 RIO c o Q r~ ~f ff ~ II~ y u o L ; I ^ ~~y-CF r OF~.- i DEC-13-J0 WE `2 N4 Fr. ^"D~~ i?Rv`HI~ECT * - 17 , DAIJ "Is FF,X NO. 21034x244 P. 0 RJ d u UAPHIC SCAT.,., D 2,1 l 1!i ry'4~s.~r \ COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 February 14, 2000 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 Via Facsimile @ 972-239-3820 RE: Wolf Pen Plaza, Seitz Group Floodplain Encroachment Study Dear Mr. Gaskey, Questions have been raised regarding some of the parameters used in the approved Floodplain Encroachment Study for the Wolf Pen Plaza development sealed by you on January 5, 2000. After evaluation of your submissions by downstream interests and further review by city staff, we feel that further investigation should be preformed to insure the health, safety and welfare of our citizens and community. The following parameters have been changed from the FEMA effective model, are in question, and must be adequately justified: • Left overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Channel manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Right overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Left overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Channel manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Pre-project (corrective effective) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Post-project (proposed) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. We require that you investigate and formally report your findings to us by Friday, February 18, 2000. If adequate documentation, based upon sound engineering principles, is not submitted by this time frame, we will be forced to take appropriate action to insure the health, safety and Home of Texas A&M University welfare of our citizens and community. This may include stopping work on the project and requiring the contractor to immediately remove all fill from the flood plain. If you have any questions, please call me at (409) 764-3570. Sincerely, Ted Mayo, P.E. Assistant City Engineer xc: Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Natalie Ruiz, Development Coordinator h'~fn~1'~ 1Va ~~yy k '1M. -`1 Aft ae' 'ip e, a<. r 3~. "'W a .Y Ili e / i A aw 6 41, ,f- [r 3e lAr" ~ „r •'T 's+ i. ,T y w° 1'+A ~ r 01/26/00 WED 15:15 FAX 9722393820 DALLAS ZOOM}„ [TILL 011 X-d/XZ) 69:1%T a3M' 00/9Z/TO 10002 01/26/00 WED 14:29 FAX 9722393820 DALLAS it 002 THIS t=OAM RCPIACEB PREVIOVS FOAM 3610.8 (S-gs) 8" Ravens for LAtrucuonm Form ARRr+omd. GM8 No. 20aG018t NPDU De ORM EPA t~ffNed ~ 1ollillit Pt Mon Agmrfry F Nofloe of trrtent CQ lar alerts ith CONSTA ACTNITY tJ er N 11- t~n 9ubmiamfon of fWe Neft of Intent oommutem notke that the party Wwdflrmd in section I of this lone III do Im 4 for storm water deohngms eeiadmed with conatn+otfon a*ft to the State'"man ~ a NIPOtI Pont bead 116 No* of intent also oonathukm nolae'md ft party iden"ed in Baaflcn I or this tone nnafs ON w u Of 1114 ~ eubfnlseleR of" *V those relietd to profeetlon of andarWrb spaolee detemin0d ► re4 mentm r hR 1.8. of thm warorlsa6on to dfmchttrpm is cornin the preoedursa in Addendum A d the ~faral Oenn~ !Inofpol,D Part eigh at *0 mm ft Wo Comm N Pa. Win ~ an melnwnU+p ss me wo* an ~walr of the storm VY p,S„'' Plan ALLbslP ON R prep kMnV&d In 8aolon 0 belm. IN ARDRrIt TO MtJsT af* INt:Wpsp ONl TF6s Pt?PIM. BtES p5~T>l~CTIONS ON K OF 1'ORM. 1. Qwnenopmo/er (Appileenq Infomretlon Name: P N Y Pt w: ! 9 1 t)( 7t g, 3 r 4 t sr 6 r9 1 Addreve:011111 N S S T R T statue of ff] OwnIMAOparator. City., Li$ L L Mi I I Nr ~ Tr n. ~ t , I t, I I I t i I I $1ate: L,IJ zip Code: 12 18, &101 2_ L Ara jae"Ile Irr/oretatlote tad on lnMan ' Prow Name: I WI -01 LI k) I P1 E L' Z Urds? Prgloot AdQtowl maliondl Ci 1 H 10 t L 1 L i Et MI AI N I JA I V, Ff , de T X A 9 V fE I I I I ❑ A7 10 01 Lt Lt EIGIEI IS IT r ~ 11 1 q N(.J_l 1 I I -L -J taUtude: L3 r 01 31 91 01 1 I state: UQxJ aP COdm: 1717181 4121 - Leaglttlde: 1-12161 4 pmt IB I Rr AI Z I Or 8i 1 r 1 t I I I I i 1 I I I Ham the Storrs water Pollution Prewnpon Plan (8WPPp) been preparme Y" ® moo Optimal: Address of location of SWPPP far viewing Address In 8r1bn I above Q Addreae in slctian 11 show Q Olhmratl em of fafown) below.. SWPPP Addrm: Phone: Cltp: ) t I I i i! I r i I i I I r I I. I I r i I Shwa: (--j-~ mp oode: Wore of Fk"Wftg Water; - 10010012100& LOI 9r 2L2 210 r0 i01 lfw L& aW tee► amend on kwrj*m provided In AddNfdaln A of the posit. am AIM 0 Day Abaft Iwo WW 111118111 fiefimaled Construetlom start Do* alternated Completion Des C"Mal habitat h ft project ed or Qaslpnafed - mug I*etlmele of was to be ditlwbed (to neaymmt more): l I r I 17 .7I -4• L No EMbratm d Ukellhcod or Dfsoherge (dmx mm oNy one): I have matbrfled perrna mllgibYlbr wl6z regard to Peoiaofien of 1. Q Unltirely 3. fR Once per week H. Q ConMnumf of fh b epodes through the lnftw d eemarr of Art 1JIL"(q permit (check am or more booms): 2. ❑ once per morm 4. Q One per dey (el (XJ (h) ❑ 46110 M) Q 4L CarMNlmsden I C rilty under pmmf► of few that this ddournant mw all mifmehnfet were PNPWW deelped to some that WAMW permonnsl ply gyve and awluMe 1110 #410helibn fill or in +of me mordanso oir a eymlwn moo"" syalem, orthame peram directly reaportalbie for gelled" the HbrnWfon, @re hdo Mlprt~l d to the bat of my rpmedge who rn DONK prieorr~ttmr' Rfor j~g VkftftdL I&" swan Ow them an algnMlosr,t RanalUss for wbrrrlplnp 1rfe.ledbrnntlon. including titsI1k and Print Nma+m: LLidt2i fllpneture: ~ ~ Daft. 0 ~-1112L6.1010 1 EPA Fonn 36704 rmrrltoW 3810.6 (8.09) 1. CITY OF COLLEGE STATION ENGINEERING DIVISION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-0960 (409) 764-3570 January 24, 2000 South Trust Bank, NA This letter is to inform you that ZP No. 85 LTD is in compliance with the Development Agreement recorded in Volume 2776 page 35. Should you have any further questions please do not hesitate to call me. Sincerely, Deborah Grace Staff Assistant ..j CITY OF COLLEGE STA TION BUILDING INSPECTIONS DEPARTMENT 1101 Texas Avenue CoUege Station, Tx 77840 (409) 764-3741 (409) 764-3814 (fax) TO: FAY FROM: - DATE: - _1 FACSIMILE COVER SHEET -Q hti-\ \VQ q~ 4 . NUMBER OF PAGES INCLUDING COVER SHEET "M t= OF nZ MriM 'r•r M DMTY TO MUM 1T B AMtMM,00 IM-MUM []F THI41s SAGS L41rY"'"I~~ Ih i? RFI9PIF,rr OR7}ffi F1.~~YEE OR AGENT RFMNSffiIE FOR DQNERIPI4'I~~61~SAS3E - nmvmnwA-nrx rimmmirrww nR mPYIN6 OP THIS 2. Same as above, but with more stones and weeds 0.030 0.035 3. Clean, winding, some pools and shoals 0.033 0.040 4. Same as above, but with some weeds and some stones 0.035 0.045 5. Same as above, lower stages, more 0.040 0.048 ineffective slopes and sections 6. Same as 4, but with more stones 0.045 0.050 7. Sluggish reaches, weedy, deep pools 0.050 0.070 8. Very weedy reaches, deep pools, or flood- 0.075 0.100 ways with heavy stand of timber and underbrush b. Mountain streams, no vegetation in channel, banks usually steep, trees and brush along banks submerged at high _stages ' ` . 1. Bottom: gravels, cobbles, few holders 0.030 0.046 2. Bottom: cobbles with large bolders 0.040 0.050 Floodplains a. Pasture, no brush 1. Short grass 0.025 0.030 C 2. High grass 0.030 .0.035 b. Cultivated area 1. No crop 0.020 0.030 2. Mature row crops 0.025 0.035 3. Mature field crops 0.030 0.040 c. Brush 1. Scattered brush, heavy weeds 0.035 0.050 2. Light brush and trees in winter 0.035 0.050 3. Light brush and trees, in summer 0.040 0.060 4. Medium to dense brush, in winter 0.045 0.070 5. Medium to dense brush, in summer 0.070 0.100 d. 'Trees 1. Dense willows, summer, straight 1.110 0.150 2. Cleared land, tree stumps, no sprouts 0.030 0.040 3. Same as above, but with heavy growth 0.050 . • 0.060 of sprouts 4. Heavy stand of timber, a few down 0.080 0.100 trees, little undergrowth, flood stage below branches 5. Same as above, but with flood stage 0.100 0.120 j~ reaching branches Major Streams (top width at flood stage > 100 ft). The n value is less than that for t' minor streams of similar description, because banks offer less effective resistance. a. Regular section with no boulders or brush 0.025 b. Irregular and rough section 0.035 0.040 0.045 0.050 0.055 0.060 0.080 0.150 0.050 0.070 0.035 0.050 0.040 0.045 0.050 0.070 0.060 0.080 0.110 0.160 0.200 0.050 0.080 0.120 0.160 0.060 0.100 P4ee5 4c 6.3.0 MANNING'S ROUGHNESS COEFFICIENTS 6.3.1 Existing and Natural Channels Because several primary factors affect the roughness coefficient, a procedure has been developed to estimate this value, n. By this procedure, the value of n may be computed by: n = (n0 + n l + n2 + n3 + n4)m (Eq. 6-2) where n0 is a basic n value for a straight, uniform, smooth channel in the natural materials involved, nl is a value added to n0 to correct for the effect of surface irregularities; n2 is a value for variations in shape and size of the channel cross section; n3 is a value for obstructions; n4 is a value for vegetation and flow conditions; and m is a correction factor for meandering of the channel. Proper values of n0 to n4 and m may be selected from Table 6-1 according to the given conditions. In selecting the value of nl, the degree of irregularity is considered smooth for surfaces comparable to the best attainable for the materials involved; minor for good dredged channels, slightly eroded or scoured side slopes of canals or drainage channels; moderate for fair to poor dredged channels, moderately sloughed or eroded side slopes of canals or drainage channels; and severe for badly sloughed banks of natural streams, badly eroded or sloughed sides of canals or drainage channels, and unshaped, jagged and irregular surfaces of channels excavated in rock. In selecting the value of n2, the character of variations in size and shape of cross section is considered gradual when the change in size or shape occurs gradually; alternating occasionally when large and small sections alternateoccasionally or when shape changes cause occasional shifting of main flow from side to side; and alternating frequently when large and small sections alternate frequently or when shape changes cause frequent shifting of main flow from side to side. The selection of the value of n3 is based on the presence and characteristics of obstructions such as debris deposits, stumps, exposed roots, boulders and fallen and lodged logs. One should recall that conditions considered in other steps must not be re-evaluated or double-counted in this selection. In judging the relative effect of obstructions, consider the following: the extent to which the obstructions occupy or reduce the average water area, the obstruction characteristics (sharp-edged or angular objects induce greater turbulence than curved, smooth-surfaced objects) and the position and spacing of obstructions transversely and longitudinally in the reach under consideration. Table 6-1 Computation of Composite Roughness Coefficient For Excavated and Natural Channels n = (n0 + n 1 + n2 + n3 + n4)m Channel Conditions Values n0 Material Involved Earth 0.020 React 0.025 Fine Gravel 0.024 Coarse Gravel 0.028 nl Degree of Irregularity Smooth 0.000 Minor 0.005 Moderate 0.010 Severe 0.020 n2 Relative Effect of Channel Cross Gradual 0.000 SectionAltemating Occasionally 0.005 Alternating Frequently 0.013 n3 Relative Effect of Obstructions Negligible0.000 Minor0.013 Appreciable0.025 Severe0.050 n4 Vegetation Low 0.008 Medium 0.018 High 0.038 Very High 0.075 m Degree of Meandering Minor 1.000 Appreciable 1.150 Severe 1.300 Source: Chow, V.T. Open Channel Hydraulics, 1959. In selecting the value of n4, the degree of effect of vegetation is considered in the following way: A.Low for conditions comparable to the following: (a) dense growths of flexible turf grasses or weeds, of which Bermuda and blue grasses are examples, where the average depth of flow is two (2) to three (3) times the height of vegetation and (b) supple seedling tree switches, such as willow, cottonwood or salt cedar where the average depth of flow is three (3) to four (4) times the height of the vegetation. B.Medium for conditions comparable to the following: (a) turf grasses where the average depth of flow is one (1) to two (2) times the height of vegetation, (b) stemmy grasses, weeds or tree seedlings with moderate cover where the average depth of flow is two (2) to three (3) times the height of vegetation and (K) brush growths, moderately dense, similar to willows one (1) to two (2) years old, dormant season, along side slopes of a channel with no significant vegetation along the channel bottom, where the hydraulic radius is greater than two (2) feet. C.High for conditions comparable to the following: (a) turf grasses where the average depth of flow is about equal to the height of vegetation, (b) dormant season willow or cottonwood trees eight (8) to ten (10) years old, intergrown with some weeds and brush, where none of the vegetation is in foliage, where the hydraulic radius is greater than two (2) feet, and (c) growing season bushy willows about one (1) year old intergrown with some weeds in full foliage along side slopes, no significant vegetation along channel bottom, where hydraulic radius is greater than two (2) feet. D.Very high for conditions comparable to the following: (a) turf grasses where the average depth of flow is less than '/2 the height of vegetation, (b) growing season bushy willows about one (1) year old, intergrown with weeds in full foliage along side slopes, or dense growth of cattails along channel bottom, with any value of hydraulic radius up to ten (10) or 15 feet and (c) growing season--trees intergrown with weeds and brush, all in full foliage, with any value of hydraulic radius up to ten (10) or 15 feet. In selecting the value of in, the degree of meandering depends on the ratio of the meander length to the straight length of the channel reach. The meandering is considered minor for ratios of 1.0 to 1.2, appreciable for ratios of 1.2 to 1.5, and severe for ratios of 1.5 and greater. In applying the above method for determining the n value, several things should be noted. The method does not consider the effect of suspended and bed loads. The values given in Table 6-2 were developed from a study of some 40 to 50 cases of small and moderate channels. Therefore, the method is questionable when applied to large channels whose hydraulic radii exceed 15 feet. The method applies only to unlined natural streams, floodways, and drainage channels and shows a minimum value of 0.02 for the n value of such channels. The minimum value of n in general, however, may be as low as 0.012 in lined channels and as low as 0.008 in artificial laboratory flumes. JAN-27-2000 THU 09 58 AM C, S, PUBLIC WORKS FAX NO, C; wo McCLURE ENGINEERING, INC. January 26, 2000 Mr. Bob Mosley, P.E. City Engineer City of College Station P.O. Box 9960 College Station, Texas 77542 409 764 3489 S60e- i K P. 01 Re: The Effects of Wolf Pen Plaza Development on Wolf Pen Creek Dear Mr. Mosley: We at McClure Engineering, Inc. and Robertson Consulting Engineers wish to express our concern regarding the development of Wolf Pen Plaza near the intersection of Texas Avenue and Holleman Drive. We are concerned with anticipated effects that the proposed floodplain fill will have on velocities and water surface elevations along Wolf Pen Creek. As part of our work on Wolf Pen Creek, we reviewed the drainage report prepared by Kimley-horn and Associates (KHA) for Wolf Pen Playa. In it, the author states that they have been able to achieve a minimal rise in water surface elevations resulting from a 100-yr storm event. They achieved this by altering the Manning's N values between the existing FEMA model (Duplicate Effective Model) and their Corrected Effective Model. In their opinion, the Manning's N values assigned to the heavily wooded overbank area and to the channel were too high in the current FEMA model prepared by Nathan D. Maier Consulting Engineers (NDMCE). They have successfully argued for a reduction in these values with the College Station Development Services Department. The original value of Manning's N that NDMCE established for the channel overbank on Wolf Pen Creek was 0.090 between Texas Avenue and the confluence of Tributary B behind Johnny Currino's Restaurant (about 4850 ft). That is an average Manning's N value within the allowable range shown in the College Station Drainage Policy and Design Standards Manual for a wooded floodplain adjacent to a natural stream. In their Corrected Effective Model, KHA reduces this value to 0.070 on both sides of the channel in this same segment of the creek. Their value for Manning's N is lower than the minimum allowable value of 0.075 shown in the manual. The original Manning's N value for the channel was set at 0.075 by NDMCE. We believe this to be a reasonable value that falls within the parameters described in the manual. KHA uses 0.050 in their model, which is the minimum value for that class of stream channels. The manual states that this coefficient should be increased by a value between 0.010 and 0,020 when either of the following two conditions exist on a channel: ■ frees within channels with branches submerged at high stage • irregular section with pools, slight channel meander In our opinion, both conditions exist along Wolf Pen Creek in the vicinity of this site, which implies that the minimum value should be increased by a value between 0.020 and 0.040. The use of lower Manning's N values in KHA's Corrected Effective model reduces the frictional resistance of the stream when compared to the original NDMCE study. This makes the stream appear to be more efficient for transporting water and results in artificially low water 1008 Woodcreek Drive, Suite 103 , College Station, Texas 77845 (409) 693-3838 • FAX (409) 693-2554 • email: mcclure@tca.net JAN-27-2000 THU 09;59 AM C,S, PUBLIC WORKS FAX NO. 409 764 3489 P. 02 Mr. Bob Mosley January 26, 2000 Page 2 surface elevations. KHA is then able to demonstrate in their Project Model that significant fill within the floodpiain will have minimal impacts on the velocity and water surface elevation. We know from past experience that floodwaters can rise above the roadway surface of Texas Avenue. We also know that a severe erosion problem already exists within the Wolf Pen Creek corridor. Based on our observations, we believe the fill being planned on the Wolf Pen Plaza project will adversely affect an already serious situation. In our work on the Wolf Pen Creek Realignment and George Bush Drive Extension Projects, we have been careful to use reasonable figures when evaluating, stream flow characteristics so that the structures we design will have no adverse effects on the upstream area. When water surfaces rise as a result of the Wolf Pen Plaza project, we believe a false perception will be formed that the bridge across Wolf Pen Creek contributed to that rise. This could unjustly place our firms and the city in a compromising situation. Unless this fill in the Wolf Pen Creek floodplain can be avoided, our best alternative for minimizing these anticipated conditions is an improved drainage channel between Texas Avenue and the Dartmouth/Holleman intersection. This channelization project has been discussed at length throughout the conceptual design phase of Wolf Pen Creek. However, as a result of the Wolf Pen Plaza development, a higher priority must be given to its construction to reduce the potential for flooding upstream and minimize erosion to the properties along the north side of the creek. We ask that strong consideration be given to this idea as the next phase of the Wolf Pen Creek Realignment Project is planned. Sincerely, Michael cClure, P,E, R.P.L.S. I McClure Engineering, In Richard Robertson, D. Eng., P.P. Robertson Consulting Engineers Table VII-1 Manning's Roughness Coefficients1 NATURAL STREAM CHANNELS Min. `lax. I. Minor Streams A. Fairly regular section • 0.030 0.035 1. Some grass and weeds; little or no brush 2. Dense growth of weeds, depth of flow 0,035 0.050 materially greater than weed height . • • • • . • . . . 0.035 0.050 3. Some weeds, light brush on banks . , • • • • . . • . . . • 0.050 0.070 4. Some weeds, heavy brush on banks . , • • • • . . . • . . • 0.060 0 ,080 5. Some weeds, dense willows on banks . . . . . . . . . . 6. For trees within channels with branches submerged at 0.010 0.020 high stage, increase all values above by . . . . . . . . B. Irregular section with pools, slight channel meander, 0,010" 0.020 use lA to 5A above, and increase all values by . . . . . . . II. Flood Plain (adjacent to natural streams) A. Pasture, no brush 0.030 0..'035 1. Short grass . . . . • • • • . . • • . • • . • . . . . . 0.035 0050 2. Tall grass . . . . . . . . . . . . . . . . . . . . . . . . 0.050 0.070 B. Heavy weeds, scattered brush . . . . . . . . . . • , 1 C. Wooded . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.075 J. - This varies depending on undergrowth, height of foliage on trees, etc. The area of "n" - 0.10 and greater indicates an extremely heavily wooded condition. LINED CHANNELS 1. Metal corrugated . . . . . . . . . . . . . . . . . . . . . . . 0.021 0.324 2. Neat cement lined . . . . . . . . . . . . . . . . . . . . . . . 0.012 0.013 3. Concrete . . . . . . . . . . . . . . . . . . . . . . 0.012 0.'013 0 4. Cement rubble . . . . . . . . . . . . . . . . . . . . . . . . . .017 0.030 GRASS COVERED SMALL CHANNELS. SHALLOW DEPTH 1. No rank growth . . . . . . . . . . . . . . . . . . . . . . . . 0.035 0.045 2. Rank growth . . . . . . . . . . . . . . . . . . . . . . . . . 0.040 0.050 UNLINED CHANNELS 1. Earth, straight and uniform . . . . . . . . . . . . . . . . . 0.017 0.25 2. Dredged . . . . . . . . . . . . . . . . . . . . . . . . 0.025 0.033 3. Winding and sluggish . . . . . . . . . . . . . . . . . . . . . 0.022 4. Stony beds, weeds on bank . . . . . . . . . . . . . . . . . . 0.025 0; 5. Earth bottom, rubble sides . . . . . . . . . . . . . . . . . . 0.028 1 From "Hydraulic Manual" of State Department of Highways and Public Transportatic- 59 # EC- RAs fl~P //'c e ,ru~,e Chapter 3 Basic Data Requirements Table 3.1 Manning's 'n' Values T e of Channel and Description Minimum Normal Maximum A. Natural Streams 1. Main Channels a. Clean, straight, full, no rifts or deep pools 0.025 0.030 0.033 b. Same as above, but more stones and weeds 0.030 0.035 0.040 c. Clean, winding, some pools and shoals 0.033 0.040 0.045 d. Same as above, but some weeds and stones 0.035 0.045 0.050 e. Same as above, lower stages, more ineffective 0.040 0.048 0.055 slopes and sections f. Same as "d" but more stones 0.045 0.050 0.060 g. Sluggish reaches, weedy. deep pools 0.050 0.070 0.080 h. Very weedy reaches, deep pools, or floodways 0.070 0.100 0.150 with heavy stands of tinjber and brush ' 2. Flood Plains a. Pasture no brush 1. Short grass 0.025 0.030 0.035 2. High grass 0.030 0.035 0.050 b. Cultivated areas 1. No crop 0.020 0.030 0.040. 2. Mature row crops 0.025 0.035 0.045 3. Mature field crops 0.030 0.040 0.050 c. Brush 1. Scattered brush, heavy weeds 0.035 0.050 0.070 2. Light brush and trees, in winter 0.035 0 3. Light brush and trees, in summer 0.040 0.060 0.80 4. Medium to dense brush, in winter 0.045 0.070 0. 5. Medium to dense brush, in summer 0.070 0.100 0.160 d. Trees 1. Cleared land with tree stumps, no sprouts 0.030 0.040 0.050 2. Same as above, but heavy sprouts 0.050 0.060 0.080 3. Heavy stand of timber, few down trees, 0.080 0.100 0.120 little undergrowth, flow below branches 4. Same as above, but with flow into branches 0.100 0.120 0.160 5. Dense willows, summer, straight 0.110 0.150 0.200 3. Mountain Streams, no vegetation in channel, banks usually steep, with trees and brush on banks submerged a. Bottom: gravels, cobbles, and few boulders 0.030 0.040 0.050 b. Bottom: cobbles with large boulders 0.040 0.050 0.070 3-13 COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 July 1, 1999 Mr. William G. Pembroke, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Detention Study Dear Mr. Pembroke, This is in response to the drainage information submitted on June 21, 1999, for the above referenced project. Based upon the hydrologic modeling completed by your firm, it appears reasonable to not provide detention on this site based upon timing of runoff from this site in comparison to the remainder of the watershed. Please submit a certified copy of the study, by a Licensed Professional Engineer, for our records. It may be included in the overall drainage report for the project. However, additional analysis of the effects of this site on the floodplain needs to be investigated. The following existing structures adjacent to your project are built below the Base Flood Elevation of Wolf Pen Creek: • Washington Chapel Baptist Church @ 1903 Texas Ave. • Parts America .@ 210 Harvey-Rd-- Wolf Pen Car Wash @ 300 Harvey Rd. • (possibly) Taco Bell @ 310 Harvey Rd, Demonstrate the effects of the floodway encroachments on these structures and show that it does not "cause unacceptable increases in water surface elevations and velocities." The final drainage report will also need to address the internal site drainage and-discharge points into Wolf Pen Creek. If you have any question, please call me at (409) 764-3570. TT ' rely, on Graduate Civil Engineer xc: Veronica J.B. Morgan, P.E. Home of Texas A&M University COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tef 409 764 3500 July 1, 1999 Mr. William G. Pembroke, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central- Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Detention Study Dear Mr. Pembroke, This is in response to the drainage information submitted on June 21, 1999, for the above referenced project. Based upon the hydrologic modeling completed by your firm, it appears reasonable to not provide detention on this site based upon timing of runoff from this site in comparison to the remainder of the watershed. Please submit a certified copy of the study, by a Licensed Professional Engineer, for our records. It may be included in the overall drainage report for the project. However, additional analysis of the effects of this site on the floodplain needs to be investigated. The following existing structures adjacent to your project are built below the Base Flood Elevation of Wolf Pen Creek: • Washington Chapel Baptist Church @ 1903 Texas Ave. • Parts America @ 210 Harvey-Rd._-_ • Wolf Pen Car Wash @ 300 Harvey Rd. • (possibly) Taco Bell @ 310 Harvey-Rd, Demonstrate the effects of the floodway encroachments on these structures and show that it does not "cause unacceptable increases in water surface elevations and velocities." The final drainage report will also need to-address the internal site drainage and discharge points into Wolf Pen Creek. If you have any question, please call me at (409) 764-3570. S' cerely, eToTo e Graduate Civil Engineer xc: Veronica J.B. Morgan, P.E. Home of Texas A&M University ~ ~ N N W W -p -A m O Cr c) m c) m c) Cr O O O O O O O O O O O O O O O O O O O O c O cn Ln O ~ -0 X z N Flow Rate N co -p cn m O O O O O O O O O O O O O O O O O O O Z N N XC Z N --i 0 cD ❑ ~ ❑ Kimley-Horn and Associates, Inc. June 14, 1999 Ms. Veronica Morgan, P.E. City of College Station - Engineering Division 1101 Texas Avenue College Station, Texas 77842-9960 Re: Detention Study Wolf Pen Plaza, Seitz Group College Station, Texas Dear Ms. Morgan: This letter describes the results of a detailed detention study for the Wolf Pen Plaza site in College Station, Texas. The site is located on the northeast corner of Texas Avenue and Holleman Drive. As proposed, the site will consist of six retail stores with stormwater discharge from the development draining directly into Wolf Pen Creek, along the northeast boundary of the site. The creek is designated by the Federal Emergency Management Agency (FEMA) as Zone AE, a studied stream with established base flood elevations. At the request of the City, Kimley-Horn performed a detailed detention study for the site using the U.S. Army Corps of Engineers Hydraulic Engineering Center's HEC-1 hydrologic modeling software. The effective HEC-1 model for the watershed was obtained from Nathan D. Maier, Inc. (NDM). The NDM model was developed in 1988 as part of an overall drainage study for the City of College Station. This 1988 model uses the Soil Conservation Service (SCS) method of curve numbers (CN) to represent soil loss rates (See Table 1). To accurately model the pre-development (1999) conditions in the watershed, the curve number (CN) for \\RANGER\VOLl\PROD\HYDRO\projects\06300627\Subn its\2ndsbmt\detn2.doc ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 ■ TEL 972 770 1300 FAX 972 239 3820 ❑ ~ ~ Kimley-Horn and Associates, Inc. Ms. Morgan, City of College Station June 14, 1999, Page 2 each basin was updated. Those calculations are shown in Table 2 (attached). The CN modifications were based on an assumed 10-percent growth rate. Time of concentration was not adjusted, since the proposed development will not alter the Wolf Pen Creek channel or divert any off-site flows within the basin. Given the large size of the basins, the main channel portion of the time of concentration is the majority of the total time for each basin. The main channels within the basin have not been channelized or improved with concrete (which would shorten this time). Therefore we assumed that the development that has occurred in the last 11 years did not change the time of concentration. The routing sequence in the HEC-1 model (not affected by the site) was assumed to be correct. The Modified Puls method of routing can vary significantly based on parameters specified. The background information was not available to Kimley-Horn to check the specified values. The SE card was included in the card sequence, which is typically not included in modified Puls routing. This may have been to indicate some storage, or may have been an oversight. The routing cards and sequence were left as is, assuming that since the City has approved this model there are certain reasons for this approach. Three HEC-1 models are included as part of this study. The pre-development condition model, obtained from Nathan D. Maier, Inc., is the effective hydrologic model for the watershed. The model that reflects 1999 pre-development conditions is called the modified pre-development model. The post-development condition model demonstrates conditions in the watershed with the proposed Wolf Pen Plaza. Table 3 shows the CN calculations for this proposed condition. The modified pre-development model was used to develop the post-development condition model for the watershed. The pre-development condition model was used as the baseline to evaluate detention for the site. All three model outputs are attached. The models are also included on diskette. \\RANGERWOLI \PROD\HYDRO\projects\06300627\Submits\2ndsbmt\detn2.doc ❑ ~ ❑ Kimley-Horn and Associates, Inc. Ms. Morgan, City of College Station June 14, 1999, Page 3 Results The pre-development condition 100-year discharge from the basin containing the proposed Wolf Pen Plaza is 418 cubic feet per second (cfs). The combined pre- development 100-year discharge in Wolf Pen Creek just downstream of the site is 4066 cfs. In the post-development model, the curve number has been modified to demonstrate the effects of the proposed development. The post-development 100-year discharge from the basin is 424 cfs, and the combined 100-year discharge in Wolf Pen Creek is 4070 cfs. Kinley-Horn does not recommend detention for the site for the following reasons: The site, given the proximity to Wolf Pen Creek would be insignificantly impacted by an increase of 6 cfs during the 100-year event. 2. A 6 cfs increase in the basin and a resulting 4 cfs combined increase in the creek represent a lower than 2-percent increase in overall discharge. Note: the reason the increase in total flow at the creek is less than at the basin is due to timing differences in the combined hydrographs. 3. This site will not cause any significant impacts to surrounding or downstream property owners. \\RANGER\V OLl \PROD\HYDRO\projects\06300627\Submits\2ndsbmt\detn2.doc _ Ms. Morgan, City of College Station Kimley-Horn June 14, 1999, Page4 and Associates, Inc. Please do not hesitate to contact us if you have any questions. Very truly yours, KIMLEY-HORN AND ASSOCIATES, INC. 4VI (A ~ William G. Pembroke, P.E. Project Manager Attachments Drainage Area/Location Map SCS Curve Number worksheets NDM HEC-1 model conditions Kimley-Horn pre-development conditions Kimley-Horn post-development conditions NDM 1988 HEC-1 Model Output Kimley-Horn Pre-development Condition Model Output Kimley-Horn Post-development Condition Model Output Diskette \\RANGER\V OLI \PROD\HYDRO\projects\06300627\Submi[s\2ndsbmt\detn2.doc I Apr-14-99 04:24P McLelland Eng_ 214 987 2497 P_09 J < ~ ~ ~ ~ _ - / - v I !ts/~\'~ e`• - `~L , t- t ''fir a-a lip 15 j O ~ 1: Lt: = ~ ~ ~ c:= ' ~ 1 ~ r . ~ s yr% : ~~,II Cf~ 'i or ~'Z: III. - ~ ' 1 ~,~y~ ~ S ~ . , -.~"C.•~ s - m / . ~J 04/19/99 WED 16:27 [TT/R-K NO 50951 ZO )9 TABLE 1 PROJECT Wolf Pen Plaza LOCATION College Station, Texas DATE 26-May-99 BY: DFG CURVE NUMBER CALCULATION Existing Condition - 1988 Nathan D. Maier, Inc. (NDM) HEC-1 Model SOIL A SOIL B SOIL C SOIL D PAVED LAKE CURVE NO 39 61 74 80 98 100 Existing BASIN TOTAL AREA PERCENT AREA Condition NDM NAME ACRES SOIL A SOIL B SOIL C SOIL D LAKE % check HEC-1 Model CN WPNI 269 0 0 4 96 0 100 Y7 y WPCI 611 0 1 1 98 0 100 WPN2 76 0 30 0 70 0 100 81'; WPBI 136 0 1 5 94 0 100 ' WPN3 74 0 18 2 80 0 100 ' WPAI 312 0 1 7 92 0 100 r WPN4 427 0 3 21 76 0 100 mss, WPNV 275 0 18 2 80 0 100 77 TOTAL 2180 NOTES PERCENT AR EA OF SOILS WAS OBTAINED FROM THE 1988 NDM FLOODPLAIN EVALUATION FOR WOLF PEN CREEK AND ITS TRIBUTARIE: AND IS PROVI DED FOR REFERENCE ONLN CURVE NUMBERS WERE PULLED DIRECTLY FROM THE HEC-1 MODEL FOR REFER ENCE 6/14/99 12:14 PM cnwksht.xls TABLE 2 PROJECT Wolf Pen Plaza LOCATION College Station, Texas DATE 26-May-99 BY: DFG CURVE NUMBER CALCULATION Pre-development Condition - Intended to reflect current (1999) conditions in watershed Assumes an approx. 10% growth rate (from 1988) and includes resident interview information SOIL A SOIL B SOIL C SOIL D PAVED LAKE CURVE NO 39 61 74 80 98 100 BASIN TOTAL AREA PERCENT AREA NAME ACRES SOIL A SOIL B SOIL C SOIL D LAKE % check WPNI 269 0 0 4 96 0 100 WPCI 611 0 1 1 98 0 100 WPN2 76 0 30 0 70 0 100 WPBI 136 0 1 5 94 0 100 WPN3 74 0 16 2 80 0 100 WPAI 312 0 1 7 92 0 100 WPN4 427 0 3 21 76 0 100 WPNV 275 0 18 2 80 0 100 TOTAL 2180 SOIL OVERALL CN CN 79.8 90.2 79.8 89.2 74.3 89.0 79.5 92.4 76.5 89.8 79.4 89.7. 78.2 90.2 76.5 85.7 LAND USE IMPERVIOUSNESS PERCENTAGE CALCULATION LAND USE % IMPERV. C LAND USE % IMPERV. 0 SINGLE FAMILY 1 1/4 ACRE 38 0.5 COMM. & BUSINESS 85 0.8 SINGLE FAMILY 2 1/3 ACRE 30 0.5 INDUSTRIAL 72 0.7 SINGLE FAMILY 3 1/2 ACRE 25 0.5 OPEN SPACE 2 0.3 SINGLE FAMILY 4 1 ACRE 20 0.35 LAKES ROADS 100 0.95 MULTI FAMILY 1/8 ACRE 65 0.75 BASIN TOT AREA PERCENT AREA ROADS & COMB NAME (sq. mi.) SF1 SF2 SF3 SF4 MF C&B IND OS LAKE IMPERV WPNI 0.420 20 0 0 0 30 35 0 15 0 57.15 WPCI 0.954 0 0 0 0 20 45 0 35 0 51.95 WPN2 0.119 10 0 0 0 30 45 0 15 0 61.85 WPBI 0.213 20 0 0 0 30 50 0 0 0 69.6 WPN3 0.116 10 0 0 0 35 40 0 15 0 60.85 WPAI 0.488 30 0 0 0 15 40 0 15 0 55.45 WPN4 0.667 10 0 0 0 35 40 0 15 0 60.85 WPNV 0.430 10 0 0 0 20 30 0 40 0 43.1 TOTAL 3.407 6/14/99 12:14 PM cnwksht.xls TABLE3 PROJECT Wolt Pen Plaza LOCATION College Station, Texas DATE 26-May-99 BY: DFG CURVE NUMBER CALCULATION Post-development Condition WOLF PEN PLAZA DEVELOPMENT IS PROPOSED IN BASIN WPN2 SOIL A SOIL B SOIL C SOIL D PAVED LAKE CURVE NO 39 61 74 80 98 100 BASIN TOTAL AREA PERCENT AREA SOIL OVERALL NAME ACRES SOIL A SOIL B SOIL C SOIL D LAKE % check CN CN WPNI 269 0 0 4 96 0 100 79.8 WPCI 611 0 1 1 98 0 100 79.8 60.2 WPN2 76 0 30 0 70 0 100 74.3 90.9 WPBI 136 0 1 5 94 0 100 79.5 42.4 WPN3 74 0 18 2 80 0 100 76.5 s1-. WPAI 312 0 1 7 92 0 100 79.4 WPN4 427 0 3 21 76 0 100 78.2 90.2 WPNV 275 0 18 2 80 0 100 76.5 85.7 TOTAL 2180 LAND USE IMPERVIOUSNESS PERCENTAGE CALCULATION LAND USE % IMPERV. C LAND USE % IMPERV. C SINGLE FAMILY 1 1/4 ACRE 38 0.5 COMM. & BUSINESS 85 0.8 SINGLE FAMILY 2 1/3 ACRE 30 0.5 INDUSTRIAL 72 0.7 SINGLE FAMILY 3 1/2 ACRE 25 0.5 OPEN SPACE 2 0.3 SINGLE FAMILY 4 1 ACRE 20 0.35 LAKES ROADS 100 0.95 MULTI FAMILY 1/8 ACRE 65 0.75 BASIN NAME TOT AREA (sq. mi.) SF1 SF2 PERCENT SF3 AREA SF4 MF C&B IND OS ROADS & COMB LAKE IMPERV WPNI 0.420 20 0 0 0 30 35 0 15 0 57.15 WPCI 0.954 0 0 0 0 20 45 0 35 0 51.95 WPN2 0.119 10 0 0 0 30 55 0 5 0 70.15 WPBI 0.213 20 0 0 0 30 50 0 0 0 69.6 WPN3 0.116 10 0 0 0 35 40 0 15 0 60.85 WPAI 0.488 30 0 0 0 15 40 0 15 0 55.45 WPN4 0.667 10 0 0 0 35 40 0 15 0 60.85 WPNV 0.430 10 0 0 0 20 30 0 40 0 43.1 TOTAL 3.407 6/14/99 12:15 PM cnwksht.xls **wwww****w********www**********www**wwww * FLOOD HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. * RUN DATE 06/02/99 TIME 10:55:57 *****wwwwwwwwww*****wwwwwww*www********** ****wwwww*wwwwwwwwwwwww*w***********www w * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 * w **www*wwwww*w*ww**wwwwww*****w*www*wwww X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HECIKW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM NDM 1988 WOLF PEN CREEK WATERSHED MODEL HEC-1 INPUT LINE ID 1....... 2....... 3....... 4....... 5....... 6....... 7. 8....... 9...... 10 1 ID HYDROLOGIC ANALYSIS OF WOLF PEN CREEK BASIN - COLLEGE STATION TX 2 ID COLLEGE STATION STORMWATER MANAGEMENT PLAN 8709J107 (H1.WOLX2-NEW ROUTING) 3 ID PRESENT CONDITION ANALYSIS - SPRING 1986 REV. FROM CARTER'S CR MODEL CC1000 4 ID 25 YEAR, 24 HOUR STORM , HYPOTHETICAL AND TYPE II STORM DISTRIBUTIONS *DIAGRAM 5 IT 5 16SEP86 0000 288 6 IO 5 0 0 7 KK WPNI WOLF PEN CREEK BASIN I 8 KM BEGIN HYDROLOGIC ANALYSIS OF WOLF PEN CREEK - A TRIB. TO CARTER'S CREEK 9 BA .420 * 7.5 * 15 16SEP86 0000 * .0026 .0053 .0081 .0108 .0136 .0164 .0195 .0223 .0254 .0284 * .0316 .0347 .0381 .0414 .0449 .0483 .0519 .0555 .0594 .0632 * .0672 .0712 .0755 .0797 .0842 .0887 .0936 .0984 .1037 .1089 * .1146 .1203 .1266 .1328 .1398 .1467 .1546 .1625 .1717 .1808 * .1925 .2042 .2197 .2351 .2592 .2833 .4733 .6632 .6992 .7351 * .7538 .7724 .7857 .7989 .8093 .8197 .8289 .8380 .8454 .8538 * .8607 .8676 .8739 .8801 .8858 .8914 .8967 .9019 .9067 .9115 * .9161 .9206 .9249 .9291 .9331 .9371 .9409 .9446 .9483 .9519 * .9554 .9588 .9621 .9653 .9685 .9717 .9747 .9777 .9807 .9836 * .9864 .9892 .9920 .9947 .9974 1.0000 * 50. 3.41 .53 1.15 2.2 2.6 2.75 3.3 3.8 4.5 * 10. 3.41 .65 1.45 3.00 3.8 4.3 5.2 6.25 7.5 * 4. 3.41 .74 1.64 3.49 4.6 5.05 6.2 5 7.5 8.75 * 2. 3.41 .8 1.8 3.88 5.1 5.65 6.9 8.5 9.75 10 PH 1. 3.41 .87 1.95 4.26 5.7 6.3 7 .8 9.6 11.0 * .2 3.41 1.05 2.22 5.12 6.95 7.8 9.5 12. 13.5 11 LS 0 87 12 UD .25 13 KK WPCI WOLF PEN CREEK TRIB C BASIN I 14 BA .954 15 LS 0 86 16 UD .50 17 KK 40 COMBINE WPNI AND WPCI 18 HC 2 19 KK RT41 ROUTE COMB HYDRO TO COMP PT 41 20 RS 1 FLOW 0. 21 SW 0. 750. 2236. 2712. 3050. 3454. 5250. 22 SV 0. 13. 31. 37. 40. 44. 65. 23 SE 271. 279.8 282.3 282.8 283.1 283.4 284.6 24 KK WPN2 WOLF PEN CREEK BASIN II 25 KO 2 26 BA .119 27 LS 0 88 28 UD .30 PAGE 1 LINE 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 NDM 1988 WOLF PEN CREEK WATERSHED MODEL HEC-1 INPUT ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 KK 41 COMB ROUTED HYDRO AND WPN II KO 2 HC 2 KK WPBI WOLF PEN CREEK TRIB B BASIN I BA .213 LS 0 88 UD .25 KK 42 COMB 41 AND WPBI HC 2 KK RT43 ROUTE COMB HYDRO TO COMP PT 43 RS 1 FLOW 0. SQ 0. 1150. 3402. 4134. 4651. 5262. SV 0. 29. 63. 73. 79. 87. SE 263.1 269.8 272.4 273.1 273.5 273.9 KK WPN3 WOLF PEN CREEK BASIN III BA .116 LS 0 80 UD .20 KK 43 COMBINE RT43 AND WPN III HC 2 KK WPAI WOLF PEN CREEK TRIB A BASIN I BA .488 LS 0 87 UD .50 KK 44 COMBINE 43 AND WPAI HC 2 KK RT45 ROUTE COMB HYDRO TO COMP PT 45 RS 5 FLOW 0. SQ 0. 1440. 4201. 5137. 5802. 6592. SV 0. 67. 217. 338. 368. 398. SE 245.9 254.1 261.9 265.3 265.8 266.2 KK WPN4 WOLF PEN CREEK BASIN IV BA .667 LS 0 86 UD .90 KK 45 COMB RT45 AND WPN 4 HC 2 KK RT46 ROUTE COMB HYDRO TO COMP PT 46 RS 3 FLOW 0. SQ 0. 1500. 4294. 5294. 5996. 6867. SV 0. 65. 140. 171. 189. 210. SE 235. 244.6 246.8 247.3 247.6 247.9 7900. 116. 275.5 8800. 491. 267.1 8200. 244. 248.4 PAGE 2 NDM 1988 WOLF PEN CREEK WATERSHED MODEL HEC-1 INPUT LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 71 KK WPNV WOLF PEN CREEK BASIN V 72 BA .43 73 LS 0 77 74 UD .4 PAGE 3 75 KK 46 COMBINE RT46 AND WPNV 76 KM END COMPUTATIONS FOR WOLF PEN CREEK , ADD TO CARTER CREEK COMP PT 18 77 HC 2 78 ZZ NDM 1988 WOLF PEN CREEK WATERSHED MODEL SCHEMATIC DIAG RAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( DIVERSION OR PUMP FLOW NO. CONNECTOR RETURN OF DIVERTED OR PUMPED FLOW 7 WPNI 13 WPCI 17 40............ V V 19 RT41 24 WPN2 29 41............ 32 WPBI 36 42............ V V 38 RT43 43 WPN3 47 43............ 49 WPAI 53 44............ V V 55 RT45 60 WPN4 64 45............ V V 66 RT46 71 WPNV 75 46............ RUNOFF ALSO COMPUTED AT THIS LOCATION NDM 1988 WOLF PEN CREEK WATERSHED MODEL wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w * FLOOD HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. * RUN DATE 06/02/99 TIME 10:55:57 wwwwww**wwwwwww*wwwwwwwwww*ww*wwwwwww**ww wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 w *wwwwwwwwww*******wwww*wwww**ww*wwwwwww HYDROLOGIC ANALYSIS OF WOLF PEN CREEK BASIN - COLLEGE STATION TX COLLEGE STATION STORMWATER MANAGEMENT PLAN 8709J107 (H1.WOLX2-NEW ROUTING) PRESENT CONDITION ANALYSIS - SPRING 1986 REV. FROM CARTER'S CR MODEL CC1000 25 YEAR, 24 HOUR STORM , HYPOTHETICAL AND TYPE II STORM DISTRIBUTIONS 6 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 16SEP86 STARTING DATE ITIME 0000 STARTING TIME NQ 288 NUMBER OF HYDROGRAPH ORDINATES NDDATE 16SEP86 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 23.92 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www wwwwwwwwwwwwww w w 24 KK * WPN2 w w wwwwwwwwwwwwww WOLF PEN CREEK BASIN II 25 KO OUTPUT CONTROL VARIABLES IPRNT 2 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE SUBBASIN RUNOFF DATA 26 BA SUBBASIN CHARACTERISTICS TAREA 0.12 SUBBASIN AREA PRECIPITATION DATA 10 PH D EPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 0.87 1.95 4.26 5.70 6.30 7.80 9.60 11.00 0.00 0.00 0.00 0.00 STORM AREA = 3.41 27 LS SCS LOSS RATE STRTL 0.27 INITIAL ABSTRACTION NDM 1988 WOLF PEN CREEK WATERSHED MODEL CRVNBR 88.00 CURVE NUMBER RTIMP 0.00 PERCENT IMPERVIOUS AREA 28 LID SCS DIMENSIONLESS UNITGRAPH TLAG 0.30 LAG www UNIT HYDROGRAPH 20 END-OF-PERIOD ORDINATES 24. 76. 144. 168. 155. 121. 77. 51. 35. 23. 16. 11. 7. 5. 3. 2. 2. 1. 1. 0. w**wwwwwwwwwwwwwww**wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww HYDROGRAPH AT STATION WPN2 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w DA MON HRMN ORD RAIN LOSS EXCESS COMP Q * w DA MON HRMN ORD RAIN LOSS EXCESS COMP Q 16 SEP 0000 1 0.00 0.00 0.00 0. * 16 SEP 1200 145 0.85 0.03 0.81 251. 16 SEP 0005 2 0.01 0.01 0.00 0. * 16 SEP 1205 146 0.43 0.01 0.42 325. 16 SEP 0010 3 0.01 0.01 0.00 0. * 16 SEP 1210 147 0.37 0.01 0.35 390. 16 SEP 0015 4 0.01 0.01 0.00 0. * 16 SEP 1215 148 0.23 0.01 0.22 415. 16 SEP 0020 5 0.01 0.01 0.00 0. * 16 SEP 1220 149 0.20 0.01 0.19 402. 16 SEP 0025 6 0.01 0.01 0.00 0. * 16 SEP 1225 150 0.18 0.00 0.17 361. 16 SEP 0030 7 0.01 0.01 0.00 0. * 16 SEP 1230 151 0.15 0.00 0.14 308. 16 SEP 0035 8 0.01 0.01 0.00 0. * 16 SEP 1235 152 0.13 0.00 0.13 262. 16 SEP 0040 9 0.01 0.01 0.00 0. * 16 SEP 1240 153 0.12 0.00 0.12 223. 16 SEP 0045 10 0.01 0.01 0.00 0. * 16 SEP 1245 154 0.12 0.00 0.11 192. 16 SEP 0050 11 0.01 0.01 0.00 0. * 16 SEP 1250 155 0.11 0.00 0.11 167. 16 SEP 0055 12 0.01 0.01 0.00 0. * 16 SEP 1255 156 0.10 0.00 0.10 147. 16 SEP 0100 13 0.01 0.01 0.00 0. * 16 SEP 1300 157 0.06 0.00 0.06 131. 16 SEP 0105 14 0.01 0.01 0.00 0. * 16 SEP 1305 158 0.05 0.00 0.05 116. 16 SEP 0110 15 0.01 0.01 0.00 0. * 16 SEP 1310 159 0.05 0.00 0.05 101. 16 SEP 0115 16 0.01 0.01 0.00 0. * 16 SEP 1315 160 0.05 0.00 0.05 87. 16 SEP 0120 17 0.01 0.01 0.00 0. * 16 SEP 1320 161 0.05 0.00 0.05 74. 16 SEP 0125 18 0.01 0.01 0.00 0. * 16 SEP 1325 162 0.05 0.00 0.04 65. 16 SEP 0130 19 0.01 0.01 0.00 0. * 16 SEP 1330 163 0.05 0.00 0.05 58. 16 SEP 0135 20 0.01 0.01 0.00 0. * 16 SEP 1335 164 0.05 0.00 0.05 53. 16 SEP 0140 21 0.01 0.01 0.00 0. * 16 SEP 1340 165 0.05 0.00 0.05 50. 16 SEP 0145 22 0.01 0.01 0.00 0. * 16 SEP 1345 166 0.05 0.00 0.05 48. 16 SEP 0150 23 0.01 0.01 0.00 0. * 16 SEP 1350 167 0.05 0.00 0.05 47. 16 SEP 0155 24 0.01 0.01 0.00 0. * 16 SEP 1355 168 0.05 0.00 0.04 46. 16 SEP 0200 25 0.01 0.01 0.00 0. * 16 SEP 1400 169 0.04 0.00 0.04 45. 16 SEP 0205 26 0.01 0.01 0.00 0. * 16 SEP 1405 170 0.04 0.00 0.04 44. 16 SEP 0210 27 0.01 0.01 0.00 0. * 16 SEP 1410 171 0.04 0.00 0.04 42. 16 SEP 0215 28 0.01 0.01 0.00 0. * 16 SEP 1415 172 0.04 0.00 0.04 41. 16 SEP 0220 29 0.01 0.01 0.00 0. * 16 SEP 1420 173 0.04 0.00 0.04 40. 16 SEP 0225 30 0.01 0.01 0.00 0. * 16 SEP 1425 174 0.04 0.00 0.04 39. 16 SEP 0230 31 0.01 0.01 0.00 0. * 16 SEP 1430 175 0.04 0.00 0.04 38. 16 SEP 0235 32 0.01 0.01 0.00 0. * 16 SEP 1435 176 0.04 0.00 0.04 37. 16 SEP 0240 33 0.01 0.01 0.00 0. * 16 SEP 1440 177 0.04 0.00 0.04 36. 16 SEP 0245 34 0.01 0.01 0.00 0. * 16 SEP 1445 178 0.04 0.00 0.03 35. 16 SEP 0250 35 0.01 0.01 0.00 0. * 16 SEP 1450 179 0.03 0.00 0.03 35. 16 SEP 0255 36 0.01 0.01 0.00 0. * 16 SEP 1455 180 0.03 0.00 0.03 34. 16 SEP 0300 37 0.01 0.01 0.00 0. * 16 SEP 1500 181 0.03 0.00 0.03 33. 16 SEP 0305 38 0.01 0.01 0.00 0. * 16 SEP 1505 182 0.03 0.00 0.03 32. 16 SEP 0310 39 0.01 0.01 0.00 0. * 16 SEP 1510 183 0.03 0.00 0.03 31. 16 SEP 0315 40 0.01 0.01 0.00 0. * 16 SEP 1515 184 0.03 0.00 0.03 31. 16 SEP 0320 41 0.01 0.01 0.00 0. * 16 SEP 1520 185 0.03 0.00 0.03 30. 16 SEP 0325 42 0.01 0.01 0.00 0. * 16 SEP 1525 186 0.03 0.00 0.03 29. 16 SEP 0330 43 0.01 0.01 0.00 1. * 16 SEP 1530 187 0.03 0.00 0.03 29. 16 SEP 0335 44 0.01 0.01 0.00 1. * 16 SEP 1535 188 0.03 0.00 0.03 28. 16 SEP 0340 45 0.01 0.01 0.00 1. * 16 SEP 1540 189 0.03 0.00 0.03 28. 16 SEP 0345 46 0.01 0.01 0.00 1. * 16 SEP 1545 190 0.03 0.00 0.03 27. 16 SEP 0350 47 0.01 0.01 0.00 1. * 16 SEP 1550 191 0.03 0.00 0.03 27. 16 SEP 0355 48 0.01 0.01 0.00 1. * 16 SEP 1555 192 0.03 0.00 0.03 26. 16 SEP 0400 49 0.01 0.01 0.00 1. * 16 SEP 1600 193 0.03 0.00 0.03 26. 16 SEP 0405 50 0.01 0.01 0.00 1. * 16 SEP 1605 194 0.03 0.00 0.03 25. 16 SEP 0410 51 0.01 0.01 0.00 2. * 16 SEP 1610 195 0.03 0.00 0.03 25. 16 SEP 0415 52 0.01 0.01 0.00 2. * 16 SEP 1615 196 0.03 0.00 0.03 25. 16 SEP 0420 53 0.01 0.01 0.00 2. * 16 SEP 1620 197 0.03 0.00 0.02 24. 16 SEP 0425 54 0.01 0.01 0.00 2. * 16 SEP 1625 198 0.02 0.00 0.02 24. 16 SEP 0430 55 0.01 0.01 0.00 2. * 16 SEP 1630 199 0.02 0.00 0.02 24. 16 SEP 0435 56 0.01 0.01 0.00 2. * 16 SEP 1635 200 0.02 0.00 0.02 23. NDM 1988 WOLF PEN CREEK WATERSHED MODEL 16 SEP 0440 57 0.01 0.01 0.00 2. * 16 SEP 1640 201 0.02 0.00 0.02 23. 16 SEP 0445 58 0.01 0.01 0.00 2. * 16 SEP 1645 202 0.02 0.00 0.02 23. 16 SEP 0450 59 0.01 0.01 0.00 3. * 16 SEP 1650 203 0.02 0.00 0.02 22. 16 SEP 0455 60 0.01 0.01 0.00 3. * 16 SEP 1655 204 0.02 0.00 0.02 22. 16 SEP 0500 61 0.01 0.01 0.00 3. * 16 SEP 1700 205 0.02 0.00 0.02 22. 16 SEP 0505 62 0.01 0.01 0.00 3. * 16 SEP 1705 206 0.02 0.00 0.02 21. 16 SEP 0510 63 0.01 0.01 0.00 3. * 16 SEP 1710 207 0.02 0.00 0.02 21. 16 SEP 0515 64 0.01 0.01 0.00 3. * 16 SEP 1715 208 0.02 0.00 0.02 21. 16 SEP 0520 65 0.01 0.01 0.00 3. * 16 SEP 1720 209 0.02 0.00 0.02 21. 16 SEP 0525 66 0.01 0.01 0.00 3. * 16 SEP 1725 210 0.02 0.00 0.02 20. 16 SEP 0530 67 0.01 0.01 0.00 4. * 16 SEP 1730 211 0.02 0.00 0.02 20. 16 SEP 0535 68 0.01 0.01 0.00 4. * 16 SEP 1735 212 0.02 0.00 0.02 20. 16 SEP 0540 69 0.01 0.01 0.00 4. * 16 SEP 1740 213 0.02 0.00 0.02 20. 16 SEP 0545 70 0.01 0.01 0.01 4. * 16 SEP 1745 214 0.02 0.00 0.02 20. 16 SEP 0550 71 0.01 0.01 0.01 4. * 16 SEP 1750 215 0.02 0.00 0.02 19. 16 SEP 0555 72 0.01 0.01 0.01 4. * 16 SEP 1755 216 0.02 0.00 0.02 19. 16 SEP 0600 73 0.02 0.01 0.01 5. * 16 SEP 1800 217 0.01 0.00 0.01 19. 16 SEP 0605 74 0.02 0.01 0.01 5. * 16 SEP 1805 218 0.01 0.00 0.01 18. 16 SEP 0610 75 0.02 0.01 0.01 6. * 16 SEP 1810 219 0.01 0.00 0.01 17. 16 SEP 0615 76 0.02 0.01 0.01 6. * 16 SEP 1815 220 0.01 0.00 0.01 16. 16 SEP 0620 77 0.02 0.01 0.01 7. * 16 SEP 1820 221 0.01 0.00 0.01 14. 16 SEP 0625 78 0.02 0.01 0.01 8. * 16 SEP 1825 222 0.01 0.00 0.01 13. 16 SEP 0630 79 0.02 0.01 0.01 8. * 16 SEP 1830 223 0.01 0.00 0.01 13. 16 SEP 0635 80 0.02 0.01 0.01 8. * 16 SEP 1835 224 0.01 0.00 0.01 12. 16 SEP 0640 81 0.02 0.01 0.01 9. * 16 SEP 1840 225 0.01 0.00 0.01 12. 16 SEP 0645 82 0.02 0.01 0.01 9. * 16 SEP 1845 226 0.01 0.00 0.01 12. 16 SEP 0650 83 0.02 0.01 0.01 10. * 16 SEP 1850 227 0.01 0.00 0.01 11. 16 SEP 0655 84 0.02 0.01 0.01 10. * 16 SEP 1855 228 0.01 0.00 0.01 11. 16 SEP 0700 85 0.02 0.01 0.01 10. * 16 SEP 1900 229 0.01 0.00 0.01 11. 16 SEP 0705 86 0.02 0.01 0.01 11. * 16 SEP 1905 230 0.01 0.00 0.01 11. 16 SEP 0710 87 0.02 0.01 0.01 11. * 16 SEP 1910 231 0.01 0.00 0.01 11. 16 SEP 0715 88 0.02 0.01 0.01 11. * 16 SEP 1915 232 0.01 0.00 0.01 11. 16 SEP 0720 89 0.02 0.01 0.01 12. * 16 SEP 1920 233 0.01 0.00 0.01 11. 16 SEP 0725 90 0.02 0.01 0.01 12. * 16 SEP 1925 234 0.01 0.00 0.01 10. 16 SEP 0730 91 0.02 0.01 0.02 12. * 16 SEP 1930 235 0.01 0.00 0.01 10. 16 SEP 0735 92 0.02 0.01 0.02 13. * 16 SEP 1935 236 0.01 0.00 0.01 10. 16 SEP 0740 93 0.03 0.01 0.02 13. * 16 SEP 1940 237 0.01 0.00 0.01 10. 16 SEP 0745 94 0.03 0.01 0.02 13. * 16 SEP 1945 238 0.01 0.00 0.01 10. 16 SEP 0750 95 0.03 0.01 0.02 14. * 16 SEP 1950 239 0.01 0.00 0.01 10. 16 SEP 0755 96 0.03 0.01 0.02 14. * 16 SEP 1955 240 0.01 0.00 0.01 10. 16 SEP 0800 97 0.03 0.01 0.02 15. * 16 SEP 2000 241 0.01 0.00 0.01 10. 16 SEP 0805 98 0.03 0.01 0.02 15. * 16 SEP 2005 242 0.01 0.00 0.01 10. 16 SEP 0810 99 0.03 0.01 0.02 15. * 16 SEP 2010 243 0.01 0.00 0.01 10. 16 SEP 0815 100 0.03 0.01 0.02 16. * 16 SEP 2015 244 0.01 0.00 0.01 10. 16 SEP 0820 101 0.03 0.01 0.02 16. * 16 SEP 2020 245 0.01 0.00 0.01 10. 16 SEP 0825 102 0.03 0.01 0.02 17. * 16 SEP 2025 246 0.01 0.00 0.01 9. 16 SEP 0830 103 0.03 0.01 0.02 17. * 16 SEP 2030 247 0.01 0.00 0.01 9. 16 SEP 0835 104 0.03 0.01 0.02 18. * 16 SEP 2035 248 0.01 0.00 0.01 9. 16 SEP 0840 105 0.03 0.01 0.02 18. * 16 SEP 2040 249 0.01 0.00 0.01 9. 16 SEP 0845 106 0.03 0.01 0.02 19. * 16 SEP 2045 250 0.01 0.00 0.01 9. 16 SEP 0850 107 0.03 0.01 0.02 19. * 16 SEP 2050 251 0.01 0.00 0.01 9. 16 SEP 0855 108 0.03 0.01 0.02 20. * 16 SEP 2055 252 0.01 0.00 0.01 9. 16 SEP 0900 109 0.03 0.01 0.03 20. * 16 SEP 2100 253 0.01 0.00 0.01 9. 16 SEP 0905 110 0.03 0.01 0.03 21. * 16 SEP 2105 254 0.01 0.00 0.01 9. 16 SEP 0910 111 0.04 0.01 0.03 21. * 16 SEP 2110 255 0.01 0.00 0.01 9. 16 SEP 0915 112 0.04 0.01 0.03 22. * 16 SEP 2115 256 0.01 0.00 0.01 9. 16 SEP 0920 113 0.04 0.01 0.03 23. * 16 SEP 2120 257 0.01 0.00 0.01 9. 16 SEP 0925 114 0.04 0.01 0.03 24. * 16 SEP 2125 258 0.01 0.00 0.01 9. 16 SEP 0930 115 0.04 0.01 0.03 24. * 16 SEP 2130 259 0.01 0.00 0.01 9. 16 SEP 0935 116 0.04 0.01 0.03 25. * 16 SEP 2135 260 0.01 0.00 0.01 8. 16 SEP 0940 117 0.04 0.01 0.03 26. * 16 SEP 2140 261 0.01 0.00 0.01 8. 16 SEP 0945 118 0.04 0.01 0.03 27. * 16 SEP 2145 262 0.01 0.00 0.01 8. 16 SEP 0950 119 0.04 0.01 0.03 27. * 16 SEP 2150 263 0.01 0.00 0.01 8. 16 SEP 0955 120 0.04 0.01 0.04 28. * 16 SEP 2155 264 0.01 0.00 0.01 8. 16 SEP 1000 121 0.04 0.01 0.04 29. * 16 SEP 2200 265 0.01 0.00 0.01 8. 16 SEP 1005 122 0.05 0.01 0.04 30. * 16 SEP 2205 266 0.01 0.00 0.01 8. 16 SEP 1010 123 0.05 0.01 0.04 31. * 16 SEP 2210 267 0.01 0.00 0.01 8. 16 SEP 1015 124 0.05 0.01 0.04 32. * 16 SEP 2215 268 0.01 0.00 0.01 8. 16 SEP 1020 125 0.05 0.01 0.04 33. * 16 SEP 2220 269 0.01 0.00 0.01 8. 16 SEP 1025 126 0.05 0.01 0.04 35. * 16 SEP 2225 270 0.01 0.00 0.01 8. 16 SEP 1030 127 0.04 0.01 0.04 36. * 16 SEP 2230 271 0.01 0.00 0.01 8. 16 SEP 1035 128 0.05 0.01 0.04 36. * 16 SEP 2235 272 0.01 0.00 0.01 8. 16 SEP 1040 129 0.05 0.01 0.04 37. * 16 SEP 2240 273 0.01 0.00 0.01 8. 16 SEP 1045 130 0.05 0.01 0.04 37. * 16 SEP 2245 274 0.01 0.00 0.01 8. 16 SEP 1050 131 0.05 0.01 0.05 37. * 16 SEP 2250 275 0.01 0.00 0.01 8. 16 SEP 1055 132 0.06 0.01 0.05 38. * 16 SEP 2255 276 0.01 0.00 0.01 8. 16 SEP 1100 133 0.10 0.01 0.09 40. * 16 SEP 2300 277 0.01 0.00 0.01 8. NDM 1988 WOLF PEN CREEK WATERSHED MODEL 16 SEP 1105 134 0.11 0.01 0.09 45. * 16 SEP 2305 278 0.01 0.00 0.01 8. 16 SEP 1110 135 0.11 0.01 0.10 52. * 16 SEP 2310 279 0.01 0.00 0.01 7. 16 SEP 1115 136 0.12 0.01 0.11 61. * 16 SEP 2315 280 0.01 0.00 0.01 7. 16 SEP 1120 137 0.13 0.01 0.12 70. * 16 SEP 2320 281 0.01 0.00 0.01 7. 16 SEP 1125 138 0.14 0.01 0.13 79. * 16 SEP 2325 282 0.01 0.00 0.01 7. 16 SEP 1130 139 0.17 0.02 0.15 88. * 16 SEP 2330 283 0.01 0.00 0.01 7. 16 SEP 1135 140 0.19 0.02 0.17 98. * 16 SEP 2335 284 0.01 0.00 0.01 7. 16 SEP 1140 141 0.21 0.02 0.20 111. * 16 SEP 2340 285 0.01 0.00 0.01 7. 16 SEP 1145 142 0.34 0.02 0.32 127. * 16 SEP 2345 286 0.01 0.00 0.01 7. 16 SEP 1150 143 0.40 0.02 0.37 152. * 16 SEP 2350 287 0.01 0.00 0.01 7. 16 SEP 1155 144 0.62 0.03 0.59 191. * w 16 SEP 2355 288 0.01 0.00 0.01 7. wwwww w,rwwwww,r,r,r,rwww,rwww wwww,rwwwww wwwww,rww,r ,twwwwww,tw+rw ww,rtrw wwww www+r,rw www,rw,twwwww,r,rwwww wwwww w w,twwwwwwwwwwwwww wwwwwwwwwwwwwwwwwwwwwwww TOTAL RAINFALL = 10.94, TOT AL LOSS = 1.48, TOTAL EXCESS = 9.46 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 23.92-HR 415. 12.25 (CFS) 93. 30. 30. 30. (INCHES) 7.236 9.425 9.425 9.425 (AC-FT) 46. 60. 60. 60. CUMULATIVE AREA = 0.12 SO MI www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www wwwwwwwwwwwwww w w 29 KK * 41 * COMB ROUTED HYDRO AND WPN II w w wwwwwwwwwwwwww 30 KO OUTPUT CONTROL VARIABLES IPRNT 2 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 31 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE www *********ww**w****w**y,*****ww******y,w***w**wwwwwwwwwwwy,wwwwwwwwwwwwwwwwwwwwwwwwww,r,rwwwwwwww,r,rwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww HYDROGRAPH AT STATION 41 SUM OF 2 HYDROGRAPHS +r w w w w w w w,r w w w w w ,r w w w w w w w,t w w w w w w w w w w w w w,r w,t,r w w w w w ,t w w w w w w w w w w w w w,r w,r w w w w w w w w w w w w w w ,r w w w w,r,r w,r,r,r w w w w w w w w,r w w,t w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w DA MON HRMN ORD FLOW * * w DA MON HRMN ORD FLOW * w DA MON HRMN ORD FLOW * w DA MON HRMN ORD FLOW 16 SEP 0000 1 0. * 16 SEP 0600 73 40. * 16 SEP 1200 145 1873. * 16 SEP 1800 217 248. 16 SEP 0005 2 0. * 16 SEP 0605 74 42. * 16 SEP 1205 146 2353. * 16 SEP 1805 218 244. 16 SEP 0010 3 0. * 16 SEP 0610 75 46. * 16 SEP 1210 147 2891. * 16 SEP 1810 219 238. 16 SEP 0015 4 0. * 16 SEP 0615 76 50. * 16 SEP 1215 148 3446. * 16 SEP 1815 220 230. 16 SEP 0020 5 0. * 16 SEP 0620 77 54. * 16 SEP 1220 149 3829. * 16 SEP 1820 221 221. 16 SEP 0025 6 0. * 16 SEP 0625 78 59. * 16 SEP 1225 150 3968. * 16 SEP 1825 222 211. 16 SEP 0030 7 0. * 16 SEP 0630 79 64. * 16 SEP 1230 151 3954. * 16 SEP 1830 223 202. 16 SEP 0035 8 0. * 16 SEP 0635 80 70. * 16 SEP 1235 152 3831. * 16 SEP 1835 224 192. 16 SEP 0040 9 0. * 16 SEP 0640 81 75. * 16 SEP 1240 153 3618. * 16 SEP 1840 225 184. 16 SEP 0045 10 0. * 16 SEP 0645 82 80. * 16 SEP 1245 154 3330. * 16 SEP 1845 226 176. 16 SEP 0050 11 0. * 16 SEP 0650 83 85. * 16 SEP 1250 155 3004. * 16 SEP 1850 227 169. 16 SEP 0055 12 0. * 16 SEP 0655 84 90. * 16 SEP 1255 156 2728. * 16 SEP 1855 228 163. 16 SEP 0100 13 0. * 16 SEP 0700 85 95. * 16 SEP 1300 157 2490. * 16 SEP 1900 229 158. 16 SEP 0105 14 0. * 16 SEP 0705 86 100. * 16 SEP 1305 158 2251. * 16 SEP 1905 230 154. 16 SEP 0110 15 0. * 16 SEP 0710 87 104. * 16 SEP 1310 159 2018. * 16 SEP 1910 231 150. 16 SEP 0115 16 0. * 16 SEP 0715 88 109. * 16 SEP 1315 160 1798. * 16 SEP 1915 232 146. 16 SEP 0120 17 0. * 16 SEP 0720 89 113. * 16 SEP 1320 161 1595. * 16 SEP 1920 233 143. 16 SEP 0125 18 0. * 16 SEP 0725 90 118. * 16 SEP 1325 162 1412. * 16 SEP 1925 234 141. 16 SEP 0130 19 0. * 16 SEP 0730 91 122. * 16 SEP 1330 163 1252. * 16 SEP 1930 235 139. 16 SEP 0135 20 0. * 16 SEP 0735 92 126. * 16 SEP 1335 164 1115. * 16 SEP 1935 236 137. 16 SEP 0140 21 0. * 16 SEP 0740 93 131. * 16 SEP 1340 165 1001. * 16 SEP 1940 237 135. 16 SEP 0145 22 0. * 16 SEP 0745 94 135. * 16 SEP 1345 166 907. * 16 SEP 1945 238 133. NDM 1988 WOLF PEN CREEK WATERSHED MODEL 16 SEP 0150 23 0. * 16 SEP 0750 95 140. * 16 SEP 1350 167 832. * 16 SEP 1950 239 131. 16 SEP 0155 24 0. * 16 SEP 0755 96 144. * 16 SEP 1355 168 777. * 16 SEP 1955 240 130. 16 SEP 0200 25 0. * 16 SEP 0800 97 149. * 16 SEP 1400 169 738. * 16 SEP 2000 241 129. 16 SEP 0205 26 0. * 16 SEP 0805 98 153. * 16 SEP 1405 170 702. * 16 SEP 2005 242 127. 16 SEP 0210 27 0. * 16 SEP 0810 99 158. * 16 SEP 1410 171 669. * 16 SEP 2010 243 126. 16 SEP 0215 28 0. * 16 SEP 0815 100 163. * 16 SEP 1415 172 639. * 16 SEP 2015 244 125. 16 SEP 0220 29 0. * 16 SEP 0820 101 168. * 16 SEP 1420 173 612. * 16 SEP 2020 245 124. 16 SEP 0225 30 0. * 16 SEP 0825 102 173. * 16 SEP 1425 174 587. * 16 SEP 2025 246 122. 16 SEP 0230 31 0. * 16 SEP 0830 103 178. * 16 SEP 1430 175 564. * 16 SEP 2030 247 121. 16 SEP 0235 32 0. * 16 SEP 0835 104 183. * 16 SEP 1435 176 543. * 16 SEP 2035 248 120. 16 SEP 0240 33 0. * 16 SEP 0840 105 188. * 16 SEP 1440 177 524. * 16 SEP 2040 249 119. 16 SEP 0245 34 0. * 16 SEP 0845 106 194. * 16 SEP 1445 178 507. * 16 SEP 2045 250 118. 16 SEP 0250 35 0. * 16 SEP 0850 107 199. * 16 SEP 1450 179 491. * 16 SEP 2050 251 117. 16 SEP 0255 36 0. * 16 SEP 0855 108 205. * 16 SEP 1455 180 476. * 16 SEP 2055 252 116. 16 SEP 0300 37 0. * 16 SEP 0900 109 211. * 16 SEP 1500 181 463. * 16 SEP 2100 253 115. 16 SEP 0305 38 0. * 16 SEP 0905 110 217. * 16 SEP 1505 182 451. * 16 SEP 2105 254 114. 16 SEP 0310 39 0. * 16 SEP 0910 111 224. * 16 SEP 1510 183 439. * 16 SEP 2110 255 114. 16 SEP 0315 40 0. * 16 SEP 0915 112 231. * 16 SEP 1515 184 427. * 16 SEP 2115 256 113. 16 SEP 0320 41 1. * 16 SEP 0920 113 238. * 16 SEP 1520 185 417. * 16 SEP 2120 257 112. 16 SEP 0325 42 1. * 16 SEP 0925 114 246. * 16 SEP 1525 186 406. * 16 SEP 2125 258 111. 16 SEP 0330 43 1. * 16 SEP 0930 115 254. * 16 SEP 1530 187 396. * 16 SEP 2130 259 110. 16 SEP 0335 44 2. * 16 SEP 0935 116 262. * 16 SEP 1535 188 387. * 16 SEP 2135 260 109. 16 SEP 0340 45 2. * 16 SEP 0940 117 270. * 16 SEP 1540 189 378. * 16 SEP 2140 261 108. 16 SEP 0345 46 3. * 16 SEP 0945 118 279. * 16 SEP 1545 190 370. * 16 SEP 2145 262 108. 16 SEP 0350 47 4. * 16 SEP 0950 119 288. * 16 SEP 1550 191 363. * 16 SEP 2150 263 107. 16 SEP 0355 48 4. * 16 SEP 0955 120 298. * 16 SEP 1555 192 355. * 16 SEP 2155 264 106. 16 SEP 0400 49 5. * 16 SEP 1000 121 307. * 16 SEP 1600 193 348. * 16 SEP 2200 265 105. 16 SEP 0405 50 6. * 16 SEP 1005 122 318. * 16 SEP 1605 194 342. * 16 SEP 2205 266 105. 16 SEP 0410 51 7. * 16 SEP 1010 123 328. * 16 SEP 1610 195 336. * 16 SEP 2210 267 104. 16 SEP 0415 52 9. * 16 SEP 1015 124 339. * 16 SEP 1615 196 330. * 16 SEP 2215 268 103. 16 SEP 0420 53 10. * 16 SEP 1020 125 351. * 16 SEP 1620 197 324. * 16 SEP 2220 269 102. 16 SEP 0425 54 11. * 16 SEP 1025 126 364. * 16 SEP 1625 198 319. * 16 SEP 2225 270 102. 16 SEP 0430 55 12. * 16 SEP 1030 127 376. * 16 SEP 1630 199 314. * 16 SEP 2230 271 101. 16 SEP 0435 56 14. * 16 SEP 1035 128 388. * 16 SEP 1635 200 309. * 16 SEP 2235 272 100. 16 SEP 0440 57 15. * 16 SEP 1040 129 399. * 16 SEP 1640 201 305. * 16 SEP 2240 273 100. 16 SEP 0445 58 16. * 16 SEP 1045 130 408. * 16 SEP 1645 202 300. * 16 SEP 2245 274 99. 16 SEP 0450 59 18. * 16 SEP 1050 131 416. * 16 SEP 1650 203 296. * 16 SEP 2250 275 98. 16 SEP 0455 60 19. * 16 SEP 1055 132 425. * 16 SEP 1655 204 292. * 16 SEP 2255 276 98. 16 SEP 0500 61 21. * 16 SEP 1100 133 437. * 16 SEP 1700 205 288. * 16 SEP 2300 277 97. 16 SEP 0505 62 22. * 16 SEP 1105 134 457. * 16 SEP 1705 206 284. * 16 SEP 2305 278 96. 16 SEP 0510 63 24. * 16 SEP 1110 135 489. * 16 SEP 1710 207 280. * 16 SEP 2310 279 96. 16 SEP 0515 64 25. * 16 SEP 1115 136 536. * 16 SEP 1715 208 276. * 16 SEP 2315 280 95. 16 SEP 0520 65 27. * 16 SEP 1120 137 594. * 16 SEP 1720 209 273. * 16 SEP 2320 281 95. 16 SEP 0525 66 28. * 16 SEP 1125 138 662. * 16 SEP 1725 210 269. * 16 SEP 2325 282 94. 16 SEP 0530 67 30. * 16 SEP 1130 139 739. * 16 SEP 1730 211 266. * 16 SEP 2330 283 93. 16 SEP 0535 68 32. * 16 SEP 1135 140 826. * 16 SEP 1735 212 263. * 16 SEP 2335 284 93. 16 SEP 0540 69 33. * 16 SEP 1140 141 948. * 16 SEP 1740 213 260. * 16 SEP 2340 285 92. 16 SEP 0545 70 35. * 16 SEP 1145 142 1095. * 16 SEP 1745 214 257. * 16 SEP 2345 286 92. 16 SEP 0550 71 36. * 16 SEP 1150 143 1274. * 16 SEP 1750 215 254. * 16 SEP 2350 287 91. 16 SEP 0555 72 38. * w 16 SEP 1155 144 1519. * w 16 SEP 1755 216 251. * w 16 SEP 2355 288 91. wwwwwwwwwwwww,twwwwwwwwwwwwwwwwww,t,t,twwwwwwwwwwwwwwwwww wwwwwwwwwwwwwwwwwwwwwwwwwwww wwwwwww wwwwwwwwwwwwwwwwwwwwwwwwww wwwwwww wwwwwwwwww PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 23.92 -HR 3968. 12.42 (CFS) 1142. 370. 370. 370. (INCHES) 7.113 9.194 9.194 9. 194 (AC-FT) 566. 732. 732. 732. CUMULATIVE AREA = 1.49 Sa MI NDM 1988 WOLF PEN CREEK WATERSHED MODEL RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, A REA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT WPNI 1536. 12.25 324. 105. 105. HYDROGRAPH AT WPCI 2631. 12.50 727. 235. 235. 2 COMBINED AT 40 3854. 12.33 1051. 341. 341. ROUTED TO RT41 3646. 12.50 1050. 340. 340. HYDROGRAPH AT WPN2 415. 12.25 93. 30. 30. 2 COMBINED AT 41 3968. 12.42 1142. 370. 370. HYDROGRAPH AT WPBI 785. 12.25 166. 54. 54. 2 COMBINED AT 42 4563. 12.42 1308. 425. 425. ROUTED TO RT43 4259. 12.58 1306. 423. 423. HYDROGRAPH AT WPN3 431. 12.17 83. 26. 26. 2 COMBINED AT 43 4443. 12.58 1388. 450. 450. HYDROGRAPH AT WPAI 1357. 12.50 376. 122. 122. 2 COMBINED AT 44 5762. 12.50 1763. 572. 572. ROUTED TO RT45 4467. 13.58 1762. 568. 568. HYDROGRAPH AT WPN4 1362. 12.92 506. 164. 164. 2 COMBINED AT 45 5515. 13.08 2268. 732. 732. ROUTED TO RT46 5421. 13.67 2265. 728. 728. HYDROGRAPH AT WPNV 1177. 12.33 294. 93. 93. 2 COMBINED AT 46 5644. 13.58 2555. 820. 820. BASIN AREA 0.42 0.95 1.37 1.37 0.12 1.49 0.21 1.71 1.71 0.12 1.82 0.49 2.31 2.31 0.67 2.98 2.98 0.43 3.41 MAXIMUM TIME OF STAGE MAX STAGE 283.53 12.50 273.20 12.58 262.87 13.58 247.35 13.67 NORMAL END OF HEC-1 wwwwvrwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w * FLOOD HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. * RUN DATE 06/02/99 TIME 11:03:22 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww ww,twwwww,twwwwwwwwwwwwwwwwwwwwwwwwwwwwww w * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 w www,rwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM KIMLEY-HORN PRE-DEVELOPMENT MODEL HEC-1 INPUT LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 1 ID HYDROLOGIC ANALYSIS OF WOLF PEN CREEK BASIN - COLLEGE STATION TX 2 ID COLLEGE STATION STORMWATER MANAGEMENT PLAN 8709J107 (H1.WOLX2-NEW ROUTING) 3 ID PRESENT CONDITION ANALYSIS - SPRING 1986 REV. FROM CARTER'S CR MODEL CC1000 4 ID 25 YEAR, 24 HOUR STORM , HYPOTHETICAL AND TYPE II STORM DISTRIBUTIONS * * KIMLEY-HORN MODIFIED MODEL * 063006.27 MAY 1999 DFG HIPREDEV.DAT * * CURVE NUMBERS MODIFIED TO REFLECT PRESENT CONDITIONS * * MODEL DEVELOPED AS PART OF DETENTION STUDY FOR WOLF PEN PLAZA * * PRE-DEVELOPMENT MODEL * *DIAGRAM 5 IT 5 16SEP86 0000 288 6 IO 5 0 0 7 KK WPNI WOLF PEN CREEK BASIN I 8 KM BEGIN HYDROLOGIC ANALYSIS OF WOLF PEN CREEK - A TRIB. TO CARTER'S CREEK 9 BA .420 * HYPOTHETICAL STORM DISTRIBUTION USED FOR KIMLEY-HORN ANALYSIS * 2-YEAR EVENT * 50. 3.41 .53 1.15 2.2 2.6 2.75 3.3 3.8 4.5 * 10-YEAR EVENT * 10. 3.41 .65 1.45 3.00 3.8 4.3 5.2 6.25 7.5 * 25-YEAR EVENT * 4. 3.41 .74 1.64 3.49 4.6 5.05 6.25 7.5 8.75 * 50-YEAR EVENT * 2. 3.41 .8 1.8 3.88 5.1 5.65 6.9 8.5 9.75 * 100-YEAR EVENT 10 PH 1. 3.41 .87 1.95 4.26 5.7 6.3 7.8 9.6 11.0 * 500-YEAR EVENT * .2 3.41 1.05 2.22 5.12 6.95 7.8 9.5 12. 13.5 11 LS 90.2 12 LID .25 13 KK WPCI WOLF PEN CREEK TRIB C BASIN I 14 BA .954 15 LS 89.2 16 UD .50 17 KK 40 COMBINE WPNI AND WPCI 18 HC 2 PAGE 1 KIMLEY-HORN PRE-DEVELOPMENT MODEL HEC-1 INPUT PAGE 2 LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 19 KK RT41 ROUTE COMB HYDRO TO COMP PT 41 20 RS 1 FLOW 0. 21 SQ 0. 750. 2236. 2712. 3050. 3454. 5250. 22 SV 0. 13. 31. 37. 40. 44. 65. 23 SE 271. 279.8 282.3 282.8 283.1 283.4 284.6 24 KK WPN2 WOLF PEN CREEK BASIN I I 25 KO 2 26 BA .119 27 LS 89.0 28 UD .30 29 KK 41 COMB ROUTED HYDRO AND WPN II 30 KO 2 31 HC 2 32 KK WPBI WOLF PEN CREEK TRIB B BASIN I 33 BA .213 34 LS 92.4 35 UD .25 36 KK 42 COMB 41 AND WPBI 37 HC 2 38 KK RT43 ROUTE COMB HYDRO TO COMP PT 43 39 RS 1 FLOW 0. 40 SQ 0. 1150. 3402. 4134. 4651. 5262. 7900. 41 SV 0. 29. 63. 73. 79. 87. 116. 42 SE 263.1 269.8 272.4 273.1 273.5 273.9 275.5 43 KK WPN3 WOLF PEN CREEK BASIN III 44 BA .116 45 LS 89.6 46 UD .20 47 KK 43 COMBINE RT43 AND WPN III 48 HC 2 49 KK WPAI WOLF PEN CREEK TRIB A BASIN I 50 BA .488 51 LS 89.7 52 UD .50 53 KK 44 COMBINE 43 AND WPAI 54 HC 2 55 KK RT45 ROUTE COMB HYDRO TO COMP PT 4 5 56 RS 5 FLOW 0. 57 SQ 0. 1440. 4201. 5137. 5802. 6592. 8800. 58 SV 0. 67. 217. 338. 368. 398. 491. 59 SE 245.9 254.1 261.9 265.3 265.8 266.2 267.1 KIMLEY-HORN PRE-DEVELOPMENT MODEL HEC-1 INPUT LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 60 KK WPN4 WOLF PEN CREEK BASIN IV 61 BA .667 62 LS 90.2 63 UD .90 64 KK 45 COMB RT45 AND WPN 4 65 HC 2 66 KK RT46 ROUTE COMB HYDRO TO COMP PT 46 67 RS 3 FLOW 0. 68 SQ 0. 1500. 4294. 5294. 5996. 6867. 8200. 69 SV 0. 65. 140. 171. 189. 210. 244. 70 SE 235. 244.6 246.8 247.3 247.6 247.9 248.4 71 KK WPNV WOLF PEN CREEK BASIN V 72 BA .43 73 LS 85.7 74 UD .4 75 KK 46 COMBINE RT46 AND WPNV 76 KM END COMPUTATIONS FOR WOLF PEN CREEK , ADD TO CARTER CREEK COMP PT 18 77 KO 1 21 78 HC 2 79 ZZ PAGE 3 KIMLEY-HORN PRE-DEVELOPMENT MODEL wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w w * FLOOD HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4.0.1E * Lahey F77L-EM/32 version 5.01 * Dodson & Associates, Inc. * RUN DATE 06/02/99 TIME 11:03:22 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w w * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 551-1748 w w wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww HYDROLOGIC ANALYSIS OF WOLF PEN CREEK BASIN - COLLEGE STATION TX COLLEGE STATION STORMWATER MANAGEMENT PLAN 8709J107 (H1.WOLX2-NEW ROUTING) PRESENT CONDITION ANALYSIS - SPRING 1986 REV. FROM CARTER'S CR MODEL CC1000 25 YEAR, 24 HOUR STORM , HYPOTHETICAL AND TYPE II STORM DISTRIBUTIONS 6 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 16SEP86 STARTING DATE ITIME 0000 STARTING TIME NQ 288 NUMBER OF HYDROGRAPH ORDINATES NDDATE 16SEP86 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL 0.08 HOURS TOTAL TIME BASE 23.92 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www wwwwwwwwwwwwww w w 24 KK * WPN2 w w wwwwwwwwwwwwww WOLF PEN CREEK BASIN II 25 KO OUTPUT CONTROL VARIABLES IPRNT 2 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE SUBBASIN RUNOFF DATA 26 BA SUBBASIN CHARA CTERISTICS TAREA 0.12 SUBBASIN AREA PRECIPITATION DATA 10 PH DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 0.87 1.95 4.26 5.70 6.30 7.80 9.60 11.00 0.00 0.00 0.00 0.00 STORM AREA = 3.41 27 LS SCS LOSS RATE STRTL 0.25 INITIAL ABSTRACTION KIMLEY-HORN PRE-DEVELOPMENT MODEL CRVNBR 89.00 CURVE NUMBER RTIMP 0.00 PERCENT IMPERVIOUS AREA 28 UD SCS DIMENSIONLESS UNITGRAPH TLAG 0.30 LAG www UNIT HYDROGRAPH 20 END-OF-PERIOD ORDINATES 24. 76. 144. 168. 155. 121. 77. 51. 35. 23. 16. 11. 7. 5. 3. 2. 2. 1. 1. 0. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww HYDROGRAPH AT STATION WPN2 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w DA MON HRMN ORD RAIN LOSS EXCESS COMP Q * w DA MON HRMN ORD RAIN LOSS EXCESS COMP Q 16 SEP 0000 1 0.00 0.00 0.00 0. * 16 SEP 1200 145 0.85 0.03 0.82 254. 16 SEP 0005 2 0.01 0.01 0.00 0. * 16 SEP 1205 146 0.43 0.01 0.42 328. 16 SEP 0010 3 0.01 0.01 0.00 0. * 16 SEP 1210 147 0.37 0.01 0.36 393. 16 SEP 0015 4 0.01 0.01 0.00 0. * 16 SEP 1215 148 0.23 0.01 0.22 418. 16 SEP 0020 5 0.01 0.01 0.00 0. * 16 SEP 1220 149 0.20 0.00 0.19 405. 16 SEP 0025 6 0.01 0.01 0.00 0. * 16 SEP 1225 150 0.18 0.00 0.17 363. 16 SEP 0030 7 0.01 0.01 0.00 0. * 16 SEP 1230 151 0.15 0.00 0.14 310. 16 SEP 0035 8 0.01 0.01 0.00 0. * 16 SEP 1235 152 0.13 0.00 0.13 264. 16 SEP 0040 9 0.01 0.01 0.00 0. * 16 SEP 1240 153 0.12 0.00 0.12 224. 16 SEP 0045 10 0.01 0.01 0.00 0. * 16 SEP 1245 154 0.12 0.00 0.11 193. 16 SEP 0050 11 0.01 0.01 0.00 0. * 16 SEP 1250 155 0.11 0.00 0.11 168. 16 SEP 0055 12 0.01 0.01 0.00 0. * 16 SEP 1255 156 0.10 0.00 0.10 148. 16 SEP 0100 13 0.01 0.01 0.00 0. * 16 SEP 1300 157 0.06 0.00 0.06 132. 16 SEP 0105 14 0.01 0.01 0.00 0. * 16 SEP 1305 158 0.05 0.00 0.05 117. 16 SEP 0110 15 0.01 0.01 0.00 0. * 16 SEP 1310 159 0.05 0.00 0.05 101. 16 SEP 0115 16 0.01 0.01 0.00 0. * 16 SEP 1315 160 0.05 0.00 0.05 87. 16 SEP 0120 17 0.01 0.01 0.00 0. * 16 SEP 1320 161 0.05 0.00 0.05 75. 16 SEP 0125 18 0.01 0.01 0.00 0. * 16 SEP 1325 162 0.05 0.00 0.04 65. 16 SEP 0130 19 0.01 0.01 0.00 0. * 16 SEP 1330 163 0.05 0.00 0.05 58. 16 SEP 0135 20 0.01 0.01 0.00 0. * 16 SEP 1335 164 0.05 0.00 0.05 53. 16 SEP 0140 21 0.01 0.01 0.00 0. * 16 SEP 1340 165 0.05 0.00 0.05 50. 16 SEP 0145 22 0.01 0.01 0.00 0. * 16 SEP 1345 166 0.05 0.00 0.05 49. 16 SEP 0150 23 0.01 0.01 0.00 0. * 16 SEP 1350 167 0.05 0.00 0.05 47. 16 SEP 0155 24 0.01 0.01 0.00 0. * 16 SEP 1355 168 0.05 0.00 0.04 46. 16 SEP 0200 25 0.01 0.01 0.00 0. * 16 SEP 1400 169 0.04 0.00 0.04 45. 16 SEP 0205 26 0.01 0.01 0.00 0. * 16 SEP 1405 170 0.04 0.00 0.04 44. 16 SEP 0210 27 0.01 0.01 0.00 0. * 16 SEP 1410 171 0.04 0.00 0.04 43. 16 SEP 0215 28 0.01 0.01 0.00 0. * 16 SEP 1415 172 0.04 0.00 0.04 41. 16 SEP 0220 29 0.01 0.01 0.00 0. * 16 SEP 1420 173 0.04 0.00 0.04 40. 16 SEP 0225 30 0.01 0.01 0.00 0. * 16 SEP 1425 174 0.04 0.00 0.04 39. 16 SEP 0230 31 0.01 0.01 0.00 0. * 16 SEP 1430 175 0.04 0.00 0.04 38. 16 SEP 0235 32 0.01 0.01 0.00 0. * 16 SEP 1435 176 0.04 0.00 0.04 37. 16 SEP 0240 33 0.01 0.01 0.00 0. * 16 SEP 1440 177 0.04 0.00 0.04 36. 16 SEP 0245 34 0.01 0.01 0.00 0. * 16 SEP 1445 178 0.04 0.00 0.03 35. 16 SEP 0250 35 0.01 0.01 0.00 0. * 16 SEP 1450 179 0.03 0.00 0.03 35. 16 SEP 0255 36 0.01 0.01 0.00 0. * 16 SEP 1455 180 0.03 0.00 0.03 34. 16 SEP 0300 37 0.01 0.01 0.00 0. * 16 SEP 1500 181 0.03 0.00 0.03 33. 16 SEP 0305 38 0.01 0.01 0.00 0. * 16 SEP 1505 182 0.03 0.00 0.03 32. 16 SEP 0310 39 0.01 0.01 0.00 0. * 16 SEP 1510 183 0.03 0.00 0.03 32. 16 SEP 0315 40 0.01 0.01 0.00 1. * 16 SEP 1515 184 0.03 0.00 0.03 31. 16 SEP 0320 41 0.01 0.01 0.00 1. * 16 SEP 1520 185 0.03 0.00 0.03 30. 16 SEP 0325 42 0.01 0.01 0.00 1. * 16 SEP 1525 186 0.03 0.00 0.03 29. 16 SEP 0330 43 0.01 0.01 0.00 1. * 16 SEP 1530 187 0.03 0.00 0.03 29. 16 SEP 0335 44 0.01 0.01 0.00 1. * 16 SEP 1535 188 0.03 0.00 0.03 28. 16 SEP 0340 45 0.01 0.01 0.00 1. * 16 SEP 1540 189 0.03 0.00 0.03 28. 16 SEP 0345 46 0.01 0.01 0.00 1. * 16 SEP 1545 190 0.03 0.00 0.03 27. 16 SEP 0350 47 0.01 0.01 0.00 1. * 16 SEP 1550 191 0.03 0.00 0.03 27. 16 SEP 0355 48 0.01 0.01 0.00 2. * 16 SEP 1555 192 0.03 0.00 0.03 26. 16 SEP 0400 49 0.01 0.01 0.00 2. * 16 SEP 1600 193 0.03 0.00 0.03 26. 16 SEP 0405 50 0.01 0.01 0.00 2. * 16 SEP 1605 194 0.03 0.00 0.03 25. 16 SEP 0410 51 0.01 0.01 0.00 2. * 16 SEP 1610 195 0.03 0.00 0.03 25. 16 SEP 0415 52 0.01 0.01 0.00 2. * 16 SEP 1615 196 0.03 0.00 0.03 25. 16 SEP 0420 53 0.01 0.01 0.00 2. * 16 SEP 1620 197 0.03 0.00 0.02 24. 16 SEP 0425 54 0.01 0.01 0.00 2. * 16 SEP 1625 198 0.02 0.00 0.02 24. 16 SEP 0430 55 0.01 0.01 0.00 2. * 16 SEP 1630 199 0.02 0.00 0.02 24. 16 SEP 0435 56 0.01 0.01 0.00 3. * 16 SEP 1635 200 0.02 0.00 0.02 23. KIMLEY-HORN PRE-DEVELOPMENT MODEL 16 SEP 0440 57 0.01 0.01 0.00 3. * 16 SEP 1640 201 0.02 0.00 0.02 23. 16 SEP 0445 58 0.01 0.01 0.00 3. * 16 SEP 1645 202 0.02 0.00 0.02 23. 16 SEP 0450 59 0.01 0.01 0.00 3. * 16 SEP 1650 203 0.02 0.00 0.02 22. 16 SEP 0455 60 0.01 0.01 0.00 3. * 16 SEP 1655 204 0.02 0.00 0.02 22. 16 SEP 0500 61 0.01 0.01 0.00 3. * 16 SEP 1700 205 0.02 0.00 0.02 22. 16 SEP 0505 62 0.01 0.01 0.00 3. * 16 SEP 1705 206 0.02 0.00 0.02 22. 16 SEP 0510 63 0.01 0.01 0.00 4. * 16 SEP 1710 207 0.02 0.00 0.02 21. 16 SEP 0515 64 0.01 0.01 0.00 4. * 16 SEP 1715 208 0.02 0.00 0.02 21. 16 SEP 0520 65 0.01 0.01 0.00 4. * 16 SEP 1720 209 0.02 0.00 0.02 21. 16 SEP 0525 66 0.01 0.01 0.00 4. * 16 SEP 1725 210 0.02 0.00 0.02 21. 16 SEP 0530 67 0.01 0.01 0.01 4. * 16 SEP 1730 211 0.02 0.00 0.02 20. 16 SEP 0535 68 0.01 0.01 0.01 4. * 16 SEP 1735 212 0.02 0.00 0.02 20. 16 SEP 0540 69 0.01 0.01 0.01 4. * 16 SEP 1740 213 0.02 0.00 0.02 20. 16 SEP 0545 70 0.01 0.01 0.01 5. * 16 SEP 1745 214 0.02 0.00 0.02 20. 16 SEP 0550 71 0.01 0.01 0.01 5. * 16 SEP 1750 215 0.02 0.00 0.02 19. 16 SEP 0555 72 0.01 0.01 0.01 5. * 16 SEP 1755 216 0.02 0.00 0.02 19. 16 SEP 0600 73 0.02 0.01 0.01 5. * 16 SEP 1800 217 0.01 0.00 0.01 19. 16 SEP 0605 74 0.02 0.01 0.01 5. * 16 SEP 1805 218 0.01 0.00 0.01 18. 16 SEP 0610 75 0.02 0.01 0.01 6. * 16 SEP 1810 219 0.01 0.00 0.01 17. 16 SEP 0615 76 0.02 0.01 0.01 7. * 16 SEP 1815 220 0.01 0.00 0.01 16. 16 SEP 0620 77 0.02 0.01 0.01 8. * 16 SEP 1820 221 0.01 0.00 0.01 14. 16 SEP 0625 78 0.02 0.01 0.01 8. * 16 SEP 1825 222 0.01 0.00 0.01 14. 16 SEP 0630 79 0.02 0.01 0.01 9. * 16 SEP 1830 223 0.01 0.00 0.01 13. 16 SEP 0635 80 0.02 0.01 0.01 9. * 16 SEP 1835 224 0.01 0.00 0.01 12. 16 SEP 0640 81 0.02 0.01 0.01 10. * 16 SEP 1840 225 0.01 0.00 0.01 12. 16 SEP 0645 82 0.02 0.01 0.01 10. * 16 SEP 1845 226 0.01 0.00 0.01 12. 16 SEP 0650 83 0.02 0.01 0.01 10. * 16 SEP 1850 227 0.01 0.00 0.01 11. 16 SEP 0655 84 0.02 0.01 0.01 11. * 16 SEP 1855 228 0.01 0.00 0.01 11. 16 SEP 0700 85 0.02 0.01 0.01 11. * 16 SEP 1900 229 0.01 0.00 0.01 11. 16 SEP 0705 86 0.02 0.01 0.01 11. * 16 SEP 1905 230 0.01 0.00 0.01 11. 16 SEP 0710 87 0.02 0.01 0.01 12. * 16 SEP 1910 231 0.01 0.00 0.01 11. 16 SEP 0715 88 0.02 0.01 0.01 12. * 16 SEP 1915 232 0.01 0.00 0.01 11. 16 SEP 0720 89 0.02 0.01 0.02 13. * 16 SEP 1920 233 0.01 0.00 0.01 11. 16 SEP 0725 90 0.02 0.01 0.02 13. * 16 SEP 1925 234 0.01 0.00 0.01 11. 16 SEP 0730 91 0.02 0.01 0.02 13. * 16 SEP 1930 235 0.01 0.00 0.01 10. 16 SEP 0735 92 0.02 0.01 0.02 14. * 16 SEP 1935 236 0.01 0.00 0.01 10. 16 SEP 0740 93 0.03 0.01 0.02 14. * 16 SEP 1940 237 0.01 0.00 0.01 10. 16 SEP 0745 94 0.03 0.01 0.02 14. * 16 SEP 1945 238 0.01 0.00 0.01 10. 16 SEP 0750 95 0.03 0.01 0.02 15. * 16 SEP 1950 239 0.01 0.00 0.01 10. 16 SEP 0755 96 0.03 0.01 0.02 15. * 16 SEP 1955 240 0.01 0.00 0.01 10. 16 SEP 0800 97 0.03 0.01 0.02 15. * 16 SEP 2000 241 0.01 0.00 0.01 10. 16 SEP 0805 98 0.03 0.01 0.02 16. * 16 SEP 2005 242 0.01 0.00 0.01 10. 16 SEP 0810 99 0.03 0.01 0.02 16. * 16 SEP 2010 243 0.01 0.00 0.01 10. 16 SEP 0815 100 0.03 0.01 0.02 17. * 16 SEP 2015 244 0.01 0.00 0.01 10. 16 SEP 0820 101 0.03 0.01 0.02 17. * 16 SEP 2020 245 0.01 0.00 0.01 10. 16 SEP 0825 102 0.03 0.01 0.02 18. * 16 SEP 2025 246 0.01 0.00 0.01 9. 16 SEP 0830 103 0.03 0.01 0.02 18. * 16 SEP 2030 247 0.01 0.00 0.01 9. 16 SEP 0835 104 0.03 0.01 0.02 18. * 16 SEP 2035 248 0.01 0.00 0.01 9. 16 SEP 0840 105 0.03 0.01 0.02 19. * 16 SEP 2040 249 0.01 0.00 0.01 9. 16 SEP 0845 106 0.03 0.01 0.02 19. * 16 SEP 2045 250 0.01 0.00 0.01 9. 16 SEP 0850 107 0.03 0.01 0.02 20. * 16 SEP 2050 251 0.01 0.00 0.01 9. 16 SEP 0855 108 0.03 0.01 0.02 20. * 16 SEP 2055 252 0.01 0.00 0.01 9. 16 SEP 0900 109 0.03 0.01 0.03 21. * 16 SEP 2100 253 0.01 0.00 0.01 9. 16 SEP 0905 110 0.03 0.01 0.03 22. * 16 SEP 2105 254 0.01 0.00 0.01 9. 16 SEP 0910 111 0.04 0.01 0.03 22. * 16 SEP 2110 255 0.01 0.00 0.01 9. 16 SEP 0915 112 0.04 0.01 0.03 23. * 16 SEP 2115 256 0.01 0.00 0.01 9. 16 SEP 0920 113 0.04 0.01 0.03 24. * 16 SEP 2120 257 0.01 0.00 0.01 9. 16 SEP 0925 114 0.04 0.01 0.03 24. * 16 SEP 2125 258 0.01 0.00 0.01 9. 16 SEP 0930 115 0.04 0.01 0.03 25. * 16 SEP 2130 259 0.01 0.00 0.01 9. 16 SEP 0935 116 0.04 0.01 0.03 26. * 16 SEP 2135 260 0.01 0.00 0.01 8. 16 SEP 0940 117 0.04 0.01 0.03 27. * 16 SEP 2140 261 0.01 0.00 0.01 8. 16 SEP 0945 118 0.04 0.01 0.03 27. * 16 SEP 2145 262 0.01 0.00 0.01 8. 16 SEP 0950 119 0.04 0.01 0.03 28. * 16 SEP 2150 263 0.01 0.00 0.01 8. 16 SEP 0955 120 0.04 0.01 0.04 29. * 16 SEP 2155 264 0.01 0.00 0.01 8. 16 SEP 1000 121 0.04 0.01 0.04 30. * 16 SEP 2200 265 0.01 0.00 0.01 8. 16 SEP 1005 122 0.05 0.01 0.04 31. * 16 SEP 2205 266 0.01 0.00 0.01 8. 16 SEP 1010 123 0.05 0.01 0.04 32. * 16 SEP 2210 267 0.01 0.00 0.01 8. 16 SEP 1015 124 0.05 0.01 0.04 33. * 16 SEP 2215 268 0.01 0.00 0.01 8. 16 SEP 1020 125 0.05 0.01 0.04 34. * 16 SEP 2220 269 0.01 0.00 0.01 8. 16 SEP 1025 126 0.05 0.01 0.05 36. * 16 SEP 2225 270 0.01 0.00 0.01 8. 16 SEP 1030 127 0.04 0.01 0.04 37. * 16 SEP 2230 271 0.01 0.00 0.01 8. 16 SEP 1035 128 0.05 0.01 0.04 37. * 16 SEP 2235 272 0.01 0.00 0.01 8. 16 SEP 1040 129 0.05 0.01 0.04 38. * 16 SEP 2240 273 0.01 0.00 0.01 8. 16 SEP 1045 130 0.05 0.01 0.04 38. * 16 SEP 2245 274 0.01 0.00 0.01 8. 16 SEP 1050 131 0.05 0.01 0.05 38. * 16 SEP 2250 275 0.01 0.00 0.01 8. 16 SEP 1055 132 0.06 0.01 0.05 39. * 16 SEP 2255 276 0.01 0.00 0.01 8. 16 SEP 1100 133 0.10 0.01 0.09 41. * 16 SEP 2300 277 0.01 0.00 0.01 8. KIMLEY-HORN PRE-DEVELOPMENT MODEL 16 SEP 1105 134 0.11 0.01 0.10 46. * 16 SEP 2305 278 0.01 0.00 0.01 8. 16 SEP 1110 135 0.11 0.01 0.10 53. * 16 SEP 2310 279 0.01 0.00 0.01 7. 16 SEP 1115 136 0.12 0.01 0.11 62. * 16 SEP 2315 280 0.01 0.00 0.01 7. 16 SEP 1120 137 0.13 0.01 0.12 72. * 16 SEP 2320 281 0.01 0.00 0.01 7. 16 SEP 1125 138 0.14 0.01 0.13 81. * 16 SEP 2325 282 0.01 0.00 0.01 7. 16 SEP 1130 139 0.17 0.01 0.16 90. * 16 SEP 2330 283 0.01 0.00 0.01 7. 16 SEP 1135 140 0.19 0.01 0.17 100. * 16 SEP 2335 284 0.01 0.00 0.01 7. 16 SEP 1140 141 0.21 0.01 0.20 112. * 16 SEP 2340 285 0.01 0.00 0.01 7. 16 SEP 1145 142 0.34 0.02 0.32 129. * 16 SEP 2345 286 0.01 0.00 0.01 7. 16 SEP 1150 143 0.40 0.02 0.38 154. * 16 SEP 2350 287 0.01 0.00 0.01 7. 16 SEP 1155 144 0.62 0.03 0.60 194. * w 16 SEP 2355 288 0.01 0.00 0.01 7. wwwwwwwwwwwwwwwwwwwwwww wwwwwwwwwwww wwwwwww wwwwwwwwwwwwwwww wwwwwwwwww wwwwwwwwwwwwwwwww wwwwww wwwwwwwwwwwwwwww wwwwwwwwwwwwwwwwwwwwwwww TOTAL RAINFALL = 10.94, TOTAL LOSS = 1.36, TOTAL EXCESS = 9.59 PEAK FLOW TIME MAXIMUM AVERA GE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 23.92-HR 418. 12.25 (CFS) 93. 31. 31. 31. (INCHES) 7.302 9.551 9.551 9.551 (AC-FT) 46. 61. 61. 61. CUMULATIVE AREA = 0.12 SO MI www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www www wwwwwwwwwwwwww w w 29 KK * 41 * COMB ROUTED HYDRO AND WPN II w w wwwwwwwwwwwwww 30 KO OUTPUT CONTROL VARIABLES IPRNT 2 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE 31 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE www ***************ww**w,r**wwwwwww**wwwwww*wwww*www*ww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww HYDROGRAPH AT STATION 41 SUM OF 2 HYDROGRAPHS wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww w w w DA MON HRMN ORD FLOW * w DA MON HRMN ORD FLOW * w DA MON HRMN ORD FLOW * w DA MON HRMN ORD FLOW 16 SEP 0000 1 0. * 16 SEP 0600 73 58. * 16 SEP 1200 145 1949. * 16 SEP 1800 217 250. 16 SEP 0005 2 0. * 16 SEP 0605 74 61. * 16 SEP 1205 146 2438. * 16 SEP 1805 218 246. 16 SEP 0010 3 0. * 16 SEP 0610 75 65. * 16 SEP 1210 147 2981. * 16 SEP 1810 219 240. 16 SEP 0015 4 0. * 16 SEP 0615 76 70. * 16 SEP 1215 148 3564. * 16 SEP 1815 220 232. 16 SEP 0020 5 0. * 16 SEP 0620 77 75. * 16 SEP 1220 149 3931. * 16 SEP 1820 221 223. 16 SEP 0025 6 0. * 16 SEP 0625 78 81. * 16 SEP 1225 150 4066. * 16 SEP 1825 222 213. 16 SEP 0030 7 0. * 16 SEP 0630 79 88. * 16 SEP 1230 151 4049. * 16 SEP 1830 223 203. 16 SEP 0035 8 0. * 16 SEP 0635 80 94. * 16 SEP 1235 152 3920. * 16 SEP 1835 224 194. 16 SEP 0040 9 0. * 16 SEP 0640 81 100. * 16 SEP 1240 153 3706. * 16 SEP 1840 225 185. 16 SEP 0045 10 0. * 16 SEP 0645 82 107. * 16 SEP 1245 154 3408. * 16 SEP 1845 226 177. 16 SEP 0050 11 0. * 16 SEP 0650 83 112. * 16 SEP 1250 155 3075. * 16 SEP 1850 227 170. 16 SEP 0055 12 0. * 16 SEP 0655 84 118. * 16 SEP 1255 156 2771. * 16 SEP 1855 228 164. 16 SEP 0100 13 0. * 16 SEP 0700 85 123. * 16 SEP 1300 157 2530. * 16 SEP 1900 229 159. 16 SEP 0105 14 0. * 16 SEP 0705 86 129. * 16 SEP 1305 158 2290. * 16 SEP 1905 230 155. 16 SEP 0110 15 0. * 16 SEP 0710 87 134. * 16 SEP 1310 159 2052. * 16 SEP 1910 231 151. 16 SEP 0115 16 0. * 16 SEP 0715 88 138. * 16 SEP 1315 160 1827. * 16 SEP 1915 232 147. 16 SEP 0120 17 0. * 16 SEP 0720 89 143. * 16 SEP 1320 161 1620. * 16 SEP 1920 233 145. 16 SEP 0125 18 0. * 16 SEP 0725 90 148. * 16 SEP 1325 162 1434. * 16 SEP 1925 234 142. 16 SEP 0130 19 0. * 16 SEP 0730 91 152. * 16 SEP 1330 163 1271. * 16 SEP 1930 235 140. 16 SEP 0135 20 0. * 16 SEP 0735 92 157. * 16 SEP 1335 164 1131. * 16 SEP 1935 236 138. 16 SEP 0140 21 0. * 16 SEP 0740 93 161. * 16 SEP 1340 165 1015. * 16 SEP 1940 237 136. 16 SEP 0145 22 0. * 16 SEP 0745 94 166. * 16 SEP 1345 166 919. * 16 SEP 1945 238 134. KIMLEY-HORN PRE-DEVELOPMENT MODEL 16 SEP 0150 23 0. * 16 SEP 0750 95 171. * 16 SEP 1350 167 843. * 16 SEP 1950 239 132. 16 SEP 0155 24 0. * 16 SEP 0755 96 175. * 16 SEP 1355 168 785. * 16 SEP 1955 240 131. 16 SEP 0200 25 0. * 16 SEP 0800 97 180. * 16 SEP 1400 169 745. * 16 SEP 2000 241 129. 16 SEP 0205 26 0. * 16 SEP 0805 98 185. * 16 SEP 1405 170 709. * 16 SEP 2005 242 128. 16 SEP 0210 27 0. * 16 SEP 0810 99 189. * 16 SEP 1410 171 676. * 16 SEP 2010 243 127. 16 SEP 0215 28 0. * 16 SEP 0815 100 194. * 16 SEP 1415 172 646. * 16 SEP 2015 244 126. 16 SEP 0220 29 0. * 16 SEP 0820 101 199. * 16 SEP 1420 173 618. * 16 SEP 2020 245 124. 16 SEP 0225 30 0. * 16 SEP 0825 102 204. * 16 SEP 1425 174 593. * 16 SEP 2025 246 123. 16 SEP 0230 31 0. * 16 SEP 0830 103 209. * 16 SEP 1430 175 570. * 16 SEP 2030 247 122. 16 SEP 0235 32 0. * 16 SEP 0835 104 215. * 16 SEP 1435 176 549. * 16 SEP 2035 248 121. 16 SEP 0240 33 0. * 16 SEP 0840 105 220. * 16 SEP 1440 177 529. * 16 SEP 2040 249 120. 16 SEP 0245 34 1. * 16 SEP 0845 106 225. * 16 SEP 1445 178 512. * 16 SEP 2045 250 119. 16 SEP 0250 35 1. * 16 SEP 0850 107 231. * 16 SEP 1450 179 496. * 16 SEP 2050 251 118. 16 SEP 0255 36 2. * 16 SEP 0855 108 237. * 16 SEP 1455 180 481. * 16 SEP 2055 252 117. 16 SEP 0300 37 2. * 16 SEP 0900 109 243. * 16 SEP 1500 181 468. * 16 SEP 2100 253 116. 16 SEP 0305 38 3. * 16 SEP 0905 110 249. * 16 SEP 1505 182 455. * 16 SEP 2105 254 115. 16 SEP 0310 39 4. * 16 SEP 0910 111 256. * 16 SEP 1510 183 443. * 16 SEP 2110 255 114. 16 SEP 0315 40 5. * 16 SEP 0915 112 263. * 16 SEP 1515 184 431. * 16 SEP 2115 256 113. 16 SEP 0320 41 6. * 16 SEP 0920 113 270. * 16 SEP 1520 185 420. * 16 SEP 2120 257 113. 16 SEP 0325 42 7. * 16 SEP 0925 114 278. * 16 SEP 1525 186 410. * 16 SEP 2125 258 112. 16 SEP 0330 43 9. * 16 SEP 0930 115 286. * 16 SEP 1530 187 400. * 16 SEP 2130 259 111. 16 SEP 0335 44 10. * 16 SEP 0935 116 295. * 16 SEP 1535 188 391. * 16 SEP 2135 260 110. 16 SEP 0340 45 12. * 16 SEP 0940 117 304. * 16 SEP 1540 189 382. * 16 SEP 2140 261 109. 16 SEP 0345 46 13. * 16 SEP 0945 118 313. * 16 SEP 1545 190 374. * 16 SEP 2145 262 108. 16 SEP 0350 47 14. * 16 SEP 0950 119 322. * 16 SEP 1550 191 366. * 16 SEP 2150 263 108. 16 SEP 0355 48 16. * 16 SEP 0955 120 331. * 16 SEP 1555 192 359. * 16 SEP 2155 264 107. 16 SEP 0400 49 18. * 16 SEP 1000 121 341. * 16 SEP 1600 193 352. * 16 SEP 2200 265 106. 16 SEP 0405 50 19. * 16 SEP 1005 122 352. * 16 SEP 1605 194 345. * 16 SEP 2205 266 105. 16 SEP 0410 51 21. * 16 SEP 1010 123 363. * 16 SEP 1610 195 339. * 16 SEP 2210 267 105. 16 SEP 0415 52 22. * 16 SEP 1015 124 374. * 16 SEP 1615 196 333. * 16 SEP 2215 268 104. 16 SEP 0420 53 24. * 16 SEP 1020 125 386. * 16 SEP 1620 197 327. * 16 SEP 2220 269 103. 16 SEP 0425 54 25. * 16 SEP 1025 126 399. * 16 SEP 1625 198 322. * 16 SEP 2225 270 102. 16 SEP 0430 55 27. * 16 SEP 1030 127 412. * 16 SEP 1630 199 317. * 16 SEP 2230 271 102. 16 SEP 0435 56 29. * 16 SEP 1035 128 424. * 16 SEP 1635 200 312. * 16 SEP 2235 272 101. 16 SEP 0440 57 30. * 16 SEP 1040 129 434. * 16 SEP 1640 201 307. * 16 SEP 2240 273 100. 16 SEP 0445 58 32. * 16 SEP 1045 130 443. * 16 SEP 1645 202 303. * 16 SEP 2245 274 100. 16 SEP 0450 59 34. * 16 SEP 1050 131 451. * 16 SEP 1650 203 298. * 16 SEP 2250 275 99. 16 SEP 0455 60 35. * 16 SEP 1055 132 460. * 16 SEP 1655 204 294. * 16 SEP 2255 276 98. 16 SEP 0500 61 37. * 16 SEP 1100 133 472. * 16 SEP 1700 205 290. * 16 SEP 2300 277 98. 16 SEP 0505 62 39. * 16 SEP 1105 134 492. * 16 SEP 1705 206 286. * 16 SEP 2305 278 97. 16 SEP 0510 63 40. * 16 SEP 1110 135 525. * 16 SEP 1710 207 282. * 16 SEP 2310 279 96. 16 SEP 0515 64 42. * 16 SEP 1115 136 574. * 16 SEP 1715 208 279. * 16 SEP 2315 280 96. 16 SEP 0520 65 44. * 16 SEP 1120 137 634. * 16 SEP 1720 209 275. * 16 SEP 2320 281 95. 16 SEP 0525 66 46. * 16 SEP 1125 138 705. * 16 SEP 1725 210 272. * 16 SEP 2325 282 95. 16 SEP 0530 67 47. * 16 SEP 1130 139 784. * 16 SEP 1730 211 268. * 16 SEP 2330 283 94. 16 SEP 0535 68 49. * 16 SEP 1135 140 883. * 16 SEP 1735 212 265. * 16 SEP 2335 284 94. 16 SEP 0540 69 51. * 16 SEP 1140 141 1013. * 16 SEP 1740 213 262. * 16 SEP 2340 285 93. 16 SEP 0545 70 53. * 16 SEP 1145 142 1158. * 16 SEP 1745 214 259. * 16 SEP 2345 286 92. 16 SEP 0550 71 55. * 16 SEP 1150 143 1339. * 16 SEP 1750 215 256. * 16 SEP 2350 287 92. 16 SEP 0555 72 56. * w 16 SEP 1155 144 1588. * w 16 SEP 1755 216 253. * * 16 SEP 2355 288 91. w*w*****w www********* ww*w****** *y,w ww** **********www ww*****w wwww ****w,rww *w**wwwwwwwww,r*w,tww** **wwww*w **wwwwwwwww*w wwwww*ww*w PEAK FLOW TIME MAXIMUM AV ERAGE FL OW (C FS) (HR) 6 -HR 24-HR 72- HR 23.92 -HR 4066. 12.42 (CFS) 11 75. 386. 386. 3 86. (INCHES) 7. 318 9.578 9.5 78 9. 578 (AC-FT) 5 83. 763. 763. 763. CUMULATIVE AREA = 1.49 SQ MI ww* www www w** *ww www www w** www www *w* www w*w www www www www www w*w www **w www w*w ww* www 75 KK * 46 * COMBINE RT46 AND WPNV * * 77 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE KIMLEY-HORN PRE-DEVELOPMENT MODEL IPNCH 1 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 288 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.083 TIME INTERVAL IN HOURS KIMLEY-HORN PRE-DEVELOPMENT MODEL RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MIL ES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT WPNI 1570. 12.17 333. 110. 110. HYDROGRAPH AT WPCI 2699. 12.50 750. 246. 246. 2 COMBINED AT 40 3956. 12.33 1083. 356. 356. ROUTED TO RT41 3739. 12.50 1082. 355. 355. HYDROGRAPH AT WPN2 418. 12.25 93. 31. 31. 2 COMBINED AT 41 4066. 12.42 1175. 386. 386. HYDROGRAPH AT WPBI 807. 12.17 172. 57. 57. 2 COMBINED AT 42 4674. 12.42 1346. 443. 443. ROUTED TO RT43 4377. 12.58 1345. 442. 442. HYDROGRAPH AT WPN3 471. 12.17 92. 30. 30. 2 COMBINED AT 43 4573. 12.58 1436. 472. 472. HYDROGRAPH AT WPAI 1386. 12.50 385. 127. 127. 2 COMBINED AT 44 5938. 12.50 1820. 599. 599. ROUTED TO RT45 4544. 13.58 1819. 595. 595. HYDROGRAPH AT WPN4 1410. 12.92 526. 173. 173. 2 COMBINED AT 45 5592. 13.17 2345. 768. 768. ROUTED TO RT46 5517. 13.67 2341. 764. 764. HYDROGRAPH AT WPNV 1305. 12.33 327. 106. 106. 2 COMBINED AT 46 5755. 13.58 2663. 870. 870. BASIN AREA 0.42 0.95 1.37 1.37 0.12 1.49 0.21 1.71 1.71 0.12 1.82 0.49 2.31 2.31 0.67 2.98 2.98 0.43 3.41 MAXIMUM TIME OF STAGE MAX STAGE 283.59 12.50 273.29 12.58 263.15 13.58 247.40 13.67 NORMAL END OF HEC-1 01/06/00 THU 14:41 FAX 9722393820 DALLAS Kimley-barn ~J and Associates, Inc. Z002 suite 1900 12700 Park central Drive Dallas. Texas 75251 January b, 2000 Mr. Jeff Tondre, P.E. City of College Station 1101 Texas Avenue College Station, Texas 77842 Re. Wolf Pen Plaza Construction Permit Dear Jeff: Per your meeting today with Chris Frysinger, we understand that grading operations can continue on the Wolf Pen Plaza site. It is our understanding that a Development Permit will be released tomorrow, January 7`s. This permit will enable the owner to continue with all site construction. If you have any questions regarding this schedule, please do not hesitate to contact me. Your prompt attention to this matter is greatly appreciated. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Kevin Gaskey, cc: Arthur d rson, Winstead Sechrest & Miniek P.C. Natalie Ruiz, City of College Station Eric Seitz, The Seitz Group Richard Collier, Zimmer Development Company Jorge de la Garza, MDN Architect Chris Frysinger, Kimley-Horn URANOGRIVOLIIPROD%CI VIL16,VVY.%b27~7'ouJtc_pcrmit.Juc 0 TEL 972 770 1300 FAX 972 239 3820 r ■ a I~ GR 2.72 1243 272 1314 SECTION UPDATE D USING LATEST TOPO-NOV 6, 1',)95 X1 126 00 22 1161 1244 240 i80 3170 OR 276 1000 274 100'i 72, 1012 270 1028 GR 266 1133 266 1161 264 1177 264 !190 OR 2G0 1225 258 1226 256 1232 258 1237 GR 26H 1257 268 1271 266 1'285 268 1320 GR 270 1380 272 1512. 1 20DEC99 47:06 NC .0'70 .070 .050 SECTION UPDATE D USING LATEST TOPO-NOV 6, 1995 X1 130.90 21 1010 1099 500 310 750 GR 276 1000 274 1010 2'12 1020 270 1029 GR 266 1049 264 1056 258 1065 'S8 1082 GR 266 1099 268 1149 268 1162 270 1265 OR 272 1485 272 1520 274 1565 '7q 1593 OR 278 1823 SECTION UPDATE D USING LATEST TOPO-NOV 6, 1995 erv me yers upd ate in lob w mwr revisi ons in ro'u LOB OF SECTION REVISED TO REFL ECT FIELD SURVEY O1/94,U PDATED 11-6.95 > X1 135.60 24 1860 1920 340 300 835 0- G R 277.5 1000 278 1184 276 1294 Z77- 1321 GR 270 1540 268 1550 268 1763 270 1848 GR 268 1875 266 1880 263.14 1895 264 1900 GR 268 1910 270 1920 272 1930 274 1945 GR 2'78 1975 280 2035 282 2200 284 2290 QT 4 2837 3954 4444 5541 SECTION UPDATE D USING LATEST TOPO-NOV 6, 1995 erv meyers upd ate in lob w mwr revisi ons i rob LOB OF SECTION REVISED TO REFL ECT FIELD SURVEY 01/94,U PDATED 11-6-95 X1 145.60 16 1610 1636 410 450 550 OR 280 1090 278 1127 275 1328 273 1580 OR 265.95 1624 265.95 1624 266 1627 2G8 1630 GR. 272 1725 274 1756 276 1785 278 1814 OR 280 1894 SECTION CUTOFF AT X14AS STORE X1 156.40 13 1135 1190 520 600 1080 OR 283.24 1120 283.24 1120 283.24 1120 274.0 1135 GR 270.0 1150 267.52 1155 270.0 1175 272.0 1190 GR 276.0 1330 278.0 1370 280.0 1480 QT 4 2980 4109 4564 5519 SECTION REVISI ON IMPLEMENTED 9/1i 99 LACOUR SUBDIVISION NO FILL IN LEFT BANK X1 160.20 15 1360 1400 250 220 380 GR 282.0 1000 280.0 1065 278.0 1080 276.0 1130 GR 274.0 12.90 272.0 1360 270.0 1365 266.79 1375 GR 274.0 1400 276.0 1420 278.0 1470 280.0 1555 LACOUR SUBDIVISION NO FILL IN LEFT BANE Y.1 163.00 14 1460 1492 350 240 280 GR 284.0 1230 280.0 1230 280.0 1245 278.0 1300 GR 270.0 1475 268.98 1480 270.0 1485 272.0 1492 GR 276.0 1600 278.0 1665 280.0 1690 284.0 1745 Section 166.12 Added 09/01/99 BY KHA pet updated tops Right Channel revised to proposed con ditions 09/03/99 BY KHA Mannings n v'al ~es modified in right bank 09/03/ 99 BY KHA 1 , 20DEC99 15:47:06 NC 070 .065 .05 X1 166.10 18 1432 1472 200 200 280 GR 288 508 286 799 284 1043 282 GR 278 1310 276 1429 274 1432 272 GR 272 1471 274 1472 276 1474 278 GR 282 1523 284 1568 293 1569 QT 4 2591 3571 3969 4800 Section 171.80 Revised 09/01/99 B Y KHA per updated tops Right Channel revised to proposed conditions 09/03/99 BY KHA S ECTIOD: CUTOFF AT CAR WASH X1 171.80 17 1383 1413 200 OR 286.0 1005 284 1090 282 1260 2 80 GR 276 1383 274 1389 272 1395 271.9 OR 274 1407 276 1413 278 1422 280 GR 283 1479 290 1460 Section 173.3: Added 0 9/01/99 BY .11A per updated topo Right Channel revised to proposed conditions 09/03/99 BY KHA X1 173.30 22 1355 1386 120 250 140 GR 290 548 288 693 288 905 286 GR 284 1.210 282 1297 280 1329 278 GR 274 1359 272 1364 271.5 1 370 272 GR 276 1386 278 1393 280 1404 282 GR 2 88 S 1461 290 1 490 280 570 268 I03 268 1059 262 122i 268 124; 270 1141 PAG F. 6 264 109" 272 1425 :t76 1741 270 1515 270 1860 266 1905 276 195° 272 161:1 270 1635 280 1644 272.0 1145 ",]74.0 1260 276.0 1240 270.0 1385 282.0 1610 '76.0 1960 274.0 1515 1078 280 1990 '_71.0 1476 280 1292 278 1400 272 1931 282 960 286 1349 276 1375 274 1434 292.5 PAGE 7 1098 1456 1508 ✓f ~ ~ 1l' 1344 1405 l 1441 1066 1355 13 Al 1460 GR 266 1099 268 1149 268 1162 270 274 1565 274 GR 272 1485 272 1520 GR 278 1823 SECTION UPDATED USING LATEST TOPO-NOV 6, 1995 erv meyers update in lob w mwr revisions in rob LOB OF SECTION REVISED TO REFLECT FIELD SURVEY h 001/94,UPD}00D 11-6-95II75 X1 135.60 24 1860 1920 276 1294 272 GR 277.5 1000 278 1184 268 1763 270 GR 270 1540 268 1550 1895 264 GR 268 1875 266 1880 263.14 1930 274 GR 268 1910 270 1920 272 2200 284 GR 278 1975 280 2035 QT 4 2837 3954 4444 5541 SECTION UPDATED USING LATEST TOPO-NOV 6, 1995 erv meyers update in lob w mwr revisions in rob UPDATED 11-6-95 LOB OF SECTION REVISED TO REFLECT FIELD SURVEY 41001/94, 950 550 X.1 145.60 16 1610 1636 1328 273 GR 280 1090 278 1127 275 1627 268 GR 265.95 1624 265.95 1624 266 1785 278 274 1756 276 GR 272 1725 GR 280 1894 SECTION CUTOFF AT XMAS STORE 1080 X1 156.40 13 1135 1190 520 600 GR 283.29 1120 283.24 1120 283.24 1120 274.0 1175 GR 270.0 1150 267.52 1155 270.0 1480 272.0 GR 276.0 1330 278.0 1370 280.0 QT 4 2980 4109 4564 5519 SECTION REVISION IMPLEMENTED 9/1/99 LACOUR SUBDIVISION NO FILL IN LEFT BANK 220 380 X1 160.20 15 1360 1400 250 GR 282.0 1000 280.0 1065 278.0 1080 276.0 1290 272.0 1360 270.0 1365 266.79 GR 274.0 GR 274.0 1400 276.0 1420 278.0 1470 • 280.0 SECTION REVISION IMPLEMENTED 9/1/99 LACOUR SUBDIVISION NO FILL IN LEFT BANK 240 280 X1 163.00 14 1460 1492 350 GR 284.0 1230 280.0 1230 280.0 1245 278.0 GR 270.0 1475 268.98 1480 270.0 1485 272.0 GR 276.0 1600 278.0 1665 280.0 1690, 284.0 Section 166.10 Added 09/01/99 BY KRA per updated topo 1 20DEC99 15:48:37 X1 166.10 19 1432 1472 200 200 280 282 GR 288 508 286 799 284 1043 GR 278 1310 276 1429 274 1432 272 GR 272 1471 274 1472 276 1474 278 GR 282 1523 284 1568 286 1584 288 QT 4 2591 3571 3969 4800 Section 171.80 Revised 09/01/99 BY KHA per updated topo SECTION CUTOFF AT CAR WASH X1 171.80 18 1383 1413 200 12280 570 60 280 GR 286.0 1005 289 1090 282 GR 276 1383 274 1389 272 1395 271.9 GR 274 1407 276 1413 278 1422 280 GR 284 1531 286 1621 288 1686 Section 173.30 Added 09/01/99 BY KHA per updated topo X1 173.30 21 1355 1386 120 250 286 GR 290 548 288 693 288 905 278 GR 284 1210 282 1297 280 1324 272 GR 274 1359 272 1364 271.5 1370 GR 276 1386 278 1393 280 1404 282 GR 286 1637 288 1687 Section 175.30 Revised 09/01/99 BY KHA Per updated topo 170 210 X1 175.30 21 1307 1343 286 1109 284 GR 290 559 288 839 GR 280 1287 278 1307 276 1317 274 274 1337 276 GR 271.7 1330 272'0 11334 351 284 1395 284 GF 280 1346 2.82.0 GR 288 1581 QT 4 2575 3520 3900 4740 Section 176.50 Added 09/01/99 BY KHA per updated topo X1. 176.50 17 1175 1234 90 150 2145 89 GR 290 470 288 622 286 1033 279 GR 280 1175 278 1185 276 1195 270 GR 274 1212 276 1218 278 1225 GR 284 1374 286 1445 Section 179.40 Revised 09/01/99 BY KHA per updated topo NC .070 .070 .050 .3 .5 100' D/S OF BOX CULVERT ON TEXAS AVENUE 220 260 265 X1 179.40 19 1086 1162 GR 290 706 288.9 766 288.0 856 286.0 GP. 282 1086 280.0 1095 278 1109 276 G R 273.5 1130 274 1135 276 1139 278 GP. 282 1162 284.0 1172 2B6 1497 288 1 20DEC99 15:48:37 1265 272 1425 1593 276 1,748 1321 270 1515 1848 270 1860 1900 266 1905 1945 276 1955 2290 1580 272 1630 270 1614 280 113.1 272.0 1190 274.0 1130 276.0 1375 270.0 1555 282.0 1300 276.0 1492 274.0 1145 1078 280 1440 271.0 1476 280 1618 1292 1400 1431 960 1344 1375 1434 1189 1321 1340 1506 1113 1201 1234 1610 1636 1844 1145 1260 M 1240 1385 1610 1460 1515 PAGE 7 1098 1456 1508 278 1344 272 1405 282 1441 286 1066 276 1355 274 1381 284 1592 282 1213 272 1325 278 1343 286 1536 282 1143 273.2. 1206 282 1264 1026 284.0 1118 274 1144 280 1501 1079 1124 1156 PAGE B Section 175 .30 Revised 09/01/99 BY KHA per updated topo Right Channel revised to proposed conditions 09/03/99 BY KHA X1 175.30 20 1307 1343 210 170 210 GR 290 559 288 839 286 1109 284 1189 282 1213 GR 280 1287 278 1307 276 1317 274 1321 272 1325 GR 271.7 1330 272.0 1334 274 1337 276 1340 278 1343 GR 280 1346 282.0 1351 284 1395 289.6 1396 290 1430 QT 4 2575 3520 3900 4740 Section 176 .50 Added 0 9/01/99 BY KHA per updated topo Right Channel revised to proposed conditions 09/03/99 BY KHA X1 176.50 19 1175 1234 90 150 145 GR 290 470 288 622 286 1033 284 1113 282 1143 GR 280 1175 278 1185 276 1195 274 1201 273.2 1206 GR 274 1212 276 1218 279 1225 280 1234 282 1264 GR 283 1283 284 1296 285 1309 286 1322 Section 179 .40 Revised 09/01/99 BY KHA per updated topo Mannings n values in r ight bank specified to original value 09/03/99 NC .070 .070 .050 .3 .5 100' D/S OF BOX CULVERT ON TEXAS AVENU E X1 179.40 19 1086 1162 220 260 265 GR 290 706 288.9 766 288.0 856 286.0 1026 284.0 1079 GR 282 1086 280.0 1095 278 1109 x'+'276 1118 274 1124 GR 273.5 1130 274 1135 276 1139 278 1144 280 1156 GR 282 1162 284.0 1172 286 1497 288 1501 1 20DEC99 15:47:06 PAGE 8 D/S FACE BOX CU LVERTS ON TEXAS AVENUE X1 180.40 11 1235 1266.3 160 60 ' 100 GR 290.0 Boo 289.4 1000 286.6 1235 273.01 1235 273.01 1266.3 'GR 286.5 1266.3 286.0 1410 286.0 1500 286.4 1590 287.2 1625 GR 290.5 1640 NC .015 SB 1.25 1.5 2.9 0 31.3 1.3 300 0 273.01 273.01 X1 181.12 112 112 112 X2 1 283.01 286.6 BT 9 800 290.0 0 1000 286.6 0 ! 1235 286.75 0 BT 1266.3 286.75 0 1410 286.6 0 1500 286.6 0 1590 ST 286.8 0 1625 287.2 0 1640 290.5 0 NC .065 .065 .055 .1 .l NDM STATION 186.00 100' U/S BOX CULVERTS X1 182.40 11 1185 1270 100 100 100 GR 290.0 800 289.4 1000 286.6 1150 286.0 1185 273.8 1207 GR 273.8 1215 284.0 1250 286.0 1270 288.0 1300 288.0 1555 GR 290.0 1620 NDM STATION 189.00 X1 185.50 12 1370 1435 260 390 300 GR 295.0 i000 295.0 1310 288.0 1310 286.0 1370 276.3 1400 GR 276.3 1403 288.0 1435 290.0 1470 292.0 1545 294.0 1660 GR 298.0 1840 300.0 1880 NDM STATION 191.50 X1 188.00 8 1425 1490 150 270 250 GR 290.0 1060 288.0 1370 286.0 1425 276.75 1462 286.0 1490 GR 288.0 i500 290.0 1510 300.0 1765 ' QT 4 2560 3464 3855 4675 ND11 STATION 194.30 X1 190.80 13 1235 1280 230 200 280 GR 295.0 1175 288.0 1185 286.0 1235 277.5 1258 277.5 1262 GR 284.0 1280 286.0 1355 290.0 1395 292.0 1435 294.0 1490 GR 296.0 1530 298.0 1585 300.0 1610 NC 075 NDM STATION 197.00 X1 193.50 12 1252 1297 275 320 270 GR 295.0 1210 289.0 1210 288.0 1240 286.0 1252 278.1 1275 GR 286.0 1297 288.0 1320 290.0 1345 294.0 1410 296.0 1490 GR 298.0 1570 300.0 1610 NDM STATION 199.00 1 20DEC99 15:47:06 PAGE 9 X1 195.50 12 1292 1380 200 150 200 GR 295.0 1260 288.0 1260 280.0 1311 279.0 1315 280.0 1322 GR 286.0 1340 288.0 1355 290.0 1380 292 1500 296.0 1560 GR 298.0 1620 300.0 1690 NC .085 .085 .050 QT 4 1C50 1391 1536 1830 NDM STATION 201.00 X1 197.50 13 1290 1350 380 130 200 GR 300.0 1160 293.5 1170 292.0 1230 290.0 1255 286.0 1275 GR 284.0 1290 280.5 1320 282.0 1330 284.0 1350 290.0 1380 GR 296.0 1470 298.0 1610 300.0 1655 NDM !;TATION 203.00 Xl 197.50 10 1230 1290 150 230 200 GR 300.0 1140 293.5 1150 292.0 1170 286.0 1230 282.0 1260 286.0 1290 296.0 1380 298.0 1415 300.0 1455 302.0 1520 NUM STATION 207.00 Xl 203.50 12 1355 1375 320 410 400 GR 300.0 1000 298.0 1015 296.0 1100 296.0 1285 294.0 1285 GR 2H8.0 1355 286.1 1370 286.0 1375 294.0 1410 296.2 1410 GR 298.0 1792 300.0 1800 NDM STATION 209.00 X1 205.50 14 1.198 1215 180 130 225 GR 300.0 1000 298.0 1080 294.0 1140 292.0 1160 290.0 1180 GR 288.0 1198 287.0 1205 288.0 1215 290.0 1225 294.0 1250 GR 296.0 1275 298.0 1300 298.0 1380 300.0 1390 NDM STATION 210.90 XL 207,30 10 1185 1210 170 140 180 GR 304.0 1000 300.0 1140 298.0 1158 296.0 1168 290.0 1185 GR 28"7.5 1195 290.0 1210 296.0 1233 300.0 1250 302.0 1400 NC .3 .5 NDM STATION 213.30 X1 209.80 10 1250 1265 250 240 250 GR 306.0 1000 304.0 1061 302.0 1140 300.0 1180 298.0 1197 GR 290.0 1250 289.0 1255 290.0 1265 300.0 1265 300.8 1430 NDM STATION 215.30 X1 211.80 12 1295 1310 150 180 200 GR 310.0 1000 308.0 1060 306.0 1100 304.0 1190 300.0 1265 GR 294.0 1295 291.0 1308 294.0 1310 298.0 1345 300.0 1360 ' GR 300.7 1380 300.8 1580 NDM STATION 215.90 1 20DEC99 15:47:06 PAGE 10 X1 212.40 18 1101.9 1114.1 90 30 60 GR 308.1 820 308.0 830 304.0 1000 302.0 1070 298.0 1086 GR 290.96 1101.9 29096 1102 290.96 1102.8 290.96 1105 290.96 1108 OR 294.96 1111 290.96 1113.2 290.96 1114 290.96 1114.1 298.0 1129 SIR 300.6 1175 300.6 1210 320.0 1210.1 NC .024 SB 1.25 1.5 ;2.9 0 8.5 0 55 0 290.96 290.96 NON STATION 216.30 X1 212.80 40. 40 40 X2 1 297.46 300.60 ' BT 18 820 308.1 0 830 308.0 0 1000 304.0 0 BT 1070 302.0 0 1086 301.3 0 1101.9 300.6 0 1102 BT 300.6 0 1102.6 300.6 0 1105 300.6 0 1108 300.6 BT 0 1111 300.6 0 1113.2 300.6 0 1114 300.6 0 BT 1114.1 300.6 0 1129 300.6 0 1175 300.6 0 1210 BT 300.6 0 1210.1 320.0 0 NC .050 .050 .045 NUM STATION 216.30 Xi 213.00 13 1315 1345 20 20 20 GR 308.1 1000 308.0 1055 306.0 1135 304.0 1190 302.0 1225 OR 300.0 1300 298.0 1315 292.5 1330 292.5 1338 298.0 1345 GR 300.0 1380 300,0 1395 320.0 1395 NDM STATION 219.20 X1 215.70 13 1225 1255 230 290 270 OR 307.0 1000 306.0 1055 304.0 1190 302.0 1205 298.0 1225 CR 294.0 1240 296.0 1250 298.0 1255 300.0 1275 302.0 1340 GR 306.0 1380 308.0 1395 310.0 1420 NC 1 3 NDM STATION 221.10 XI 217.60 14 1150 1210 300 300 190 GR 305.9 1000 306.0 1030 306.0 1085 304.0 1150 300.0 1170 GR 296.2 1175 296.2 1185 298.0 1195 300.0 1200 302.0 1210 GR 304.0 1230 306.0 1245 308.0 1265 310.0 1290 NDM STATION 223.20 X1 219.70 9 1085 1120 170 210 210 OR 306.0 1000 304.0 1055 302.0 1085 300.0 1090 297.0 1100 GR 300.0 1115 302.0 1120 308.0 1150 310.0 1170 1 20DEC99 15:47:06 PAGE 11 IHLEQ = 1. TH EREFORE FRICTION LOSS (HLI IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VA RY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 1 20DEC99 15:47:06 PAGE 12 File 1: C:\TEMP\WLF CE2.DAT File 2: C:\TEMP\WLF PP2.DAT Date : Fri 07 Jan 2000 02:17:08 pm ****Delete lines 16-17 of C:\TEMP\WLF CE2.DAT * Revised 09/01/99 for updated topo at sections 171.8-180.40 (MPJ KHA) * Added sections 166.1, 173.3 & 176.5 per updated topo 09/01/99 (MPJ KHA) ****Insert lines 16-18 from C:\TEMP\WLF PP2.DAT * Revised 09/01/99 for updated topo at sections 171.8-180.40 (KHA) * Added sections 166.1, 177.3 & 176.5 per updated topo 09/01/99 (KHA) * Revised 09/01/99 to proposed right bank conditions 166.1-179.4 (KHA) ****Delete lines 44-46 of C:\TEMP\WLF CE2.DAT T1 HYDRAULIC ANALYSIS OF WOLF PEN CREEK AND TRIBUTARIES REVISED 10/99 T2 CORRECTED EFFECTIVE MODEL T3 WOLF PEN CREEK PARK EXISTING CONDITION MULITI PROFILE, FILE:WLF_CE ****Insert lines 45-47 from C:\TEMP\WLF PP2.DAT T1 HYDRAULIC ANALYSIS OF WOLF PEN CREEK AND TRIBUTARIES new topo 11-7-95 T2 PROPOSED CONDITIONS - DEVELOPMENT ALONG RIGHT BANK T3 WOLF PEN CREEK PARK POST PROJECT MULTI PROFILE, FILE:WLF PP ****Delete lines 63-64 o f C:\TEMP\WLF CE2.DAT _ GR 242.0 1675 244.0 1700 246.0 1720 248.0 1740 250.0 GR 260.0 1900 ****Insert lines 64-65 from C:\TEMP\WLF PP2.DAT GR 242.0 1675 244.0 1700 246.0 1720 248.0 1740 250.0 GR 260.0 1900 ****Delete lines 116-116 of C:\TEMP\WLF_CE2.DAT NC .075 .075 .065 ****Insert lines 117-117 from C:\TEMP\WLF_PP2.DAT NC .070 .070 .065 ****Delete lines 127-128 of C:\TEMP\WLF CE2.DAT GR 252.0 1420 246.64 1430 252.0 1435 254.0 1440 258.0 GR 260.0 1480 262.0 1515 270.0 1795 ****Insert lines 128-129 from C:\TEMP\WLF PP2.DAT GR 252.0 1420 246.64 1430 252.0 1435 254.0 1440 258.0 GR 260.0 1480 262.0 1515 270.0 1795 ****Delete lines 208-209 of C:\TEMP\WLF_CE2.DAT GR 270 1380 272 1512 NC .070 .070 .050 ****Insert lines 209-210 - from C:\TEMP\WLF PP2.DAT GR 270 1380 272 1512 NC .070 .070 .050 *Delete lines 219-219 of C:\TEMP\WLF CE2. DAT X35.60 24 1860 1920 340 300 835 *Insert lines 220-220 from C:\TEMP\WLF PP2.DAT/ X1135.60 24 1860 1920 340 300 8350 ****Delete lines 243-243 of C:\TEMP\WLF CE2.DAT * SECTION REVISION IMPLEMENTED 9/1/99 - - ****Delete lines 249-249 of C:\TEMP\WLF CE2.DAT X66.10 19 1432 1472 200 200 280 *Insert lines 249-252 from C:\TEMP\WLF PP2.DAT * Right Channel revised to proposed conditions 09/0 3/99 BY KHA * Mannings n values modified in right bank 09/03/99 BY KHA ' NC .070 .065 .05 ~ X1166.10 18 1432 1472 200 200 280- ****Delete lines 252-256 of C:\TEMP\WLF CE2.DAT GR 272 1471 274 1472 276 1474 278 1476 280 GR 282 1523 284 1568 286 1584 288 1618 1780 1780 1455 i 1455 j 1508 QT 4 2591 3571 3969 4800 * Section 171.80 Revised 09/01/99 BY KHA per updated topo X1171.80 18 1383 1413 20,0 280 570 ****Insert lines 255-260 from C:\TEMP\WLF PP2.DAT GR 272 1471 274 1472 276 1474 278 1476 280 1508 GR 282 1523 284 1568 293 1569 QT 4 2591 3571 3969 4800 * Section 171.80 Revised 09/01/99 BY KHA per updated topo * Right Ch annel revised to proposed conditions 09/03/99 BY KHA X1171.80 17 1383 1413 200 280 570 ****Delete lines 259-260 of C:\TEMP\WLF CE2.DAT G 1407 276 1413 278 1422 280 1431 282 1441 GR 28 1531 286 1621 288 1686 ****Insert lines 263-264 from C:\TEMP\WLF PP2.DAT GR 1407 276 1413 278 1422 280 1431 282 1441 R 283 1479 290 1480 ete lines 262-262 of C:\TEMP\WLF CE2.DAT X1173.30 21 1355 1386 120 250 140 ****Insert lines 266-267 from C:\TEMP\WLF PP2.DAT * Right Ch annel revised to proposed conditions 09/03/99 BY KHA X1173.30 22 1355 1386 120 250 140 ****Delete lines 266-267 of C:\TEMP\WLF CE2.DAT \ GR 276 1386 278 1393 280 1404 282 + 1434 284 1592 GR 286 1637 288 1687 ****Insert lines 271-272 from C:\TEMP\WLF PP2.DAT GR 276 1386 278 1393 280 1404 282 C282.5 143 1460 GR 288.5 1461 290 1490 ****Delete lines 269-269 of C:\TEMP\WLF CE2 DAT . X1175.30 21 1307 1343 210 170 210 ****Insert lines 274-275 from C:\TEMP\WLF PP2.DAT * Right Channel revised to proposed conditions 09/ 03/99 BY KHA X1175.30 20 1307 1343 210 170 210 ****Delete lines 271-274 of C:\TEMP\WLF CE2.DAT GR 280 1287 278 1307 276 1317 274 1321 GR 271.7 1330 272.0 1334 274 1337 276 1340 GR 280 1346 282.0 1351 284 1395 284 1506 GR 288 1581 ****Insert lines 277-279 from C:\TEMP\WLF PP2.DAT GR 280 1287 278 1307 276 1317 274 1321 GR 271.7 1330 272.0 1334 274 1337 276 1340 GR 280. 1346 282.0 1351 284 1395 289.6 1396 ****Delete lines 277-277 of C:\TEMP\WLF CE2.DAT X1176.50 17 1175 1234 90 150 145 ****Insert lines 282-283 from C:\TEMP\WLF PP2.DAT * Right Channel revised to proposed conditions 09/ 03/99 BY KHA / X1176.50 19 1175 1234 90 150 145 ****Delete lines 280-281 of C:\TEMP\WLF CE2.DAT GR 274 1212 276 1218 278 1225 280 1234 GR 284 1374 286 1445 . ***t1asert lines 286-287 from C:\TEMP\WLF PP2.DAT GR 274-1 1212 276 1218 278 1225 280 1234 GR 283 1283 284 1296 285 1309 286 1322 ete lines 283-283 of C:\TEMP\WLF CE2.DAT NC .070 .070 .050 .3 .5 ****Insert lines 289-290 from C:\TEMP\WLF PP2.DAT 272 1325 278 1343 286 1536 272 1325 278 1343 290 1430 282 1264 282 1264 * Mannings n values in right bank specified to original value 09/03/99 NC .070 .070 .050 .3 .5 ****Delete lines 293-293 of C:\TEMP\WLF_CE2.DAT NC .015 ****Insert lines 300-300 from C:\TEMP\WLF_PP2.DAT NC .015 12/17/99 FRI 14:42 FAX 9722393820 DALLAS Kifnley-Horn ® and Associates, Inc. Fax Transmittal To: z001 suite 1800 12700 Park Central Drive Dallas. Texas 7525i TEt 972 7701300 FAX 972 239 3820 Fax No.: y~J 76`1 3V6 Firm/Location: Cy`rY of ~.c. Srgrza~ Job No.: 4K3o06OZ7__ From: Date: Original coming by maiUcourier: Yes No _ ✓ If you have any problems, please call 972-770-1300 and ask for. Total number of pages, including cover sheet: Comments: sere Engineering This facsirnh is intended only for the addressee named herein and may contain information that is aonrrdentiad ll Planning ~ you are not the intended N'9 recoent or ft employee or agent responsible for delivery to the addressee, you are hereby nohffled that any review, dissemination, and disclosure, of copying of this communication is study prohibited. ll ha Environmental you received this ae in error, please immediately notify us by telephone, and return the original facsimile to us of the address above via a the U.S. Postal s fal Service. Consultants Thank you. 12/17/99 FRI 14:42 FAX 9722393820 DALLAS 10002 EM" Kimley-Horn and Associates, Inc. December 17, 1999 Mr. Jeff Tondre, P.E. City of College Station Development Services 1101 South Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Floodplaln Study Dear Jeff: This letter is in response to your comment letter dated 16 December 1999. An alternate analysis was performed on the hydraulic models for Wolf Pen Creek using lower Manning's "n" values. The lower Manning's "n" values were based on engineering judgment of what could be interpreted for the channel and overbanks. Kimley-Horn is not currently in possession of the aerial photograph referenced in your comment letter. The alternative "n" values were applied to our project reach (cross section 126.00 to 180.40) using the NC card within the HEC-2 models. The modifications are listed in Table 1 below. Manning's "n" value Duplicate effective 0.090 0.075 N/A Corrected Effective 0.075 0.050 N/A Post Project 0.075 0.050 0.040 (previously 0.06) The results of the modifications are presented on the attached table. With respect to the results provided in the Floodplain Study submitted in September, generally the water surface elevations for the modified models are lower, while velocities are slightly higher. Please reference the included table against Section 3.6.1 of the Floodplain Study. The table outlines the changes to water surface elevations and velocities for the 100-year event through our project reach for the modified (12/17/99) models. ■ TEL 972 770 1300 FAX 972 239 3820 ■ suite 1800 12700 Park Central Drive Dallas, Texas 75251 KIMLEY-HORN PRE-DEVELOPMENT MODEL SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING DIVERSION OR PUMP FLOW NO. CONNECTOR ) RETURN OF DIVERTED OR PUMPED FLOW 7 WPNI 13 WPCI 17 40............ V V 19 RT41 24 WPN2 29 41............ 32 WPBI 36 42............ V V 38 RT43 43 WPN3 47 43............ 49 WPAI 53 44............ V V 55 RT45 60 WPN4 64 45............ V V 66 RT46 71 WPNV 75 46............ RUNOFF ALSO COMPUTED AT THIS LOCATION 12/17/99 FRI 14:43 FAX 9722393820 DALLAS Kimley-Horn and Associates, Inc. Based on the results of this modification, we feel that the changes are small enough to warrant approval. This alteration should address the City comments presented in the 16 December 1999 letter. I am emailing you the modified models (Corrected Effective and Post Project) to assist in your review. Please feel free to contact Chris Frysinger or myself if you have further comments or questions. Very truly yours, Kim/epHorn and Associates, Inc. Dan F. Grant, E.I. Analyst DFG/ G:\I{YDRO\projects\630060271Cotresp\Let3.doc Attachment cc: Chris Frysinger, Kimley-Horn and Associates Kevin Gaskey, Kimley-Horn and Associates Jon Ahern, Kimley-Horn and Associates Eric Seitz, The Seitz Group 10003 12/17/99 FRI 14:43 FAX 9722393820 DALLAS 2004 $$q . 8 8 Cogonc~inci .7-: q 0000000999009000 C7 O n c7 ao O Cn O C7 CA O~ N O r mcocyi. n eF (~OCri . nCpT OR rCOO~- Iq tormMCO<OW000C T T v~rcno~n~Cnnmo,m~n~co~rn<o T^ V vJ C Q O O l1. N t0 GL C Gl CL 0 0 m a~ c0 C N O1 C C cu :a O w O c 0 i Ca a 0 U 8 0 0 N 0 0 0 O N O N N . 0 0000000099999999 N O~nCnONCOmN0TONO0 CO CO tnC7mC7rCpn0007C7 MCA0 NmC7~mOfcAOCVCV Ch~Cff Ld'i ~ N N N N P. N N N co N Go co co co co co N N N N N N Vl a o n rn v~ N ~n m a co ~n v> n r~ N ca Ca CAMCDCi IN:q .It NO+7 n N^ n^ N~~ 0ND ~m N N N nm N N N N N N N N N N N N N N N N N Z W d is °oac°"g°agcooc°~u°~°°r°v U N m M't to t OD t ND 0 n r, N N N N m CND T T T T T T T T T T T T T T T T YJ I chi N a COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tet.. 409 764 3500 December 16, 1999 Mr. Dan F. Grant Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Floodplain Study Dear Mr. Grant, This is in response to the floodplain study regarding filling in the flood fringe submitted on November 5, 1999, and support information submitted November 25, 1999, for the above referenced project. In a previous letter dated July 1, 1999 concerns were expressed regarding existing Pre-Flood Insurance Rate Map (Pre-FIRM) structures adjacent to your project. These structures are built below the existing Base Flood Elevation. In that letter, your firm was notified that the City of College Station's Drainage Policy and Design Standards (DPDS) prohibits development, which would "cause unacceptable increases in water surface elevations and velocities" or "increase the flood damage." Based upon this, any increase in the actual flood elevation is not acceptable. The report includes three hydraulic models of the creek. These models are FEMA's effective model, a corrected (pre-project) effective model, and proposed conditions model. We have re- evaluated the study, both internally and externally, and continue to have concerns regarding the accuracy of the study. We have visited the site to evaluated the vegetative conditions of the overbank, and reviewed the pictures provided in support of the submitted models. The pictures received show a dense tree cover along the top of bank, which would support roughness coefficients as included in the model. However, this dense wooded area at the top of bank is not representative of the entire overbank. Beyond the immediate edge of bank, the floodplain overbank is a "scattered/light brush with heavy weed" condition. A "heavy" tree condition exists from just upstream of the proposed George Bush Drive extension downstream to the Holleman/Dartmouth intersection. Enclosed is an aerial photo of the area from 1994. Based upon the field visit, the aerial photo is still representative of the site with some additional scattered brush cover. The corrective effective (pre-project) model uses an overbank roughness coefficient that is uniform from the Holleman/Dartmouth intersection to Texas Avenue. The proposed condition model assumes that the roughness is greatly reduced as a result of the retaining wall used to contain the fill. It is our opinion that the two models are not representative of the conditions that exist now or after the project is constructed. Home of Texas A&M University Page 2 of 2 12/16/99 Based upon our concerns, a development permit can not be issued for the fill within the floodplain as proposed with this project. The project may be modified to address our concerns, or an appeal may be filed in accordance with the DPDS. If you have any questions, please call me at (409) 764-3570. Sincerely, Q'~L-~- Jeff Tondre, P.E. Acting Assistant City Engineer xc: Jim Callaway, Director of Development Services Mark Smith, P.E., Director of Public Works Jane Kee, City Planner Natalie Ruiz, Development Coordinator EM Kimley-Horn = F1 and Associates, Inc. TRANSMITTAL Date: November 29, 1999 To: Natalie Ruiz City of College Station 1101 Texas Avenue College Station, TX 77842 We are sending you: Job Number: Via: Re: 12700 PARK CENTRAL DRIVE SUITE 1800 DALLAS, TEXAS 75251 97N170.1300 TEL 97212393820 FAX 063006027 Fed Ex Wolf Penn Plaza Enclosed O Under Separate Cover Via the following items: O Shop Drawings O Prints/PlansO Samples O Specifications O Change Order O Other These are transmitted as checked below: O For your use O Approved as submitted 0 Resubmit copies for approval O As requested O Approved as noted O Submit copies for distribution O For review and comment O Returned for corrections O Return corrected prints Remarks: cc: File Signed: Chris Frysinger ❑ ~ ~ Kimley-Horn and Associates, Inc. In the proposed condition model, the right overbank was modified to reflect the proposed wall and areas of brush and trees that would be cleared to build the wall. Model geometry was changed to show the proposed wall, and the Manning's "n" value for the right overbank was lowered to 0.06. This should clear comments from your 01 and 12 November 1999 letters. Please contact us if you have any further comments or questions. Very truly yours, KimlerHorn and Associates, Inc. 5; - Dan F. Grant, E. I. Analyst DFG/ G:\HYDRO\projects\63006027\Corresp\L.et2.doc Attachments cc: Chris Frysinger, Kimley-Horn and Associates Kevin Gaskey, Kimley-Horn and Associates Jon Ahern, Kimley-Horn and Associates OPEN-CHANNEL HYDRAULICS VEN TE CHOW, Ph.D. Professor of Hydraulic Engineering University of Illinois ..mmAmmb- McGRAW-HILL CLASSIC TEXTBTK REISSUE haw Boston, Massachusetts Burr Ridge, Illinois Dubuque, Iowa Madison, Wisconsin New York, New York San Francisco, California St. Louis, Missouri DEVELOPMENT OF UNIFORM FLOW AND ITS FORMULAS 113 TABLE 5-6. VALUES OF THE ROUGHNESS COEFFICIENT n (continued) Type of channel and description Minimum Normal Maximum b. Mountain streams, no vegetation in channel, banks usually steep, trees and brush along banks submerged at high stages 1. Bottom: gravels, cobbles, and few 0.030 0.040 0.050 boulders 2. Bottom: cobbles with large boulders 0.040 0.050 0.070 D-2. Flood plains a. Pasture, no brush 1. Short grass 0.025 0.030 0.035 2. High grass 0.030 0.035 0.050 b. Cultivated areas 1. No crop 0.020 0.030 0.040 2. Mature row crops 0.025 0.035 0.045 3. Mature field crops 0.030 0.040 0.050 c. Brush 1. Scattered brush, heavy weeds 0.035 0.050 0.070 2. Light brush and trees, in winter 0.035 0.050 0.060 3. Light brush and trees, in summer 0.040 0.060 0.080 4. Medium to dense brush, in winter 0.045 0.070 0.110 5. Medium to dense brush, in summer 0.070 0.100 0.160 d. Trees 1. Dense willows, summer, straight 0.110 0.150 0.200 2. Cleared land with tree stumps, no 0.030 0.040 0.050 sprouts 3. Same as above, but with heavy 0.050 0.060 0.080 growth of sprouts 4. Heavy stand of timber, a few down 0.080 0.100 0.120 44 trees, little undergrowth, flood stage below branches 5. Same as above, but with flood stage 0.100 0.120 0.160 reaching branches D-3. Major streams (top width at flood stage > 100 ft). The n value is less than that for minor streams of similar description, because banks offer less effective resistance. a. Regular section with no boulders or 0.025 0.060 brush b. Irregular and rough section 0.035 0.100 ❑ M Kimley-Horn and Associates, Inc. November 23, 1999 Mr. Jeff Tondre, P.E. City of College Station Development Services 1101 South Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Floodplain Study Dear Jeff: This letter is in response to your comment letter dated 12 November 1999. As we discussed, the City has asked us to verify the Manning's "n" values used in the corrected effective model submitted as part of the above named floodplain study. The City has commented that a Manning's "n" of 0.09 might not accurately represent the right overbank in existing (1999) conditions in the area adjacent to the Wolf Pen Plaza site. A Manning's "n" of 0.09 is applied in the right overbank in the FEMA effective model for Wolf Pen Creek in that same area. Unless there are valid reasons, FEMA discourages changing Manning's "n" values in the effective models. Included with this letter are photographs and an index map showing photo locations. These photographs show dense trees and heavy underbrush in the subject area. Also within the right overbank are some grassy areas to the south of the trees and brush. According to Chow's Open Channel Hydraulics, areas of dense trees and brush can be assigned a Manning's "n" ranging from 0.08 to 0.125 with an average of 0.10. The composite value can be lowered slightly by the open areas. Upon evaluation of this data, the current (1999) conditions warrant a Manning's "n" composite value of 0.09 in the right overbank. ■ Suite 1800 12700 Park Central Drive Dallas, Texas 75251 ■ TEL 972 770 1300 FAX 972 239 3820 Kimley-Horn C~ and Associates, Inc. REVISIONS TO WOLF PEN PLAZA CIVIL ENGINEERING COMMENTS 1. Landscape Plans included with this submittal. (C-1) 2. Electrical comments added on Utility Plan sheet. (C-1) 3. 10' Maintenance Easement revised to reflect final plat. (C-3) 4. Notes amended as per comments. (C-3) 5. Note for Knock-Off Curb added as per comment. (C-3) 6. Parking table revised as per conversation with Natalie Ruiz regarding parking volume requirements for storage areas in retail buildings. (C-3) 7. Fire lanes added adjacent to pad sites as per comment. (C-3) 8. Dimensions added per comment. (C-4) 9. Retaining wall revised near encroachment area. (C-5) 10. George Bush driveway connection detail added as per comment. (C-5) 11. Cross access easement shown on site plan as per comment. (C-5) 12. Storm water outlets revised as per comment. (C-6) 13. Grading revised near retaining wall as per comment. (C-6) 14. Information regarding storm water flow onto proposed George Bush Drive addressed as per comment. (C-6,7) 15. Design calculations for storm water flows added to Drainage Area Map. (C-6,7) 16. Water and Sewer profiles added as per comment. (C-8) 17. Water stub-out to George Bush Drive as per comment. (C-8) 18. Water main loop extended to Holleman Drive as per comment. (C-8) 19. Pavement specifications shown on Paving Plan. (C-9) 20. Sidewalk detail added to detail sheet as per comment. (C-9) 4&& COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 November 5, 1999 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 RE: Wolf Pen Plaza, Seitz Group Floodplain Study and Site Plan Dear Mr. Gaskey, This is in response to the floodplain study regarding filling in the flood fringe and site plan submitted on October 27, 1999, for the above referenced project. The previous letter of July 1, 1999 expressed concerns regarding existing Pre-Flood Insurance Rate Map (Pre-FIRM) structures adjacent to your project. These structures are built below the existing Base Flood Elevation. The report does not address the actual impact of this fill on the flood plain and these structures. Instead, the report outlines potential errors in the effective model, which established the FEMA Base Flood Elevation. When these errors were corrected and fill from this development is incorporated into the model, the report shows the water surface elevation will not exceed the existing FEMA Base Flood Elevation. Please provide a model showing the actual impact to the floodplain. This model should show that it does not "cause unacceptable increases in water surface elevations and velocities" or "increase the flood damage" (Section 1 of the Drainage Policy and Design Standards). An increase in the actual flood elevation within an existing structure is not acceptable. A review of the site and construction plans shows that the majority of the previous comments were not addressed. Other than the relocation of the George Bush Drive East driveway, all previous comments remain. Detailed comments will follow, but the primary outstanding issues include: • Pad site fire lane coverage • Fire flow analysis • Profiles for all public water lines • On-site drainage issues/outfall locations • Minimum pavement requirements Also noted on Sheets C5-7 is an encroachment of the retaining wall near George Bush Drive into the Wolf Pen Creek dedication area. The final drainage report, which includes the onsite drainage, detention study, and floodplain encroachment study, is required to be certified by a Licensed Professional Engineer for our records. Home of Texas A&M University Page 2 of 2 11/05/99 If you have any question or do not understand any of these requirements, please call me at (409) 764-3570. Sincerely, Jeff Ton re, P.E. Acting Assistant City Engineer xc: Jim Callaway, Director of Development Services Jane Kee, City Planner Natalie Ruiz, Development Coordinator V/ 05/21/99 FRI 10:06 FAX 9722393820 DALLAS 10001 ❑M❑ KimleyHorn and Associates, Inc. TRANSMITTAL 12700 PARK CENTRAL DRIVE SURE 1800 DALLAS, TEXAS 75251 9721770.1300 TEL 972239-3820 FAX Date: May 21, 1999 Job Number: 063006.27 To: Natalie Ruiz Via: Fax College Station (409) 764-3496 1101 Texas Avenue Re: College Station Retail College Station, TX 77842 We are sending you: O Shop Drawings O Prints/Plans O Change Order X Other O Samples O Specifications These are transmitted as checked below: O For your use O Approved as submitted O Resubmit copies for approval O As requested O Approved as noted O Submit _ copies for distribution X For review and comment O Returned for corrections O Return _ corrected prints Remarks: Please add this to our site plan application for Wolf Pen Plaza that was submitted on 4/17/99. Call me if you have any questions. Signed: Chris Frysinger GACIVIU0631N16 MTR-I.DGC FOR OFFICE USE ONLY CASE Na el jal DATE SQBMTrmED - 7 - 6A N+lIlVnVWM SUBMITTAL REQTJMMENTs X Site plan application completed in full. X $100.00 Application Fee. __,x $100.00 Development Permit Application Fee. -2_ S300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public x waterline, sewerline, sidewalk, street or drainage facilities is involved.) Ten (10) folded copies of site plan- X A copy of the attached site plan checklist with all itrms checked off or a brief explanation as to why they are not checked off APPLICATION DATA NAME OF PROJECT Wolf Pen Plaza ADDRESS Morgan Rector League, A-46 LEGAL DESCRIPTION See attached APPLICANT (Primary Contact for the Project): Na= Chris Frysinger c/o Kimley-Horn and Associates, Inc. Street Address 12700 Park Central Dr. Ste.1800 City Dallas State TX Zip Code 75251 E-Mail Address. c_frysinger@kimley-horn.com Phone Number 972.770.1300 Fax Number 972.239.3820 PROPERTY OWNER'S INFORMATION: SITE PLAN APPLICATION Name Eric Seitz Street Address 6805 Hillcrest Ave. Suite 200 _ City Dallas y State _ TX Zip Code 75251 B-MailAddruss Rericseitz@aol.com Phone Number 21 4.3 6 0.0 4 0 0 Fax Number 21 4.3 6 0.0 3 0 0 ARCHITECT OR ENGINEER'S INFORMATION: Name Kimley-Horn and Associates, Inc. StzeetAddress 12700 Park Central Dr. Ste. 1800City Dallas State TX Zip Code 75251 E-Mail Add"*s Phone Number 972.770.1300 Fax Number 972.239.3820 OTHER CONTACTS (PIL-4w. specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name Jorge de la Garza c/o MDN Architects Street Address 310 West Sunset City San Antonio State mx Zip Code 7R709 E-Mail Address mdnarrh@i-xAirQat „o} Phone Number 210.829.1801 Fax Number 21 0.8 2 9.18 0 2 CURRENTZONING C-1 ,3RESENT USE OF PROPERTY Vacated Amusement Park vAcated- Church Retail and Restaurant be PROPOSED USE OF PROPERTY Ret i 1 VARIANCE(S) REQUESTED AND REASON(S) # OF PARKING SPACES REQUIRED 7 2 6 # OF PARKING SPACES PROVIDED 8 7 5 C1 MULTI-FAMILY RESIDENTIAL Total Acreage Floodplain Acreage Housing Units # of I Bedroom Units # of 2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY # Bedrooms Z 132 sq. ft. # Bedrooms < 132 sq. fI_ XX COMMERCIAL Total Acreage 1 7.3 01 5 1 Building Square Feet 181 , 3 0 0 Floodplain Acreage ±3.5_ (using NDMAIER Limits of 100 Year Flood Plain) The applicant has prepared this application and cerlifies that thefacts stated herein and exhibits attached hereto core true. mtd correct_ Signature of Owner, Date 05/21/99 FRI 10:06 FAX 9722393820 DALLAS Z002 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION ACK-NOWLEDGWNTS: William G. Pembroke qjesiga!51ag~ hcrrby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting doauuc:nts comply vA h the current requircments 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 docalments and the requirements of Chapter 13 of tho College Station City-Code Property Owner(s) Contractor CERTIFICA ,[On: (for proposed alterations within designated flood lWWd areas.) A. L William G. Pembroke , certify that any nonresidential structure oa 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. Uf d1 ' WS S'- 2 I.9 Engineer Date B. 1, William G. Pembroke , certify that the finished floor elevation of tlw lowest floor, including any basement, of any residential structure, proposed as pan of this application is at or above the base flood elevation established in the latest U&i. )6 S-Z / Foderal Insurance Administration Flood Hazard Study and maps, as amended. -1i Engineer Date C. I, William G. Pembroke , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the watwxay adjoining or crossing this permitted site and that such alterations or development arc co-usistcut with requirements of the City of College Station City Cade. Chapter 13 concerning encroachments of floodways and of floodway fringes. 04 VA;Idn S~ . t- Engineer Date D. I, William G. Pembroke do cenify that the proposed alterations do not raise the l-vel 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 ins= 0121 debris from construction, erosion, and sedimentation shall not be deposited in city struts, or existing drainage facilities. i hereby grant this permit for development All development shall be in accordance with the plans and spcdficadons submitfcd to and approved by the City Engineer for the above named prolmL All of the applicable *codes and ordinances or the City of College Station shall apply. 4nnuentinn is hereby made for the following development specific waterway 31tcrati0w: 10/28/99 THU 08:28 FAX 9722393820 DALLAS 2002 ❑=tl Khey-Horn and Associates, Inc. ■ Suite 1800 12700 Park Centrai Drlve Dallas, Texas 75251 October 27, 1999 Mrs. Natalie Ruiz City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Civil Engineering Plans Submittal Dear Natalie: Kirnley-Horn and Associates, Inc. (KHA) submitted civil engineering plans and accompanying flood study for Wolf Pen Plaza on October 26, 1999. Various modifications to the site plan previously submitted for the subject site have resulted in minor design changes. In particular, the driveway connection from the site to the George Bush Drive extension will not have the grade/slope issues we discussed in our September 22, 1999 meeting. I believe we have provided all necessary information for review in an effort to obtain a site building permit. if you have any questions regarding this submittal, please do not hesitate to contact me. Thank you for your assistance on this project. Very truly yours, AND ASSOCIATES, INC. Chris Frysing(r- Project Manager O:NCIVIL163OU6\0271RUIt,_,~ub doc ■ TEL 972 1)0 1300 FAX 972 239 3820 10/28/99 THU 08:28 FAX 9722393820 DALLAS 0001 ~ a Kimley-Horn and Associates, Inc. 12100 PARK CENTRAL DRIVE SUITE 1800 DALLAS, TEXAS 76261 TEL: 972177061300 FAX: 97223$3820 FACSIMILE TRANSMITTAL SHEET TO: Ms. Ruiz - City of Collcge Station FAX NO: 409.764.3496 FROM: Kevin Gaskey DATE October 28, 1999 TOTAL NO. OF PAGI-S INCLUDING COVER: yotr halm hvmMe teasiwrg pirate mU j.IM972/770-1361 This facsimile is intended for the addressee named herein and may contain information that is oon8dentlal. If you are not the fntendad recipient or the employee or agent responsible for delivery to the addressee, you are hereby notified that any review, dissemination, disclosure, or copying of this communication Is strictly prohibited. If you have received this facsimile in error, please Immediately notify us by telephone, and return the original facsimile to us at Me address above via U. S. Postal Service. Thank you. COLLEGE STATION P. O. Box 9960 1101 Texas Avenue College Station, TX 77842 Tel: 409 764 3500 February 14, 2000 Mr. Kevin Gaskey, P.E. Kimley-Horn & Associates, Inc. 12700 Park Central Drive Suite 1800 Dallas, TX 75251 Via Facsimile @ 972-239-3820 RE: Wolf Pen Plaza, Seitz Group Floodplain Encroachment Study Dear Mr. Gaskey, Questions have been raised regarding some of the parameters used in the approved Floodplain Encroachment Study for the Wolf Pen Plaza development sealed by you on January 5, 2000. After evaluation of your submissions by downstream interests and further review by city staff, we feel that further investigation should be preformed to insure the health, safety and welfare of our citizens and community. The following parameters have been changed from the FEMA effective model, are in question, and must be adequately justified: • Left overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Channel manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Right overbank manning's roughness coefficient between Holleman/Dartmouth intersection and the George Bush Drive proposed extension. • Left overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Channel manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Pre-project (corrective effective) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. • Post-project (proposed) right overbank manning's roughness coefficient between George Bush Drive proposed extension and Texas Avenue. We require that you investigate and formally report your findings to us by Friday, February 18, 2000. If adequate documentation, based upon sound engineering principles, is not submitted by this time frame, we will be forced to take appropriate action to insure the health, safety and Home of Texas A&M University welfare of our citizens and community. This may include stopping work on the project and requiring the contractor to immediately remove all fill from the flood plain. If you have any questions, please call me at (409) 764-3570. Sincerely, Ted Mayo, P.E. Assistant City Engineer xc: Jim Callaway, Director of Development Services Jeff Tondre, P.E., Civil Engineer Natalie Ruiz, Development Coordinator .41 F,66 j~ b4 I Zed Mr, h¢Vw\ , E• ~t w, - ~ rr ~ ,d•S•50Gta.-h~s ~ .Lv~ cv \ Boo T-C -1 SzS f I ~ Ps-., T ~z.~• , ~ja-i +Z row G tl~ .1,.. ~ Yates a-~ b yr ~ `C'am-~S ✓~t...~ ~ . ►'vt l o w 14) rv1 av~ r~ rp ~►...-5 5 Gc~ cc~. ~-t s..•.~S t, 1 ~ dt~V' ~A►1Va.r~\ S~ 7ovc~ ~~d~~,a~►-~ ~►~1GY~1~~T L \ V 0...11 _i.►-, ~e~- r.¢~sPo~.~ ~ F..~r~.o.~ t5, ztx~ ~oc' .1 ~S-•-a- y" cn 7/' 7/7, Z7- srs O /~Jvf -Z, T- y /.g/f j d for G~~S! !YS Qr-i - J'' !r> D,~ ~biv~+~ • ~e Tic 7 /7 r7 Tai`s ~ssd~ ~oS.vr` 08/30/99 MON 08:36 FAX 9722393820 DALLAS 1 a. ~ ❑ Kimley-Horn and Associates, Inc. 12700 PARK CENTRAL DRIVE SUITE 1800 DALLAS, TEXAS 75251 TEL: 972f77D-1300 FAX: 9722393820 FACSIMILE TRANSMITTAL SHEET TO; Natalie Thomas Ruiz - City of College Station rah NO; 409.764.3496 r'xoM: Chris Frysmger DATE; August 30,1999 TOTAL NO. OF PACLS INCLUDING Wvrtt: 2 ff p. &w tmuGk nedanh pliaw catl L"P72/770.1361 This facsimile is intended for the addressee named herein and may contain information that is confidential. if you are not the intended recipient or the employee or agent responsible for delivery to the addressee, you are hereby nodBed that any review, disseminat/on, disclosure, or copying of this communication is s*tly prohibited if you have received this facsimile In error, please immediately notify us by telephone, and return the odglnal facsimile to us at the address above via U.S. Postal Service. Thank you. Z 001 08/30/99 MON 08:36 FAX 9722393820 DALLAS 2002 J 1 Kimley-Horn and Associates, Inc. ■ SAO 1800 12700 Park Central Drive Dallas, Texas 75251 August 30, 1999 Mr. Jeff Tondre City of College Station 1101 Texas Avenue College Station, Texas 77842 Re: Wolf Pen Plaza Dear Jeff: Kirtiley-Horn has submitted civil engineering plans for the Wolf Pen Plaza project for your review. The site plan layout has been modified slightly from the site plan that has been given conditional approval. The building envelope areas have increased slightly, however the site plan has been to meet the City of College Station requirements. Please contact me if you have any questions regarding these changes. Thank you for your expeditious review of these plans. Sincerely, KIML Y-HORN AND ASSOCIATES, INC Cs Frysinger ■ TEL 972 170 1900 FAX 972 239 3820 G:,CIV ILVK3(1M;?kT0NDRE1,DGC ❑ M Kimley-Horn MFI and Associates, Inc. Suite 1800 12700 Park Central Drive Dallas, Tens 75251 Transmittal TEL 972 770 1300 FAX 972 239 3820 Date: S. Z15 • 141 Job No: ci(6331'? 0 2? To: '~EyP T+b4...t~PW_ 4;4~ of Got,..t S ~r1a-t-~ c~1 1 t o i -rmxA5 A%,46. Re: vJ, K.F FIA4 W_A.TL We are sending you X Attached ❑ Shop drawings ❑ Under separate cover via ❑ Prints/Plans ❑ Samples the following items: ❑ Specifications ❑ Change order These are transmitted as checked below.- 11 For your use ❑ Approved as submitted ❑ Resubmit copies for approval ❑ As requested ❑ Approved as noted ❑ Submit copies for distribution For review and comment ❑ Returned for corrections ❑ Return corrected prints Remarks Copies Date No. Description (22; (23) (24) Fie. 5-5 (22-24) 22. n = 0.110. Same as (21), but with much foliage and covered for about 40 ft with growth resembling smart weed. 23. n = 0.125. Natural channel floodway in median fine sand to fine clay, none side slopes; fairly even and regular bottom with occasional flat bottom sloughs; variation in depth; practically virgin timber, very little undergrowth except occa- sional dense patches of bushed and small trees, some logs and dead fallen trees. 24. n = 0.150. Natural river in sandy clay soil. 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Q ,y { m ~ s r4r:sM'~ 'I ~ ~M~ ~ ~ ~r "'~Y 'i ~sa 1 yl rv ,~we~•~ t~ ~ ~ ~~d "s-r~ f"'~` "•IG 4 t"d'~ ~u2 + yk "r. .9 'fir. g ~ q 474 1 r Me "pi +n~+r' 4 `~p•1K+-`"~w.~..a "4. ~ N Mrs ~ 3V r 44 Y 4 4...i,;,;. , a a~ r~"ni e ,~,yy •qy 'ii. a. ia ONT; '"9• A `''.fii'~el°~"vy~", u}r^•'Fk'~' M ~ , qey' R ~ ~ 4~ I. ~5. wh ...4,r ` R ..y:~u. - 'mss ,.,y... w ` ~ _'_1F,~.' 'i• a cwt L Y` ixt `.T JA^~r M Y a } i M ~ 'c 4 YYv r4:j s Tom. i V t. +t G... Y 1 Date of Meeting: I Subject of Meeting:. Address of Applicant: Pre Development Meeting Time: 1, 2 3, r PM Length: Place: CR or 1144i ~ n -{-c 1 ;k to hone number: AUG-29-2003 FRI 11;50 AM a~ ~r 1 r FAX NO, P. 01 Public Works Lj Administration ❑ Engineering ❑ Facility Maintenance ❑ Pleet o Sanitation A Streets/Drainage U Traffic Signals 70: C at:_ (company name) This FAX is being sent to you from: G c This fax contains - pages including the cover sheet, please call if you didn't receive all the information. T > 7--L--0-3 City of College Station Public Works Department P.O. Box 9960 2613 S. Texas Avenue College Statik"IX -77840 9)764-3690 FAk. (979).,*-0.4$9 07 ,'g 'y1i! =`4~~~.j .c,St~~,A• `::~?~11 ~ :ft.' ~i^~~srY., y'''sr'~'{', ~ , C w/ fit, Additional Comments: AUG-29-2003 FRI 11:51 AM I 'e FUFUREE tin ~ ~ LOG r q 700 SF Im . 1 Ir ~ Nriri L. Fedora FAX NO, P. 02 EXIST SOLID WOOD FENCE y_....,_..--••--'-~--r~~ - -------~I OPT10N.f3:'20' IRRIGATED, I.MDSWF_,8VFF`ER 01 'NEW' MASONRY* •I• r I•'. 1-',r.OPMON_k- 40'.iRRIC"ATED_IANDSWE'5UF-FER.(W/'kirs;P fEkE}.. I I ZONED C-3 V r ~ I I f I I-~Il`~' cl^JYIId ~ I I { ~ i M7 r N r PRELIM. PLATTED y~--~; r I " n i PROPERTY LINE t DETENTION f 1_-- 71 Lae 3 HI-RISEISIGNAGE W/ '200 FEET FRONTA E: MAX 10 SQ FT (t s X 12') MAX 35-1-FEET HIGH EITHER HE HI--RISE OR LO-PROFILE SIGNAGE OPTION MAY QE USED; NOT BOTH. P1AT DETENTION P D• SIZE L.67 ' AND ~ r LOCATIO r j TO BE I l ~ DETERIJAJCD. j r Co! R d,'rc,. Cnr t j ~•'dliNAlyr c7rrrrnc:s G~ntr: -r 1 t .I I I Pr~!i~rr.=cy Pion ~ t I ; t 1 r V L. _ E - N 7 u DETENTION POND 1 - - ; HI-RISE SIGN (ONE-ONLY) Y ~ 1 ; KI S w PROPER r ~I mt , 1 , in r O1 'p M PRELIM. PROPERI Coc~w~r-..; _ rM'rr r 5 en PR POSED NEW PROPERTY UNE TO ° WIDEN WELLBORN ROAD i I ` CENTERLINE OF j DRIVEWAY MOM - - 22~ LO PROFILE S16N (4-F7 HIGH); MAX 2 0 x SIGNS, MIN 150-FT APART. I I 07 _-1 `-PRELIM. PlA7TED ACCESS . - 200'--0" SITE PLAN SCHEME "I" STATE BANK EXPRESS BANK WELLBORN ROAD COLLEGE STATION, TEXAS 1 "=50' REVISED 24 JULY 2003 AUG-29-2003 FRI 11:51 AM FAX NO. ~ L r ~ P, 03 Field Notes 1. 01 Acres 12 Being all of that certain tract or parcel of land, lying and being situated in the J. H. JONES LEAGUE, A-26, Brazos County, Texas and being a part of that 2.02 acre tract of land (called 2.00 acres) conveyed to Jim & Welch, Jr. and wife Sylvia Welch by H. E. Burgess and recorded in Volume 289 page 35, Deed Records of Brazos County, Texas and being described as follows: BEGINNING: at a 5/811 iron rod found at the south corner of said 2.02 acre tract; THENCE: N 4500310011 W - 123.32 feet to a 1/211 iron rod set for corner; THENCE: N 4512410011 E - 357.33 feet across said 2.00 acre tract to a 1/211 iron rod set for corner; THENCE: S 4301712211 E - 123.35 feet to a 5/811 iron rod found for corner; THENCE: S 4502410011 W - 353.54 feet to the PLACE OF BEGINNING; and containing 1.01 acres of land, more or less, according to a survey made on the ground under the supervision of Donald D. Garrett, Registered Professional Land Surveyor, No. 2972 on May 21, 1992.