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HomeMy WebLinkAbout8 Development Permit 545 Woodcreek 8DEVELOPMENT PERMIT PERMIT NO 545 WOODCREEK VIII FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: OWNER: TAC REALTY INC 1111 BRIARCREST STE 300 BRYAN TEXAS 77802 . 776-1111 DRAINAGE BASIN: LICK CREEK SITE ADDRESS: TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR CONSTRUCTION WORK AS PER APPROVED PLANS The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure thar any disturbed vegetation be returned to its· original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this perm· development of an area outside the special flood hazard area. All development shall be in cord ce with the plans and specifications submitted to and approved by the City Engineer in the pmen permit application for the above named project and all of the codes .---~--ordi ances of the Station that apply. Date t.rllll PROJECT FILE PAGE GIFFORD· Hill ~ BY DATE Gifford-Hill & Company , t Qfos, +-~ Q.f"~ ltco.•,.J.1, ~ ~les. H-~~ ~''« Yo"~ ~'1 fl..._ Ji~fl1m of flow t or-~ S'jn•-F ICMI+ !",.+,""'-o.f..-""'.. c.Jfe.. / ~ 'ttt""Y''" of ~ thf-AC.-l o.f. -1-4. ~J1J/t..,,lll'/ f/a..> .Jo +J.<.. l..Jc. Pr11lrl1 . l1kk ""''' IJe,J /. it 0rrr1 t.J. -le #... rw.t ~A~ .fft-t.. flows e.nv~.t_ or '*"4-r~J' s~k.M . I + + .I ~ t- t-\ I I / l , , ,\ /. A11~._ flut. ,,,.~ Shtt~ w~ fh-~r+-~ &>~ . 'Pl~~-e $4,,w ~~11~ ~ ~/t..e. .8 A71A1J~ .f.. /(od !IMJ~ M "DJ/cJi. Y--Ji.f /8"1-. t t . , ,. .. ITE M NO. I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 DESCRIPTION UNIT QUAN. UNIT PRlCE STREET CONSTRUCTION Stonnwater Pollution Preventioni L.S. I $4,000.00 Clearing & Grubbing (Incl. Easements & Common Areas) Acre I 3,000.00 Earthwork (Common Excavation) C .Y . 998 4 .00 Cellulose Fiber Mulch Seeding S.Y. 3,000 0 .3 5 6" Lime Stabilized Subgrade (5% Lime) S.Y. 2 ,459 3 .15 Extra Lime Ton 17 85 .00 6" Crushed Limestone Base S.Y. 1,652 5 .75 I Yi" Hot Mix Asphaltic Concrete S.Y. 1,652 4 .3 5 Reinforced Concrete Pavement (6" w/curb) S.Y . 388 25.00 Reinforced Concrete Curb & Gutter (Type III) L.F. 938 7.00 Reinforced Concrte Apron/Driveway S.Y. 60 3.50 Traffic Control, Striping and Signing Ea. I 500.00 Street Construction Subtotal DRAINAGE CONSTRUCTION Concrete Flume S.F. 1,488 $4 .00 Detention Pond Outlet Structure Ea. I 2 ,500 .00 Sloped Concrete Headwall (24" RCP) Ea. 2 600 .00 24" RCP (C-76, Cl. ill) L.F. 40 33.00 Dry Riprap Channel Lining on Fabric L.F. 85 25 .00 Grade Ditch along Rock Prairie Road L.F. 213 5 .00 Drainage Construction Subtotal WATER LINE CONSTRUCTION 6" PVC Pipe (C900, Cl. 200) L.F. 473 15 .00 12" PVC Pipe (C900, Cl. 200) L.F. 100 35 .00 Install 2" Blow-off Assembly w/12" Cap Each I 500.00 Standard Fire Hydrant Assembly (Type II) Each I 1,800.00 Remove Existing Blow-off & Connect to 12" Line Each I 500.00 AMOUNT $4 ,000 .00 3,000 .00 3 ,992.00 l ,050.00 7,745 .85 1,445.00 9,499.00 7,186 .20 9,700 .00 6 ,566.00 210.00 500.00 $54,894.05 $5 ,952 .00 2,500 .00 1,200.00 1,320.00 2,125 .00 l,065.00 $14,162.00 $7,095 .00 3,500.00 500.00 1,800.00 500.00 CITY OF COLLEGE STATION *** CUSTO"ER RECEIPT *** OPER: "RODGERS CT DRAWER: 1 DATE: 4/26/99 00 RECEIPT: 0024653 DESCRIPTION QTY A"OUNT TP FILING FEE/DS/BI 1 $145.00 IB7 FINAL PLAT FEE FILING FEE/DS/BI 1 $250.00 IB7 REZOHING FEE FILING FEE/DS/BI $100.00 187 DEVELOP"EH T PER"IT FILING FEE/DS/BI 1 $300.00 *B7 SUBDIVISIOH IHSPECTION WOODCREEK SECT. 8 -"CCLURE FIHAL PLAT -145.00 REZOHIHG -250.00 DEV'T PER"IT -100.00 SUBDIVISIOH IHSP. -300.00 TEHDER DETAIL CK 4505 $795. 00 .. T" CK CK CK CK . /' ITEM NO. 24 25 26 27 28 29 30 31 32 33 34 35 36 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 DESCRIPTION UNIT QUAN. UNIT PRlCE 6" X 12" Taooing Sleeve and Valve E ach I 2,000.00 6" X 22 Y2° M .J . Bend Each 4 175 .00 6" X 11 '14° M.J. Bend Each I 200.00 2" Blow-off Assembly w/6' Cap Each I 400.00 I W' Copper Water Service (8.4' Avg. Length) Each 5 400 .00 1" Copper Water Service (17' Avg . Length) Each 3 400.00 Water Line Subtotal SEWER LINE CONSTRUCTION Standard 4' Manhole (8.3' Depth) Each I $1,600.00 Standard 4' Manhole (10.3' Depth) Each I 2,000 .00 6" PVC Pipe (SDR-26, D-2241, 7' Depth) L.F. 20 19.00 6" PVC Pipe (SDR-26, D-3034, 6' to 12' Depth) L.F. 157 18.00 4" PVC Service (Type III, 9.3' Avg. Length) Each 6 550 .00 4" PVC Service (Type Ill, 66.5' Avg. Length) Each 2 1,400.00 Trench Safety L.S. I 200 .00 Sewer Line Subtotal TOTAL ESTIMATED COST OF CONSTRUCTION AMOUNT 2,000.00 700 .00 200.00 400.00 2,000.00 1,200.00 $19,895.00 1,600.00 2,000.00 380.00 2 ,826.00 3,300.00 2,800.00 200.00 $13,106.00 $102,057.05 7f!>fnGJ bl?/ ljb rrP ;d ~dt/ s~ }J();J dn ;r :Jicd ~1 ~ ?-1()/) ?p "!?/ rr/ ~;rl ~ff17'A}S.'f FINAL PLAT APPLICATION (check.one) Minor __ Amending XX Final __ Vacating __ Replat The following items must be submitted by an established filing dead.line date for P & Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: _x_ Filing Fee of$200.00. _x_ Development Permit Application Fee of $100.00 (if applicable). _x_ Infrastructure Inspection Fee of $300.00 (applicable if any public infrastructure is being constructed.). _x_ Application completed in full. _x_ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) _x_ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). _lL Paid tax certificates from City of College Station, Brazos County and College Station I.S.D. _x_ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. JJ../.a Two (2)copies of public infrastructure plans associated with this plat (if applicable). APPLICATION DATA NAME OF SUBDIVISION _--'-'WCXJ=DCREEK=-==-==''---=SECT==I=O=N-"E=I;..:cGfIT="'----------------- SPECIFIED LOCATION OF PROPOSED SUBDIVISION located along the east right-of-way line of Stonebrook Drive, to the irranediate south of WCXJIX'.REEK, SECTION THREE APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Michael R. McClure, P.E., R.P.L.S., McCLUHE ENGINEERING, INC. Street Address 1722 Broadmoor, Suite 210 City Bryan State TX Zip Code _7_7_8_0_2___ E-Mail Address McClure@myriad.net Phone Number 776-6700 Fax Number 776-6699 ---------- PROPERTY OWNER'S INFORMATION: Name TAC REALTY, INC. Street Address 1111 Briarcrest Dr., Suite 300 City __ B_ry_an __________ _ State TX -~-'-- Zip Code 77802 E-Mail Address ------------- Phone Number 776-1111 Fax Number ~~-'--'--'--'------------------------776-6288 ARCHITECT OR ENGINEER'S INFORMATION: Name Michael R. McClure, P.E., -R:P.L.S. Street Address Same as above City _____________ _ State Zip Code _____ _ E-Mail Address ------------- Phone Number Fax Number ---------------------------- FINAL PLAT APPLICATION FNLPAPP.DOC 3fl5/99 I of3 TOTAL ACRES OF SUBDIVISION 3. 767 Ac.R-0-W ACREAGE 0.617 AcTOTAL# OF LOTS 12 ----- NUMBER OF LOTS BY ZONING DISTRICT R-1 B I 12 I I __ AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: B-1B I 0.24 Ac; I I I __ FLOODPLAIN ACREAGE none ----- PARKLAND DEDICATION ACREAGE _-=n,_,/a=----OR FEE AMOUNT ____ _ A STATEMENT ADDRESSING ANY DIFFERENCES BEIWEEN 1HE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): Revising the type of single family lots from PUD-2 to R-1B, with fewer lots. REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME _______ _ REQUESTED OVERSIZE PARTICIPATION ____________________ _ TOTAL LINEAR FOOTAGE OF PROPOSED: 590 L.F. STREETS 0 SIDEWALKS SANITARY SEWER LINES :210 L,F, --"'-8..._5 _.L.....,.=F ........ _WATER LINES 355 L.F. CHANNELS (Concrete Flumes) O STORM SEWERS ----- 0 BIKE LANES I PATHS ----- )TE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. ~ applicant has prepared this application and certifies that the facts stated herein and exhibits attached eto are true, correct and complete . The undersigned hereby requests approval by the City of College Station '1e above identified final plat. ature T1 e PLAT APPLICATION PP .DOC Jm/99 Date ITEM NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 DESCRIPTION UNIT QUAN. UNIT PRICE STREET CONSTRUCTION Stormwater Pollution Preventioni L.S. 1 $4,000 .00 Clearing & Grubbing (Incl. Easements & Common Areas) Acre l 3 ,000.00 Earthwork (Common Excavation) C.Y. 998 4 .00 Cellulose Fiber Mulch Seeding S.Y . 3,000 0 .3 5 6" Lime Stabilized Subgrade (5% Lime) S.Y . 2 ,459 3 .15 Extra Lime Ton 17 85.00 6" Crushed Limestone Base S.Y. 1,652 5.75 1 Y:i'' Hot Mix Asphaltic Concrete S.Y. 1,652 4.35 Reinforced Concrete Pavement (6" w/curb) S.Y . 388 25.00 Reinforced Concrete Curb & Gutter (Type III) L.F. 938 7 .00 Reinforced Concrte Apron/Driveway S.Y. 60 3.50 Traffic Control, Striping and Signing Ea. 1 500.00 Street Construction Subtotal DRAINAGE CONSTRUCTION Concrete Flume S.F. 1,488 $4 .00 Detention Pond Outlet Structure Ea. 1 2 ,500 .00 Sloped Concrete Headwall (24" RCP) Ea. 2 600 .00 24" RCP (C-76, Cl. III) L.F . 40 33 .00 Dry Riprap Channel Lining on Fabric L.F. 85 25.00 Grade Ditch along Rock Prairie Road L.F. 213 5.00 Drainage Construction Subtotal WATER LINE CONSTRUCTION 6" PVC Pipe (C900, Cl. 200) L.F. 473 15 .00 12" PVC Pipe (C900, Cl. 200) L.F . 100 35.00 Install 2" Blow-off Assembly w/12" Cap Each 1 500 .00 Standard Fire Hydrant Assembly (Type II) Each 1 1,800 .00 Remove Existing Blow-off & Connect to 12" Line Each 1 500 .00 AMOUNT $4,000 .00 3 ,000 .00 3,992.00 1,050.00 7 ,745.85 1,445.00 9 ,499.00 7,186 .20 9,700 .00 6 ,566.00 210.00 500 .00 $54,894.05 $5 ,952.00 2 ,500.00 1,200.00 1,320.00 2 ,125.00 1,065 .00 $14,162.00 $7,095 .00 3 ,500.00 500.00 1,800.00 500.00 ITEM NO. 24 2 5 26 2 7 28 29 30 31 32 33 34 35 36 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 D E SCRIPTION UNIT QUAN. UNIT PRICE 6 " X 12" Tapping Sleeve and Valve Each I 2,000 .00 6 " X 22 Y2° M.J. Bend Each 4 175.00 6 " X 11 Y.0 M .J . Bend Each I 200.00 2 " Blow-off Assembly w/6 " Cap Each I 400.00 1 Yz" Copper Water Service (8.4' Avg . Length) Each 5 400.00 l" Copper Water Service (17' Avg. Length) Each 3 400 .00 Water Line Subtotal SEWER LINE CONSTRUCTION Standard 4' Manhole (8 .3 ' Depth) Each 1 $1 ,600.00 Standard 4' Manhole (10 .3' Depth) Each 1 2 ,000.00 6 " PVC Pipe (SDR-26, D-2241 , 7' Depth) L.F. 20 19.00 6" PVC Pipe (SDR-26, D-3034, 6' to 12' Depth) L.F. 157 18.00 4 " PVC Service (Type III, 9.3' Avg. Length) Each 6 550.00 4 " PVC Service (Type Ill, 66.5' Avg. Length) Each 2 1,400.00 Trench Safety L.S. 1 200 .00 Sewer Line Subtotal TOTAL ESTIMATED COST OF CONSTRUCTION AMOUNT 2,000.00 700 .00 200 .00 400 .00 2,000 .00 1,200.00 $19,895.00 1,600.00 2 ,000.00 380.00 2,826 .00 3,300.00 2,800 .00 200.00 $13,106.00 $102,057.05 / • ITEM NO. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 n 22 23 24 25 26 27 ENGINEER'S CONSTRUCTION COST ESTIMATE s--* s WOODCREEK SECTION EIGHT COLLEGE STATION, TEXAS FEBRUARY9, 1998 DESCRIPTION UNITS QUANTITY UNIT AMOUNT PRICE STREET CONSTRUCTION Stormwater Pollution Prevention L.S . 1 $4,000.00 $4,000.00 Clearing & Grubbing (Incl. Esm'ts & Street Areas) AC. 1 3,000.00 3,000.00 Earthwork (Common Excavation) C .Y . 825 4.50 3,712.50 Cellulose Fiber Mulch Seeding S.Y. 3000 1.25 3,750.00 6" Lime Stabilized Subgrade (5% Lime) S.Y. 2865 3.00 8,595.00 Extra Lime Ton 19 85.00 1,615.00 Reinforced Concrete Pavement (6" w/curb) S .Y . 2447 23 .00 56,281.00 Reinforced Concrete Pavement (5" w/curb) S .Y . 272 21.50 5,848.00 Reinforced Concrete Apron/Driveway S .F . 460 3 .50 1,610.00 Remove Existing Cwb and Gutter L.F. 93 3 .50 325.50 Traffic Control, Striping and Signing Ea. 1 500.00 500.00 STREET CONS1RUCTION SUBTOTAL $ 89,237.00 DRAINAGE CONSTRUCTION Concrete Flume ( 4" thick) S.F. 1430 s 4.50 $ 6,435.00 Detention Pond Outlet Structure Ea. 1 2,500.00 2,500.00 Sloped Concrete Headwall (24" RCP) Ea. 2 600.00 1,200.00 24" R.C.P. (C-76, Cl. Ill) L.F. 40 33.00 1,320.00 Dry Riprap Channel Lining w/fabric S .Y. 85 30.00 2,550.00 Grade Ditch along Rock Prairie Road L.F. 213 5 .00 1,065.00 DRAINAGE CONS1RUCTION SUBTOTAL $ 15 ,070.00 SEWER LINE CONSTRUCTION Standard 4' Manhole (6.2' Depth) Ea. 1 $ 1,600.00 s 1,600.00 Standard 4' Manhole (15.4' Depth) Ea. 1 2,000.00 2,000.00 6" PVC Pipe (SDR 26, 03034)(6' TO 12' Depth) L.F. 133 18.00 2,394.00 4" Cleanout Ea. 1 600.00 600 .00 4" PVC Service (Type I, 5' Avg. Length) Ea. 1 500.00 500.00 4" PVC Service (Type I, 10' Avg. Length) Ea. 1 550.00 550 .00 4" PVC Service (Type m, 16' Avg. Length) Ea. 5 550.00 2,750 .00 4" PVC Service (Type II, 45' Avg. Length) Ea. 1 750.00 750.00 4" PVC Service (Type ill, 140' Avg. Length) Ea. : APP~ED F{)I~ Sewer Line Trench Safety L.S. CON UCTION. SEWER LINE CONS1RUCTION SUBTOTAL $14 144 .00 FEB 1 6 1998 ' Page 1 COLLEGE STATION · ENGINEERING ~ ITEM NO. 28 29 30 31 32 33 34 35 36 37 38 EN<ilNEER'S CONSTRUCTION COST ESTIMATE WOODCREEK SECTION EIGHT COLLEGE STATION, TEXAS FEBRUARY9, 1998 DESCRIPTION UNITS QUANTITY UNIT AMOUNT WATER LINE CONSTRUCTION 12" PVC (C900, CL 200) L.F. 100 6" PVC (C900, Cl. 200) L.F. 578 Remove Exst. & Install 2" Blow-off Assem.w/12" Cap Ea . I Connect to Existing · 12" & 6" Water Lines L.S . 1 Standard Fire Hydrant Assembly (Type II) Ea. 1 6" X 45° M.J. Bend Ea. 2 6" X 22Yi0 MJ. Bend Ea. 8 6" X 11 Y.0 Ml Bend Ea. 4 2" Blow-off Assembly w/6" Cap Ea. 1 lYi" Copper Water Service (15' Length) L.S. 1 Adjust Valve Ea. 3 WATERLINE CONS1RUCTION SUBTOfAL TOTAL ESTIMATED CONSTRUCTION COST Page2 $ PRICE 40.00 $ 4,000.00 15.00 8,670.00 500 .00 500.00 500.00 500.00 1,800.00 1,800 .00 150.00 300.00 175.00 1,400.00 200.00 800.00 400.00 400.00 400.00 400.00 100.00 300.00 $19,070.00 s 137,521.00 APPROVED FOR CONSTRUCTION FEB 1 6 1998 COLLEGE STATION ENGINEERING~ DATE: TO: TRANSMITTAL LETTER MCCLURE ENGINEERING, INC. February 9, 1998 Mr. Paul Kaspar I 722 8ROADMOOR, SUITE 2 I 0 BRYAN , TEXAS 77802 <409) 776-6700 FAX : (409> 776-6699 Development Services Department CITY OF COLLEGE STATION FROM: Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: WOODCREEK, SECTION EIGIIT COMMENTS: Attached please find the following items: 1. Staff red-lined construction plans 2 . One (1) set of construction plans, revised per staff comments 3 . Two (2) copies of sealed Engineer's Construction Cost Estimate Please check the revisions against the red-lined comments . If all revisions are acceptable, I will deliver additional sets for your use. r .. 'I i • i, l (, ,,. L• • l ,, . ' l• I .I \ . /• ... l ~l ·1 DATE: TO: FROM: TRANSMITTAL LETTER MCCLURE ENGINEERING, INC. February 20, 1998 Mr. Paul Kaspar I 722 BROADMOOR , SUITE 210 BRYAN , TEXAS 77802 <409) 776-6700 FAX : <409) 776-6699 Development Services Department CITY OF COLLEGE STATION Michael R. McClure, P.E., R.P.L.S. PROJECT NAME: WOODCREEK SECTION EIGHT COMMENTS: Per your instructions, attached please find an additional five ( 5) sets of Woodcreek Section Eight construction plans, revised per City comments . Two (2) sets are for the City's use and three (3) sets are to be stamped with City approval for the Contractor's use on the job. Please call when the sets are ready to be picked up . Thank you! r ' '' • . . <1 I'. J • . ' . I " i" ;, . ,. . ,,, • ~ . ··" - ~. ,, •' ,•" I o •I '.::r • McCLURE ENGINEERING, INC.--------- March 5, 1998 Mr. Paul Kaspar Assistant to the City Engineer City of College Station P .O . Box 9960 College Station, Texas 77842-0960 RE : Woodcreek Section Eight Drainage Report Comments Dear Paul: In the paragraphs that follow, I will attempt to address your comments on the above referenced drainage report. 1. "An analysis of the impact of the additional flow to the Rock Prairie Road ditch will need to be carried to the point where the flows converge. Please show where the convergence takes place and analyze the Rock Prairie Road Ditch to that point. " Attached you will find Exhibits B-3 and C-3 . Exhibit B-3 is an Overall Drainage Area Map that shows the original point of convergence. Exhibit C-3 shows a tabular hydraulic analysis of the Rock Prairie Road Ditch. In the analysis, calculations are made at two locations. The first is at the proposed culvert outfall and the second at the midpoint of the ditch . The flowrates used for the mid-point calculations are estimated by adding 10% to the flowrates at the proposed outfall. This yields a conservative estimate because the additional area contributing to the flow is increased by something less than 10%, and the associated increase in time of concentration will serve to lessen the peak flowrate . 2. "What type of outlet structure will be used for the detention pond? How much flow will get through the outlet?" A weir outlet is proposed for the detention pond and is detailed in the plans on Sheet S 1. Exhibit D-1 of the drainage report shows the routing of the design storms across the weir at any given point in time . The attached Exhibit D-4 shows the peak elevation and flow across the weir for each of those storms. 1722 Broadmoor , Suite 210 • Bryan , Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 3. "What is the flow from the detention pond outlet? Will it be contained in the flume?" Attached Exhibit D-4 shows the proposed flow across the weir for the design storms . Exhibit C-4 of the drainage report shows the water depth in the flume for the combined flows from the detention pond and drainage area 4P (see Drainage Map, Exhibit B-2.) This depth was used in the design of the flume . I hope my responses are sufficient to address the comments you have made. Should you have more questions or need some clarification of my responses, please contact me at the numbers shown below. Very truly yours, JJM/kml Enclosures T f f ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 ~TEM NO. DESCRIPTION STREET CONSTRUCTION ~-·----· ····· ... ·---·· -·-------·~ -------------------------·-·-· -· ·-··. Stonnwater Pollution Preventioni _L_ Ea!:f_h~()r~ (c;~'.!l~~--~~~~~~i-~~L __ ·-_ .. ___ .. . . . . . . .. 4 Cellulose Fiber Mulch Seeding ----------------·-·· ....... -. . --~---~ ''. _~i-~-~--~~~~!)~~-§~~~d.~_(5-~-~i~e) __ _ 6 Extra Lime 7 6" Crushed Limestone Base ---. -. .. . ... --------·------ 8 1Yl" Hot Mix ~sphaltic Co!tcre!~---__ _ _ 9 Reinfor~_~cmqete Payem~nt _(~"-~!~U.!b) _l Q__ ~~~J1fo~ced. C~nC!t:t~ -~!b. & Gutte_r (Twe III) 11 Reinforced Concrte Apron/Driveway_____ __ __ 12 . Tr~ffi_c f~n~.r~l,_Sti.:~P.i~g~~-~~~i~~-------·--__ Street Construction Subtotal DRAINAGE CONSTRUCTION . .. .. . . ·-. -. ·--· 13 Concrete Flume 14 Detention Pond Outlet Structure ___ 15 _ ~-1-~p~~~-<:_!ete H~~~~J~-{~£'_ RC_!'J_ ______ . ____ . I~-?~··--~~~_(C-?§J C!.:__l!!L _____________ .. . ___ . 17 . ~-Riprap Channel Linin~n Fa~~~----___ ... ____ _ _1~ .. 9"ade Ditch along Rock Prairie Roa~-----.. WATER LINE CONSTRUCTION --·-·-· - UNIT L.S. Acre C.Y. S.Y. S.Y. Ton S.Y. S.Y. S.Y. L.F. S .Y. Ea. S.F. Ea. Ea. L.F . L.F. L.F . L.F . QUAN. . ·- 998 3,000 2,459 17 1,65~----- 1,652 ' UNl1 i I i PRIC ! l _ s_~.o_o i;oo ----~·00 )'.00 AMOUNT $4,000.~ . 3,~0.~ ;00 .. -· ----· --~~9~~_:~~ 1,05~_:Q°- . I 5 ~! 1~~'.~.5. 8 jOO .. _______ !~~-~~.00 ;?5 9,499.00 -- 35 ' -~!1~~:~~ 388 938 60 2 ~o 9,100.00 --· -----------t ---------------------·--. f 0 ---_6,5§i>J!Q ·so 210.00 ·--~~QI~~ ___________ 5~-~ 1,488 ~ 100 $5,952.00 . . .... ---·-···- I _______ 1.50 ~;oo _ 2,5~_.~ 2 __ ---------~~ ~;oo ___________ t_,?_~o.oo 40 } ;O~ __ _____ ___ l_,_3_~Q~ 85 2 ;00 2, 125.00 .. ·:-. ----·--··- 213 •'00 --·---------! . ------1.065.00 $14,162.00 --·-·--··-··--·-·-- 473 1 ~;oo $7,095.00 _.lV 11 _.l" YVl.: Y!P~ ~\,;~~, l.:I • .lUVJ . .. . .. _1_1 __ I~s~n 2'.' Blo~-o~~ss.entbly w/12-''. Cap . 22 Standard Fire Hy~rarit .AS5e!l!~~>.J.T~_!_I) .. .. . 23 Remove Ex.i~t_i!li _Blo~:.C>.f!:..~_<;Er_l_'!_~-!~ 12'.'_~ine L.t. Each Each Each IUU 03 /28 /00 1 0 :5 8 z 4 096932 55 4 MCC LUR E E NGR IN C P.02 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION EIGHT AUGUST 26, 1999 DESCRIPTION NO . ~~ ~" X 12" Tapping Sleey~~-~E_Y~~ve ____ _ 25 6" X 22~0 M.J. Bend -------·--------------·--·-··-· 26 6" X 11 V.0 M.J. Bend ----·-. -· ------·-·-····· . -. --~?_ ~" Blow-off Assembly ~~:.f.!'P. _____________ . 28 I~."~~~-~_a~~ ~~~~{~A' ~~8---~~h) 29 !:_~-~~e!_~~ice{!_?:_~-~B.:_~_Slh.). Water Line Subtotal 30 St~~~~-~'_tv{an_h~l~J~}'._D.epth) ... _-1)_ ~~~~~rd_4' ~.an~?l ~(I0.3' pq>th}_ .. ·- --~~ ~~~-~Y.C::Pi~ (~1?~~2.6!.~~2.41, 7 '_~~) }.~. _ ~"-~-~~fi~ (SDR-26, -~30~~! 6' toJ_2..~Qi;eth.) __ ..... _ .. _3~--~-=-!~~_se~i~~Jl!!.~.3'_~~g. ~.s.tN_ ... . ~S __ .~:_PVC Service (Type III,~.§~' Avg :...~~~l ....... . 36 !_r~ch ~fetr_ ____ ·--·--·---·------·-····· -... - . Sewer Line Subtotal TOTAL ESTIMATED COST OF CONSTRUCTION UNIT Each Each Each Each Each Each Each Each L.F. L.F. Each Each L.S. QUAN. 4 5 3 20 157 6 AMOUNT --·-----· 2,Q00.00 700.00 200.00 400 .00 2.!~~o .~~ ... ---· ____ _1..200.00 $19_,~9~.~ __ _s_1 ,6 _ roo _ ------~·~QQ.OO ..... ?~~ . ;oo ___ -------~_,~<!Q.:_~o ,oo 380.00 I ··--·------ ------_ 1 1 0~ -----. . . 2,~26 .Q<> ss ;oo . ~._3~Q :'X> 2 . ·-____ _14_ ;o~ _ 2 ,8~:00 ... __ _ _______ ?_ ;oo -·-----·-· . _ 2~Q .. ~ $102,057.05 I Texas Department of Transportation 1300 N . TEXAS AVE . • BRYAN, TEXAS 77803-2760 • (409) 778-2165 Mr. W . Paul Kaspar Graduate Engineer City of College Station P. 0 . Box 9960 College Station , Texas 77842-0960 August 14 , 1998 RE : Access Dri veway , Drainage, and Utility Permits S H 6 West Frontage Road @ South Hampton 1 Subdivision College Stati o n, Texas Dear Mr. Kaspar : After reviewing the above referenced plans and permits I am returning same for revision and resubm ission with the following general comments noted : 1) Conflict in sanitary line sizes in review sets of plans & permit. 2) Original permit forms have been altered .(Require original form) 3) No plan & profile data on Bay Street between RO W line & WFR. 4) A.pparent conflict between Bay Street extension & TxDOT berm. 5) Drainage data , detention? and/or capability? of downstream structures w/ apparent routing of overland runoff. 6) Review sets(2) of plans are different. 7) Ut ili ty perm it s need to be for contro ll ed access highways . An Equal Opportunity Employer Drainage Report FOR Woodcreek Section Eight VICINI TY MAP NTS October, 1997 Prepared By: REVIEW ED FOR COMP LIANCE MAR 11 1998 McClure Engineering, Inc. 1722 Br.oadmoor Drive, Suite 210 Bryon, Texas 77802 , , ( 409) 776 -6700 C!tls McCLURE ENGINEERING, INC.---------... March 5, 1998 Mr. Paul Kaspar Assistant to the City Engineer City of College Station P .O . Box 9960 College Station, Texas 77842-0960 RE: Woodcreek Section Eight Drainage Report Comments Dear Paul : In the paragraphs that follow , I will attempt to address your comments on the above referenced drainage report . I . "An analysis of the impact of the additional flow to the Rock Prairie Road ditch will need to be carried to the point where the flows converge. Please show where the convergence takes place and analyze the Rock Prairie Road Ditch to that point. " Attached you will find Exhibits B-3 and C-3 . Exhibit B-3 is an Overall Drainage Area Map that shows the original point of convergence. Exhibit C-3 shows a tabular hydraulic analysis of the Rock Prairie Road Ditch. In the analysis, calculations are made at two locations . The first is at the proposed culvert outfall and the second at the midpoint of the ditch . The flowrates used for the mid-point calculations are estimated by adding 10% to the flowrates at the proposed outfall. This yields a conservative estimate because the additional area contributing to the flow is increased by something less than 10%, and the associated increase in time of concentration will serve to lessen the peak flowrate . 2. "What type of outlet structure will be used for the detention pond? How much flow will get through the outlet?" A weir outlet is proposed for the detention pond and is detailed in the plans on Sheet S 1. Exhibit D-1 of the drainage report shows the routing of the design storms across the weir at any given point in time . The attached Exhibit D-4 shows the peak elevation and flow across the weir for each of those storms . 1722 Broadmoor , Suite 210 • Bryan , Texas 77802 • (409) 776 -6700 • FAX (409) 776 -6699 3. "What is the flow from ·the detention pond outlet? Will it be contained in the flume ?" Attached Exhibit D-4 shows the proposed flow across the weir for the design storms . Exhibit C-4 of the drainage report shows the water depth in the flume for the combined flows from the detention pond and drainage area 4P (see Drainage Map, Exhibit B-2 .) This depth was used in the design of the flume . I hope my responses are sufficient to address the comments you have made. Should you have more questions or need some clarification of my responses, please contact me at the numbers shown below. Very truly yours, Chief Design Engineer JJM/kml Enclosures Drainage Report FOR Woodcreek Section Eight VICINITY MAP NTS October, 1997 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive , Suite 210 Bryan, Texas 77802 ( 409) 776-6700 CERTIFICATION I, Joel J. Mitchell, Registered Professional Engineer No. 80649, State of Texas, certify that this report for the drainage design for WOODCREEK, SECTION EIGHT, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAJNAGE REPORT WOOOCREEK SECTION EIGHT I INTRODUCTION TABLE OF CONTENTS WOODCREEK SECTION EIGHT GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE FACILITY DESIGN DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS OVERALL DRAINAGE AREA MAP RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS CUL VERT ANALYSIS ROCK PRAIRIE ROAD DITCH ANALYSIS CONCRETE CHANNEL ANALYSIS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/ DISCHARGE CURVES PROPOSED FLOW THROUGH THE WEIR 1 1 2 2 2 3 4 "A" "B-1" "B-2" "B-3" "C-1" "C-2" "C-3" "C-4" "D-1" "D-2" "D-3" "D-4" I DRAINAGE REPORT WOODCREEK SECTION EIGHT INTRODUCTION: The purpose of this report is to study the effects of the development of Woodcreek Section Eight. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The 3. 77 acre planned development site is located just north of the intersection of Rock Prairie Road and Stonebrook Drive . The drainage area also includes a 1.00 acre commercial site adjacent and to the south of the planned development. The property is bounded by Woodcreek Section Three to the north and property owned by M.H. Carroll to the east. The planned development is named Tract "B " and the commercial site is named Lot 1, Block G on the Revised Master Plan, Woodcreek dated January 1997. The site is mostly open with a few wooded areas along the east and southeast property line. The site is gently rolling with an average slope of 2.0% to 2.5%. DRAINAGE REPORT WOODCREEK SECTION EIGHT 1 FLOOD HAZARD INFORMATION: 1bis property is not in a 100-Y ear Flood Hazard Area according to the Flood Insurance Rate . Maps prepared by the Federal Emergency Management Agency for the City of College Station (See Exhibit "A "). PRIMARY DRAINAGE BASIN DESCRIPTION: The site naturally drains to a point that is located at the southeast corner of the planned development (See Exhibit "B"). From this point, the drainage flows across the existing driveway on the M. H. Carroll property in an existing 12" CMP culvert and then across the pasture and discharges into the Rock Prairie Road ditch. From there, the flows follow Rock Prairie Road for several hundred feet and then cross the road in an existing culvert. 1bis existing culvert is the start of an unnamed tributary of Lick Creek. DRAINAGE FACILITY DESIGN: Storm water from the planned development will be captured in the curbs and gutters and conveyed to the detention facility. The detention facility will be located in the southeast corner of the planned development. Storm water from the detention facility will be discharged into a concrete channel which will convey the storm water to the Rock Prairie Road right of way ditch, circumventing the existing 12" CMP culvert and significantly decreasing the flow across the M . H . Carroll property. The point where the flows enter the 12" CMP culvert will serve as Study Point 1 for this project. Drainage from the future commercial site will be captured by the proposed concrete DRAINAGE REPORT WOODCREEK SE CTION EIGHT 2 channel. Exhibit C-1 shows the rational calculations for the various drainage areas corresponding to the Drainage Area Map (Exhibit B). Exhibit C-2 shows the culvert analysis for the driveway culvert along Rock Prairie Road. Exhibit C-3 shows the analysis of the Rock Prairie Road drainage ditch. Exhibit C-4 shows the design of the concrete outfall flume . DRAINAGE DESIGN CRITERIA: All drainage is in accordance with the City DPDS . The design rainstorm is the 10 year event. Flow calculations for all drainage areas are based on the Rational Method. Pipe sizing for the culvert is based on evaluating Inlet and Outlet Control for the 10 year event. Manning's Roughness Coefficient "n" is 0.014 per the DPDS . The storage volume required for the detention pond is based on a triangular hydrograph routing of the flows (base = 3* Tc). The detention pond serves to detain all design storms. For the purpose of showing that the Post-development flows do not exceed the Pre- development flows , the routing shown at Study Point #1 in Exhibit D includes all of the Post- development drainage areas . The actual Post-development flow through this existing culvert will only be from drainage area 3P. Exhibit D shows the routing and hydrograph plots for the 5,10, 25 , 50 , and 100 year events at Study Point# 1 and at the proposed driveway culvert along Rock Prairie Road. The detention pond is designed to be extremely low maintenance with flumes for low flow and flow line stability and a weir for outflow control. Outlet flow computations are based on the weir flow equation Q =3*L *H"3/2. DRAINAGE REPORT WOODCREEK SECTION EIGHT 3 e The following swnmary table shows the Pre-development and Post-development flows at th study point. Design Event Pre-Development Post-Development Water Surface Elev . Qs= 21 cfs 20 cfs 302.7 Q10= 24cfs 22 cfs 302.7 Qis= 27 cfs 25 cfs 302.8 Qso= 31 cfs 28 cfs 302.8 Q100= 35 cfs 31 cfs 302.9 Top of Berm= 303.00 CONCLUSION: t The post-development 10 year event leaving the site does not exceed the pre-developmen 10 year event. The 100 year event is contained in the pond and released through the pond outle t device. The drainage design for this site meets the requirements as stated in the City of Colleg e Station Drainage Policy and Design Standards . . DRAINAGE REPORT WOODCREEK SECTION EIGHT 4 I I I 1 3 A Scale: 1" = 1000' B City of Colleg e Sta tion 480083 0 ~ City of College Station 480083 PRC>.ECT SITE Brazos C ounty U n incorporated Areas 4 81 195 ZONEX , 0 ZONE A--. .. :-: · 1 ··~· ,...-, .·. ·.• .... l...r' -·~..:.:-· /CJ~ ··~· EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated -Areas Mop Numbers: 48041C0205C Effective Date: July 2, 1992 < 3: UJ c 0 a:: UJ ...J ...J < ~ 0.. < LL. UJ 0 ;::: c (!) a:: ...J z < UJ z 5 J: < UJ z ...J ~~ c ~ ...J a:: I-< < ~ c;; UJ (!) I-0 I->z 0 z a:: UJ 0 c I-::::> < a:: Ii I-o~ NO. AC. 0.4 0.55 0.85 CA ft. 1E 5.78 4.74 0.00 1.04 2.78 500.0 1P 1.89 0.00 1.89 0.00 1.04 75.0 2P 0.49 0.00 0.49 0.00 0.27 363.0 3P 1.32 0.00 1.32 0.00 0.73 660.0 4P 0.99 0.99 0.00 0.00 0.40 240.0 5P 1.04 0.00 0.00 1.04 0.88 20.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations WOODCREEK SECTION EIGHT 3: 0 3: 3: ...J LL. 0 0 c ...J ...J z LL. LL. ~ 5 a:: J: a:: u u UJ I-UJ I-u a:: ...J ~ (!) ~ ...J 0 I-u UJ ...J ::::> z ::::> ...J ...J UJ >ct UJ cu f/) N II) 0 u.. (!) ~ (!) ~ > (.) ::::> ~ 0 !!? 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 7.0 0.0 0.0 0.8 10.0 10.0 6.34 17.6 7.7 21.4 2.0 364.0 2.5 1.5 4.8 5.0 8.22 8.5 9.9 10.2 5.0 0.0 0.0 0.8 7.3 7.3 7.21 1.9 8.7 2.3 7.0 0.0 0.0 0.7 15.1 15.1 5.17 3.8 6.4 4.6 4.0 0.0 0.0 0.9 4.4 5.0 8.22 3.3 9.9 3.9 0.5 1050.0 7.4 1.6 10.8 10.8 6.10 5.4 7.4 6.6 0 II) 0 .... II) N !: 0 ~ 0 In/Hr cfs In/Hr cfs 8.6 24.0 9.9 27.5 11.0 11.4 12.5 13.0 9.7 2.6 11.1 3.0 7.2 5.2 8.2 6.0 11.0 4.4 12.5 5.0 8.4 7.4 9.5 8.4 0 !!? In/Hr 11.2 14.1 12.5 9.3 14.1 10.8 0 0 0 0 II) 0 .... 0 !: 0 cfs In/Hr cfs 31.0 12.5 34.9 14.7 15.8 16.4 3.4 14.1 3.8 6.7 10.5 7.6 5.6 15.8 6.3 9.5 12.1 10.7 10/22197 9626-dra.xls Exhibit C-1 EXHIBIT C-2 CULVERT ANALYSIS WOODCREEK SECTION EIGHT Culvert Diameter (feet) Culvert Invert Elevation Top of Road Number of Pipes FHWA Chart Number (1 RCP, 2 CMP) Scale Number on Chart (Type of culvert entrance) Manning's Roughness Coefficient (n-value) Entrance Loss Coefficient of Culvert Opening Culvert Length (feet) Culvert Slope (feet per foot) ............ Results .......... .. 05 010 025 Flow Rate (cfs) 17 18 21 Tailwater Depth (ft) 1.43 1.46 1.54 Headwater (ft) Inlet Control 2 .41 2.44 2 .78 Outlet Control 2.48 2.61 3.05 Normal Depth (ft) 2 2 2 Critical Depth (ft) 1.49 1.53 1.64 Depth at Outlet (ft) 1.49 1.53 1.64 Outlet Vel. (fps) 6 .79 6 .99 7.61 Water Surface Elev. (ft .) 302.992 303 .122 303.562 Freeboard (ft .) 1.158 1 .028 0 .588 2 300.72 304 .15 1 1 2 0 .014 0.5 40 0 .0052 050 0100 23 26 1.6 1.67 3.05 3.48 3 .37 3.89 2 2 1.71 1.79 1.71 1.79 8.06 8 .78 303 .882 304 .402 0.268 -0.252 . Exhibit C-2 EXHIBIT C-3 ROCK PRAIRIE ROAD DITCH ANALYSIS WOODCREEK SECTION EIGHT Approximate Channel Dimensions Rock Prairie Road 7.5' 10 .5' Free board Calculation of Channel Depth Manning's Equation = Q=(1.49/n)*[(A/Pw)"(2/3)]*SQRT(S)*A A=area (sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) S=Channel Slope (ft/ft) as Flow Rate (cfs) 17 Flow Depth (ft) 1.43 Freeboard (ft.) 1.19 010 025 050 18 21 23 1.46 1.54 1.6 1 .16 1 .08 1.02 0100 26 1.67 0.95 2 .62 i 10/22/97 9626-dra .xls Exhibit C-3 EXHIBIT C-3 ROCK PRAIRIE ROAD DITCH ANALYSIS WOODCREEK SECTION EIGHT Approximate Channel Dimensions Rock Prairie Road 18' Free board Calculation of Channel Depth Manning 's Equation = 0=(1 .49/n)*[(A/Pw)"(2/3)]*SORT(S)*A A=area (sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) S=Channel Slope (ft/ft) Po int 1-Proposed Culvert Outfall Back Slope=3 :1 Frount slope=4:1 05 010 Flow Rate (cfs) 17 18 Flow Depth (ft) 1.43 1.46 F reeboard (ft .) 1.19 1.16 Point 2 , Mid Point of Ditch Back Slope=5 :1 Frount slope=5 :1 05 010 Flow Rate (cfs) 19 20 Flow Depth (ft) 1 1 Freeboard (ft.) 0.33 0 .33 d= 2 .62 025 050 21 23 1.54 1.6 1.08 1.02 d= 1.33 025 050 23 25 1.1 1.1 0 .23 0 .23 n=.028 0100 26 1.67 0 .95 n=.028 0100 29 1.2 0.13 d i 3/4/98 9626-dra .xls Exhibit C-3 YSIS EXHIBIT C-4 CONCRETE CHANNEL ANAL WOODCREEK SECTION EIG HT Approximate Channel Dimensions 4' .3' 6" 1.5' ~ /A_<(/fy ~'X: . ~::c a· ~~~I %'i t> '//" ,""( lume 4" Thi ck Co n crete F w/#3 Bors @ 12" 0 .C.E.W. TYPICAL CO N CRETE FLUME SECT! ON Manning's Equation = 0=(1 .49/n)*[(A/Pw)"(213)]*SORT A=area (sf) n=Roughness Coefficient Pw=Wetted Perimeter (ft) S=Channel Slope (ft/ft) 05/3 Flow Rate (cfs) 3.86 Flow Depth (ft) 0 .33 05 010 11 .6 13 0.7 0 .74 (S)*A 025 14 0.77 - . 050 0100 15 17 0.8 0 .85 Exhibit C-4 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. # D.A. # D.A . # Pond Routina EVENT• .. c .c 0 0 a. w t. ~ z c :!;! "' iii + 2 + e :=;; c ,, + ,, c ,.. Q. Q. 0 (ij Ul :J: -"' u c "' "' Qp 10.2 2 .3 Tc 6.0 7.3 inc 0.6 Time cfs cfs eta cfs cfs 0 .0 0 .0 0 .0 0.0 1 .19 0 .00 0.00 0 .5 1 .0 0 .2 1.2 3 .56 0 .23 1.19 1 .0 2 .0 0 .3 2 .4 5 .93 0 .73 3 .78 1 .5 3 .1 0 .5 3 .6 8 .30 1 .86 6.65 2 .0 4 .1 0 .6 4 .7 10.67 3 .38 10.16 2 .5 5 .1 0 .8 5 .9 13.04 5 .72 14.05 3 .0 6 .1 1 .0 7 .1 15.41 9 .47 18.76 3.5 7 .2 1 .1 8 .3 17.78 14.34 24 .88 4.0 8 .2 1 .3 9 .5 20 .15 20 .09 32.11 4.5 9.2 1.4 10.7 22 .52 26.60 40.24 5 .0 10.2 1.6 11 .9 23 .35 34.64 49 .11 5.5 9 .7 1.8 11.5 22 .65 42 .68 57.99 6.0 9 .2 1 .9 11.1 21 .95 49 .33 65 .32 6 .5 8 .7 2 .1 10.8 21.24 54.72 71 .27 7 .0 8 .2 2 .3 10.4 20 .44 58.97 75 .96 7 .5 7 .7 2.3 10.0 19.40 62 .09 79 .41 8.0 7 .2 2 .2 9.4 18.21 63 .98 81.49 8 .5 6.7 2 .2 8 .8 17.03 64.62 82 .19 9 .0 6 .1 2 .1 8 .2 15.84 64 .12 81 .65 9 .5 5 .6 2.0 7 .6 14.66 62 .59 79 .96 10.0 5 .1 1 .9 7 .0 13.47 60.14 77 .25 10.5 4.6 1 .8 6 .4 12.29 56.84 73.61 11 .0 4 .1 1 .8 5 .8 11 .10 52.77 69 .13 11 .5 3 .6 1 .7 5 .3 9 .92 48.02 63.88 12.0 3.1 1 .6 4.7 8.7 3 4 2 .6 3 57.94 12.6 2 .6 1.5 4 .1 7 .66 36.6 8 61 .37 13.0 2 .0 1 .4 3.5 6.36 30.21 44.23 13.5 1 .5 1.3 2.9 5.18 23 .64 36.57 14.0 1 .0 1 .3 2 .3 3 .9 9 17.47 28 .82 14.6 0 .5 1 .2 1.7 2 .8 1 11 .63 21 .47 1 5 .0 0 .0 1 .1 1 .1 2 .14 6.03 14.43 15.5 0 .0 1 .0 1 .0 1.97 2.52 8 .17 16.0 0 .0 0 .9 0 .9 1.81 0 .93 4 .49 16.5 0 .0 0 .9 0 .9 1 .65 0 .53 2 .74 17.0 0 .0 0 .8 0.8 1.49 0 .42 2 .18 17.5 o.o 0 .7 0 .7 1.33 0 .37 1 .91 18.0 0 .0 0 .6 0 .6 1 .17 0 .33 1 .70 18.5 0 .0 0 .5 0.6 1 .01 0 .29 1 .50 19.0 0 .0 0 .5 0 .5 0 .85 0.25 1 .30 19.5 0 .0 0.4 0.4 0 .69 0 .21 1 .10 20 .0 0.0 0.3 0 .3 0 .53 0 .17 0 .90 PEAK FLOWS I 10 2 12 • Total @ Study Po int #1 In cludes Dra inage a reas 1 P, 2P, 3P, 4P and 5P • • Total @ Proposed Culvert Includes Drainage areas 1 P, 2P, 4P and 5P D.DO ind ic ates inital cond ition 6 c 0 ., + ,, .. c > c o.!! 0 Q. w cfs ft 0.00 301 .7 0 .48 301.8 1 .53 302.0 2 .39 302.1 3 .39 302.2 4 .16 302.3 4.64 302.3 5 .27 302.4 6 .01 3 0 2 .4 6 .82 302.5 7 .24 302.5 7 .65 302.6 8 .00 302.6 8 .28 3 0 2 .6 8 .50 302.6 8 .66 302.6 8 .76 302.6 8 .79 302.7 8 .76 302.6 8 .68 302.6 8 .56 302.6 8 .39 302.6 8 .18 302.6 7.93 30 2 .6 7.65 30 2 .6 7.34 302 .6 7 .01 30 2 .6 6 .47 302.5 5.67 302 .4 4 .92 30 2 .3 4 .20 30 2.3 2 .82 3 0 2 .1 1.78 30 2 .0 1.11 301 .9 0 .88 301 .8 0 .77 30 1 .8 0 .69 301 .8 0 .60 301 .8 0 .6 2 301 .8 0 .44 301 .8 0.36 301 .7 9 3 0 2 .7 D.A. Q. .., 4.6 15.1 cfs 0 .0 0 .2 0.3 0 .5 0.6 0 .8 0.9 1.1 1 .2 1 .4 1.5 1.7 1 .8 2 .0 2.1 2.3 2 .4 2 .6 2.7 2.9 3 .1 3.2 3.4 3 .5 3 .7 3.8 4 .0 4 .1 4.3 4 .4 4 .6 4 .6 4 .5 4 .4 4.3 4 .2 4 .2 4 .1 4 .0 3.9 3.9 6 D.A. D.A # . e i .... > ,_ <Oz ,_ :::> - ~ Q. e:;; ~ "' 3 .9 6.6 6.0 10.8 cfs cfs 0.0 0 .0 0 .00 0 .4 0 .3 1 .32 0 .8 0 .6 3 .22 1 .2 0 .9 4 .93 1 .6 1 .2 6 .77 2.0 1 .5 8.39 2.3 1.8 9 .72 2 .7 2.1 11 .19 3 .1 2 .4 12.78 3 .5 2 .7 14.44 3 .9 3 .0 16.70 3 .7 3 .3 16.38 3.5 3 .6 16.98 3 .3 3 .9 17.52 3.1 4 .2 18.00 2 .9 4.6 18.43 2 .7 4 .9 18.79 2 .5 5 .2 19.08 2 .3 6 .5 19.31 2 .1 5.8 19.50 2 .0 6.1 19.63 1 .8 6 .4 19.72 1 .6 6 .5 19.61 1 .4 6.4 19.17 1.2 6 .2 18.70 1.0 6 .1 18.20 0 .8 5.9 17.67 0 .6 5 .8 16.93 0 .4 5.6 15.94 0 .2 5 .5 15.00 0 .0 5 .3 14.08 0.0 5 .2 12.53 0 .0 5 .0 11 .26 0 .0 4 .8 10.36 0.0 4 .7 9 .90 0 .0 4 .5 9 .57 0.0 4 .4 9 .25 0 .0 4 .2 8 .94 0 .0 4 .1 8 .63 0 .0 3 .9 8 .33 0 .0 3 .8 8 .02 4 7 20 0: ew ,_ Ul ..: _, ~ w ~o~ 0..: :::> ... a.. u cfs 0 .00 1.17 2 .91 4.48 6.16 7 .63 8 .81 10.13 11 .56 13.07 14.18 14.70 15 .15 15 .64 15 .87 16.14 16.34 16.49 16.67 16.60 16.58 16.52 16.26 16.66 16.04 14.38 13.70 12.8 1 11.67 10.57 9 .61 7 .98 6.78 5.96 5 .58 5 .32 5 .08 4 .85 4.61 4 .38 4 .15 17 D.A . # Cl z _, -< ,_ ,_ !!1 w 0 >< -,_ w 21 .4 10.0 els els 0.0 0 .00 1.1 1.07 2 .1 2.16 3 .2 3 .22 4.3 4 .30 5.4 5 .37 6 .4 6 .45 7 .5 7.52 8 .6 8 .60 9 .7 9 .67 10.7 10.74 11 .8 11 .82 12.9 12.89 14.0 13.97 15.0 15.04 16.1 16.12 17.2 17.19 18.3 18.27 19.3 19.34 20.4 20.41 21 .4 21 .38 20 .8 20.84 20 .3 20 .31 19.8 19.77 19.2 19.23 18.7 18.69 18.2 18.16 17.6 17.62 17.1 17.08 16.5 16.55 16.0 16.0 1 15 .5 15 .47 14.9 14.93 14.4 14.40 13.9 13.86 13.3 13.32 12 .8 12.78 12.2 12.25 11 .7 11.71 1 1 .2 11 .17 10.6 10.64 21 21 9626-d ra.xls Exhihit 0 ~1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. I D.A. I D.A. I Pond Routino EVENT•> .. c .c 0 0 a. e w ~ z c "' iii + 0 e :E c ... + .,, + "D c "' 0.. Ro 0 iii "' r -u E. .. .. OD 11.4 2.6 Tc 5.0 7.3 inc 0.5 Time cfs cfs els els els 0.0 0.0 0.0 0.0 1.32 0.00 0.00 0.5 1.1 0.2 1.3 3.96 0.25 1.32 1.0 2.3 0.4 2.6 6.61 0.81 4.22 1.5 3.4 0.5 4.0 9.25 2.20 7.42 2.0 4.6 0.7 5.3 11.89 3.94 11.45 2.5 5.7 0.9 6.6 14.54 7.14 15.83 3.0 6.8 1.1 7.9 17.18 11.80 21.68 3.5 8.0 1.3 9.3 19.82 17.60 28.98 4.0 9.1 1.4 10.6 22.47 24.31 37.42 4.5 10.3 1.6 11.9 25.11 32.52 46.78 5.0 11.4 1.8 13.2 26.04 42.36 57.63 5.5 10.8 2.0 12.8 25.26 52.11 68.40 6.0 10.3 2.2 12.4 24.48 60.25 77.37 6.5 9.7 2.3 12.0 23.70 66.91 84.72 7.0 9.1 2.5 11.7 22.80 72.24 90.60 7.5 8.6 2.6 11.2 21.64 76.26 95.04 8.0 8.0 2.5 10.5 20.32 78.85 97.90 8.5 7.4 2.4 9.8 19.00 80.00 99.17 9.0 6.8 2.3 9.2 17.68 79.84 99.00 9.5 6.3 2.2 8.5 16.36 78.50 97.52 10.0 5.7 2.1 7.8 15.03 76.09 94.86 10.5 5.1 2.0 7.2 13.71 72.71 91.12 11.0 4.6 2.0 6.5 12.39 68.45 86.42 11.5 4.0 1.9 5.9 11.07 63.39 80.84 12.0 3.4 1.8 5.2 9.75 57.60 74.45 12.5 2.9 1.7 4.6 8.43 51.16 67.35 13.0 2.3 1.6 3.9 7.10 44.13 59.59 13.5 1.7 1.5 3.2 5.78 36.56 51.23 14.0 1.1 1.4 2.6 4.46 28.50 42.34 14.5 0.6 1.3 1.9 3.14 20.77 32.96 15.0 0.0 1.2 1.2 2.39 13.57 23.91 15.5 0.0 1.1 1.1 2.21 7.24 15.95 16.0 0.0 1.1 1.1 2.03 3.07 9.45 16.5 0.0 1.0 1.0 1.85 1.19 5.10 17.0 0.0 0.9 0.9 1.67 0.59 3.04 17.5 0.0 0.8 0.8 1.49 0.43 2.25 18.0 0.0 0.7 0.7 1.31 0.37 1.92 18.5 0.0 0.6 0.6 1.13 0.32 1.68 19.0 0.0 0.5 0.5 0.95 0.26 1.45 19.5 0.0 0.4 0.4 0.77 0.24 1.23 20.0 0.0 0.3 0.3 0.59 0.19 1.01 PEAK FLOWS 11 3 13 • Total @ Study Point 11 Includes Drainage areas 1 P. 2P. 3P, 4P and 5P • • Total @ Proposed Culvert Includes Drainage areas 1 P, 2P, 4P and 5P 0. 00 indicates inital condition 10 c 0 + .,, 10 c > a 0 .!! 0.. w els f1 0.00 301.7 0.53 301.8 1.70 302.0 2.61 302.1 3.75 302.2 4.34 302.3 4.94 302.3 5.69 302.4 6.55 302.5 7.13 302.5 7.64 302.6 8.14 302.6 8.56 302.6 8.91 302.7 9.18 302.7 9.39 302.7 9.53 302.7 9.59 302.7 9.58 302.7 9.51 302.7 9.38 302.7 9.21 302.7 8.99 302.7 8.73 302.6 8.43 302.6 8.09 302.6 7.73 302.6 7.34 302.5 6.92 302.5 6.10 302.4 5.17 302.4 4.36 302.3 3.19 302.2 1.95 302.0 1.23 301.9 0.91 301.8 0.78 301.8 0.68 301.8 0.59 301.8 0.50 301.8 0.41 301.7 10 302.7 D.A. ~ 5.2 15.1 cfs 0.0 0.2 0.3 0.5 0.7 0.9 1.0 1.2 1.4 1.5 1.7 1.9 2.1 2.2 2.4 2.6 2.8 2.9 3.1 3.3 3.4 3.6 3.8 4.0 4.1 4.3 4.5 4.6 4.8 5.0 6.2 5.1 5.1 5.0 4.9 4.8 4.7 4.6 4.6 4.4 4.4 5 D.A. I D.A I . @ i _, >-.... <( 0 z .... ~ -~ ~ O>-0 .... "'0.. 4.4 7.4 6.0 10.8 els els 0.0 0.0 0.00 0.4 0.3 1.48 0.9 0.7 3.60 1.3 1.0 5.48 1.7 1.4 7.55 2.2 1.7 9.09 2.6 2.0 10.63 3.0 2.4 12.33 3.5 2.7 14.14 3.9 3.1 15.66 4.4 3.4 17.12 4.1 3.8 17.92 3.9 4.1 18.64 3.7 4.4 19.28 3.5 4.8 19.85 3.3 5.1 20.35 3.0 5.5 20.78 2.8 5.8 21.14 2.6 6.1 21.42 2.4 6.5 21.65 2.2 6.8 21.82 2.0 7.2 21.94 1.7 7.3 21.64 1.5 7.2 21.36 1.3 7.0 20.85 1.1 6.8 20.30 0.9 6.6 19.72 0.7 6.5 19.11 0.4 6.3 18.48 0.2 6.1 17.44 0.0 6.0 16.30 0.0 5.8 15.28 0.0 5.6 13.86 0.0 5.4 12.37 0.0 5.3 11.39 0.0 5.1 10.81 0.0 4.9 10.42 0.0 4.8 10.07 o.o 4.6 9.72 0.0 4.4 9.37 0.0 4.3 9.02 4 7 22 0: @w>-"'et: _, 0 w <( 0.. > .... 0 _, 0 et:~ .... 0.. u cfs 0.00 1.31 3.26 4.94 6.86 8.22 9.60 11.12 12.76 14.11 15.40 16.03 16.57 17.04 17.44 17.77 18.03 18.21 18.32 18.38 18.38 16.33 18.05 17.40 16.71 16.99 15.24 14.46 13.86 12.44 11.13 10.15 8.81 7.40 6.61 6.02 5.71 5.44 5.18 4.92 4.66 18 D.A. I 0 z _, -<( .... .... !11 w ~~ -24.0 10.0 els cfs 0.0 0.00 1.2 1.21 2.4 2.41 3.6 3.62 4.8 4.82 6.0 6.03 7.2 7.24 8.4 8.44 9.6 9.65 10.9 10.85 12.1 12.06 13.3 13.26 14.5 14.47 15.7 15.68 16.9 16.88 18.1 18.09 19.3 19.29 20.5 20.50 21.7 21.71 22.9 22.91 24.0 24.00 23.4 23.39 22.8 22.79 22.2 22.19 21.6 21.58 21.0 20.98 20.4 20.38 19.8 19.78 19.2 19.17 18.6 18.57 18.0 17.97 17.4 17.38 16.8 16.76 16.2 16.16 15.6 15.56 15.0 14.95 14.3 14.35 13.7 13.75 13.1 13.14 12.5 12.54 11.9 11.94 24 24 9626-dra.xls Exhibit D·1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. I D.A. I D.A. I Pond Routine EVENT » • c .c 0 0 0.. 11.J ~ E z c "' iii + 0 e ... + ::;: c " + :!;? c >-a.. a.. 8 <I) <I) I -N c N N Qo 13.0 3 .0 Tc 6.0 7.3 inc 0 .6 Time efs els efs els efs 0 .0 0 .0 0 .0 0.0 1 .51 0.00 0.00 0.5 1 .3 0 .2 1 .5 4 .52 0 .29 1.51 1.0 2 .6 0 .4 3 .0 7 .53 1 .07 4 .81 1.5 3 .9 0 .6 4 .5 10.54 2.70 8.59 2 .0 5 .2 a .8 6 .0 13.55 5 .a8 13.24 2.5 6 .5 1 .0 7 .5 16.56 9.37 18.63 3 .a 7 .8 1 .2 9 .0 19.57 15.17 25.93 3.5 9.1 1 .4 10.5 22 .58 22.19 34.74 4 .0 10.4 1 .6 12.0 25 .59 30.70 44 .77 4.5 11 .7 1.8 13.5 28 .6a 41 .14 56.29 5 .0 13.0 2 .1 15.1 29 .66 53 .33 69 .74 5.5 12.4 2 .3 14.6 28 .77 65.34 82.99 6 .0 11.7 2.5 14.2 27 .88 75 .42 94.11 6.5 11.1 2.7 13.7 26 .99 83 .74 1a3.3a 7 .a 1a.4 2 .9 13.3 25 .98 9a.49 11a.74 7 .5 9 .8 3 .a 12.7 24.65 95 .81 116.47 8.a 9 .1 2.9 12.a 23 .15 99 .50 12a.46 8 .5 8 .5 2 .7 11 .2 21 .64 1a1.53 122.65 9 .a 7 .8 2 .6 1a.4 2a .14 1a2 .a2 123.18 9 .5 7 .2 2 .5 9 .7 18.63 1a1 .a7 122.16 1a.a 6 .5 2 .4 8 .9 17.13 98.80 119.71 1a.5 5 .9 2 .3 8.2 15.62 95 .30 115 .93 11 .a 6 .2 2 .2 7.4 14.12 90.67 110.93 11.5 4.6 2 .1 6 .7 12.61 85 .09 104.79 12.a 3.9 2 .0 5 .9 11 .11 78 .67 97 .70 12.5 3 .3 1 .9 5 .2 9 .60 71 .49 89 .77 13.0 2.6 1.8 4 .4 8 .10 63 .61 81.09 13.5 2.0 1 .7 3 .7 6 .59 55 .11 71 .71 14.0 1 .3 1 .6 2 .9 5 .08 46.a5 61.70 14.5 0 .7 . 1 .5 2 .2 3 .58 36.47 51.13 15.0 0 .0 1.4 1 .4 2 .72 26.42 40.0 5 15 .5 0 .0 1.3 1 .3 2 .52 17.73 29 .14 16.a 0 .0 L2 1.2 2 .31 10.66 20 .25 16.5 o .a 1 .1 1.1 2 .11 4 .87 12.97 17.a 0 .0 1 .0 1 .a 1 .90 2 .00 6 .98 17.5 o.a a.9 0.9 1 .7a a .75 3 .91 18.a o .a 0 .8 a.8 1 .49 0 .47 2 .45 18.5 o .a a .7 a .7 1 .29 a .38 1 .96 19.a o .a a .6 0 .6 1.08 a .32 1 .67 19.5 0 .0 0.5 0.5 0 .88 0 .27 1 .40 20 .a a .o a .4 a .4 0 .67 0 .22 1 .15 PEAK FLOWS I 13 3 15 • Tota l @ Study Point 11 includes Dra in age areas 1 P, 2P, 3P, 4P and SP • • Tot11I @ Proposed Culve rt Inc ludes Drainage areas 1 P, 2P, 4P and 5P 0.00 in dicates inital cond ition 25 c 0 "~ + 5~ a 0..1/J efs f1 0.00 301 .7 0.61 301 .8 1.87 302.0 2.94 3a2.1 4 .a8 3a2.3 4 .63 3a2.3 5 .38 3a2 .4 6 .28 302.5 7.a3 3a2.5 7.57 3a2.6 8 .21 302.6 8 .83 302.7 9 .35 3a2.7 9 .78 3a2 .1 10 .12 302.8 10.33 3a2.8 10.48 302.8 1a.56 3a2.8 1a.58 3a2.8 1a.54 3a2.8 1a.45 3a2.8 1a.31 3a2.8 10.13 3a2.8 9 .85 3a2.7 9 .52 302.7 9 .14 3a2.7 8 .74 302.6 8 .30 3a2.6 7 .83 3a2.6 7 .33 3a2.5 6 .81 3a2.5 5.71 3a2.4 4 .80 3a2.3 4 .a5 3a2.3 2.49 3a2.1 1 .58 302.0 a .99 301 .9 0 .79 3a1 .8 a .67 3a1 .8 0 .57 3a1 .8 0 .46 3a1 .8 11 3 0 2 .8 D.A. a.. .., 6 .0 15.1 cfs 0 .0 0 .2 0 .4 a .6 0 .8 1.0 1.2 1 .4 1 .6 1 .8 2.a 2.2 2 .4 2.6 2.8 3.a 3 .2 3 .3 3 .5 3 .7 3 .9 4 .1 4 .3 4 .5 4.7 4 .9 5 .1 5 .3 5 .5 5 .7 5 .9 5.9 5 .8 5 .7 5 .6 5 .5 5 .4 5 .3 5 .2 5 .1 5 .0 6 D.A . r D.A I . @ i ...I >-.... <Oz .... ::::>- ~ a.. 0 .... 0 "' .... <I) a.. 6 .0 6 .4 5.0 10.l els els 0 .0 0 .0 0 .00 0 .6 0 .4 1 .69 1 .0 0 .8 4 .03 1.5 1 .2 6 .19 2 .0 1 .6 8 .41 2.5 1 .9 1a.04 3 .0 2 .3 11 .87 3 .5 2 .7 13.85 4 .0 3.1 15.69 4.5 3 .5 17.31 5 .0 3 .9 19.a3 4 .7 4.3 19.99 4 .5 4 .7 2a.85 4 .2 5 .1 21.62 4.0 5.5 22.3a 3.7 5.8 22.85 3 .5 6.2 23 .33 3 .2 6 .6 23 .75 3 .0 7 .a 24.11 2 .7 7 .4 24.41 2.5 7 .8 24.66 2 .2 8 .2 24.86 2 .0 8 .4 24.81 1 .7 8 .2 24.29 1.5 8 .0 23 .71 1 .2 7 .8 23.09 1.a 7 .6 22 .44 a .7 7 .4 21 .76 a .5 7 .2 21 .a4 0 .2 7 .0 20.3a 0 .0 6 .8 19.53 a .o 6 .6 18.20 o .a 6 .4 17.00 a .a 6 .2 15 .96 a .a 6 .0 14.la 0 .0 5 .8 12.90 a.o 5 .6 12.a2 a .a 5.4 11 .53 a .a 5 .3 11 .1 1 a .a 5 .1 10.72 a.a 4 .9 1a .32 5 8 25 0: @11.J,_ <I) a:: ...I 011.J <a..> .... 0 ...I g :Ul els 0 .00 1 .49 3 .64 5 .60 7 .62 9.a6 1a.69 12.47 14.11 15.54 17.06 17.82 18 .48 19 .a5 19.54 19.89 20.18 20.4a 20 .56 2a .67 2a.12 20.72 20.48 19.76 18.98 18.17 17.32 16.43 15.52 14.58 13.62 12.32 11 .22 1a.28 8 .52 7 .41 6 .63 6 .24 5 .92 5 .62 5 .32 21 D.A . I C> z ...J-< .... .... !!l 11.J 0 )( -.... 11.J 27.5 10.0 els els 0.0 0 .00 1.4 1 .38 2.8 2 .75 4 .1 4 .13 5 .5 5 .51 6 .9 6 .89 8.3 8 .26 9 .6 9 .64 11 .0 11 .a2 12.4 12 .40 13.8 13.77 15.1 15 .15 16.5 16.53 17.9 17.9a 19.3 19.28 2a.1 20.66 22 .0 22.a4 23 .4 23 .41 24.8 24.79 26 .2 26 .17 27 .4 27.41 26.7 26 .72 26.0 26.a3 25.3 25 .34 24.7 24.65 24.0 23 .96 23 .3 23 .27 22 .6 22 .59 21 .9 21.90 21 .2 21.21 20 .5 2a .62 19.8 19 .83 19.1 19.14 18.5 18.45 17.8 17.77 17 .1 17 .a8 16.4 16.39 16 .7 15 .7a 15 .a 15.a1 14.3 14.32 13.6 13 .63 27 27 9626-dra .x ls Exhibit 0 -1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT D.A. I D.A. I D.A. I Pond Routina EVENT•; • c .c 0 i a. f! w c z :E "' iii + 2 ~ + :=;: c "O "O .. c ~ a. a. 8 Cil ~ -"' c "' Qp 14.7 3.4 Tc 5.0 7.3 inc 0.5 Time cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 1.70 0.00 0.00 0.5 1 .5 0.2 1.7 5.09 0.33 1.70 1.0 2.9 0.5 3.4 8.49 1.33 5.42 1.5 4.4 0.7 5.1 11.88 3.23 9.82 2.0 6.9 0.9 6.8 15.27 6.67 15.11 2.5 7.3 1.2 8.5 18.67 11.93 21.85 3.0 8.8 1.4 10.2 22.06 18.89 30.60 3.5 10.3 1.6 11.9 26.46 27.24 40.95 4.0 11.7 1.9 13.6 28.85 37.89 52.70 4.5 13.2 2.1 15.3 32.25 60.61 66.74 5.0 14.7 2.3 17.0 33.44 66.22 82.86 5.6 13.9 2.6 16.6 32.44 79.64 98.66 6.0 13.2 2.8 16.0 31.44 91.64 111.98 6.5 12.6 3.0 15.6 30.44 101.93 123.08 7.0 11.7 3.2 16.0 29.29 110.53 132.37 7.5 11.0 3.3 14.3 27.80 117.44 139.83 8.0 10.3 3.2 13.5 26.10 122.46 145.24 8.5 9.5 3.1 12.6 24.41 125.54 148.57 9.0 8.8 3.0 11.8 22.71 126.82 149.95 9.5 8.1 2.9 10.9 21.01 126.43 149.53 10.0 7.3 2.8 10.1 19.31 124.50 147.44 10.5 6.6 2.6 9.2 17.62 121.14 143.82 11.0 5.9 2.6 8.4 16.92 116.45 138.76 11 .5 5.1 2.4 7.5 14.22 110.54 132.37 12.0 4.4 2.3 6.7 12.63 103.49 124.76 12.5 3.7 2.2 5.8 10.83 95.38 116.01 13.0 2.9 2.1 6.0 9.13 86.38 106.21 13.5 2.2 1.9 4.1 7.43 78.68 95.51 14.0 1.5 1.8 3.3 5.74 88.36 84.12 14.5 0.7 1.7 2.4 4.04 55.46 72.09 15.0 0.0 1.6 1.6 3.08 44.05 59.50 15.5 0.0 1.5 1.5 2.84 32.84 47.13 16.0 0.0 1.4 1.4 2.61 22.93 3S.68 16.S 0.0 1.2 1.2 2.38 14.87 2S.S4 17.0 0.0 1.1 1. 1 2.15 8.27 17.2S 17.5 0.0 1.0 1.0 1.92 3.49 10.42 18.0 0.0 0.9 0.9 1.68 1.33 5.41 18.5 0.0 0.8 0.8 1.45 O.S8 3.01 19.0 0.0 0.7 0.7 1.22 0.39 2.03 19.S 0.0 0.6 0.6 0.99 0.31 1.61 20.0 0.0 0.4 0.4 0.76 0.25 1.30 PEAK FLOWS 1S 3 17 • Total @ Study Point #1 Includes Drainage areas 1 P, 2P, JP, 4P and SP • • Total @ Proposed Culvert Includes Drainage areas 1 P, 2P, 4P and SP 0.00 indicates inltal condition 60 c 0 "O ~ + ~~ a a. w els ft 0.00 301.7 0.69 301.8 2.04 302.0 3.29 302.2 4.27 302.3 4.96 302.3 5.85 302.4 6.86 302.5 7.41 302.5 8.06 302.6 8.82 302.7 9.66 302.7 10.17 302.8 10.58 302.8 10.92 302.8 11.19 302.8 11.39 302.8 11.51 302.8 11.66 302.8 11.55 302.8 11.47 302.8 11.34 302.8 11.15 302.8 10.92 302.8 10.64 302.8 10.32 302.8 9.92 302.7 9.41 302.7 8.88 302.7 8.32 302.6 7.73 302.6 7.14 302.5 6.38 302.S 5.34 302.4 4.49 302.3 3.46 302.2 2.04 302.0 1.22 301.9 0.82 301.8 0.6S 301.8 O.S2 301.8 12 302.8 D.A. l!; 6.7 15.1 cfs 0.0 0.2 0.4 0.7 0.9 1.1 1.3 1.6 1.8 2.0 2.2 2.6 2.7 2.9 3.1 3.3 3.6 3.8 4.0 4.2 4.5 4.7 4.9 5.1 5.4 5.6 5.8 6.0 6.3 6.5 6.7 6.7 6.6 6.4 6.3 6.2 6.1 6.0 S.9 5.8 S.7 7 D.A. D.A I . Cl • _, >-... <Oz ... :> -~ a. e :n ~ "' 5.6 9.6 5.0 10.8 cfs cfs 0.0 0.0 0.00 0.6 0.4 1.91 1.1 0.9 4.49 1.7 1.3 6.96 2.2 1.8 9.16 2.8 2.2 11.07 3.4 2.6 13.19 3.9 3.1 15.41 4.6 3.5 17.18 6.0 4.0 19.06 5.6 4.4 21.04 6.3 4.8 22.17 5.0 5.3 23.16 4.7 5.7 23.95 4.5 6.2 24.68 4.2 6.6 25.34 3.9 7.0 25.92 3.6 7.5 26.43 3.4 7.9 26.86 3.1 8.4 27.23 2.8 8.8 27.54 2.5 9.3 27.79 2.2 9.5 27.76 2.0 9.2 27.26 1.7 9.0 26.69 1.4 8.8 26.10 1.1 8.6 26.42 0.8 8.4 24.64 0.6 8.1 23.83 0.3 7.9 22.99 0.0 7.7 22.12 0.0 7.S 21.29 0.0 7.3 20.19 0.0 7.0 18.82 0.0 6.8 17.64 0.0 6.6 16.28 0.0 6.4 14.S2 0.0 6.2 13.37 0.0 5.9 12.64 0.0 S.7 12.14 0.0 s.s 11.88 6 9 28 o: Olw ,_ II) It: _, 0 w < 0..> ... 0 _, e it ?i cfs 0.00 1.68 4.04 6.29 8.27 9.95 11.85 13.85 15.40 17.06 18.81 19.71 20.48 21.05 21.56 21.99 22.35 22.63 22.84 22.99 23.07 23.10 22.85 22.11 21.34 20.61 19.81 18.61 17.58 16.52 15.43 14.63 13.84 12.38 11.31 10.06 8.42 7.37 6.76 6.37 6.02 23 D.A.~ 0 z _, -< ... ... !!! w ei'lj -31.0 10.0 cfs cfs 0.0 0.00 1.6 1.66 3. 1 3.11 4.7 4.67 6.2 6.23 7.8 7.78 9.3 9.34 10.9 10.90 12.5 12.45 14.0 14.01 15.6 16.67 17.1 17.13 18.7 18.68 20.2 20.24 21.8 21.80 23.4 23.35 24.9 24.91 26.5 26.47 28.0 28.02 29.6 29.68 31.0 30.98 30.2 30.20 29.4 29.42 28.6 28.64 27.9 27.87 27.1 27.09 26.3 26.31 25.5 25.53 24.8 24.75 24.0 23.97 23.2 23.20 22.4 22.42 21.6 21.64 20.9 20.86 20.1 20.08 19.3 19.30 18.S 18.53 17.7 17.75 17.0 16.97 16.2 16.19 1S.4 1S.41 31 31 9626-dra.xls Exhibit 0-1 O.A. # D.A . # D.A. # • .<: 0 Q. w f z "' iii ~ :E .,, ,., 0.. 0.. 0 l: -"' 0 Qp 16.4 3 .8 Tc 6 .0 7.3 inc 0 .6 Time cfs cfs 0 .0 0 .0 0.0 0.0 o.s 1 .6 0 .3 1 .9 1 .0 3 .3 0 .6 3 .8 1 .S 4 .9 0 .8 S .7 2.0 6 .6 1.0 7 .6 2 .S 8 .2 1.3 9 .S 3 .0 9.8 1 .6 11 .4 3 .6 11.5 1 .8 13.3 4 .0 13.1 2.1 16.2 4 .S 14.8 2 .3 17.1 5 .0 16.4 2.6 19.0 s.s 16.6 2 .9 18.4 6.0 14.8 3 .1 17.9 6 .S 13.9 3 .4 17.3 7 .0 13.1 3 .6 16.8 7.S 12.3 3.7 16.0 8 .0 11 .S 3 .6 1S .1 8 .S 10.7 3 .S 14 .1 9 .0 9.8 3 .3 13 .2 9 .S 9.0 3.2 12.2 10.0 8.2 3 .1 11 .3 10.6 7 .4 3 .0 10.3 11 .0 6.6 2 .8 9 .4 1 1 .S 6 .7 2 .7 8 .4 12.0 4 .9 2 .6 7 .6 12.6 4 .1 2.4 6 .6 13.0 3 .3 2 .3 6.6 13.S 2 .S 2 .2 4 .6 14.0 1 .6 2 .0 3 .7 14.6 0 .8 1 .9 2 .7 1 S.O 0 .0 1.8 1.8 1S .S 0 .0 1.7 1 .7 16.0 0.0 1 .5 1.S 16.S 0 .0 1 .4 1 .4 17.0 0 .0 1.3 1.3 17.5 0 .0 1 .1 1 .1 18.0 0 .0 1 .0 1 .0 18.6 0 .0 0 .9 0.9 19.0 0 .0 0 .7 0 .7 19.S 0 .0 0 .6 0 .6 20.0 0.0 o.s o.s PEAK FLOWS 16 4 19 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING WOODCREEK SECTION EIGHT Pond Routi ne EVENT 100 D.A. c a ~ c c 0 + a "' ,,. + .,, .. c + + .,, c c > iii "' c 0 .!! l!; c "' "' a 0.. w 7 .6 15.1 cfs cfs Cfl cfs ft cfs 1 .90 0.00 0.00 0.00 301 .7 0 .0 6 .70 0 .37 1.90 0 .77 301 .8 0 .3 9 .50 1 .61 6 .07 2.23 302.1 0 .5 13.30 3.79 11.11 3.66 302.2 0 .8 17.10 8 .1S 17.10 4 .47 302.3 1 .0 20.90 14.64 25 .2S S.31 302.4 1 .3 24.70 22 .82 3S .64 6.36 302 .S 1 .6 28.S1 33.20 47 .S2 7.16 302.S 1.8 32.31 46.0S 61.70 7.83 302.6 2 .0 36.11 61 .13 78 .3S 8 .61 302.6 2 .3 37.46 78 .2S 97 .24 9 .49 302.7 2.6 36.33 9S.09 11 S .70 10.30 302.8 2 .8 35.21 109.65 131 .42 10.88 302.8 3 .0 34.09 122.1 1 144.86 11 .38 302.8 3 .3 32.81 132.61 166.19 11 .79 302.9 3 .S 3 1.1 3 141 .1S 16S .41 12.13 302.9 3 .8 29 .23 147.S1 172.28 12.38 302.9 4 .0 27.33 1S1 .6S 176.7S 12.SS 302.9 4 .3 2S .43 163.72 178 .98 12 .63 302 .9 4.6 23.S3 1 63 .88 179.1 S 12.64 302.9 4.8 21 .63 1S2.27 177.41 12.S7 302.9 s.o 19.73 149.01 173.90 12.44 302.9 S.3 17.83 144.23 168.74 12.2S 302.9 6 .6 1S .93 138.0S 162.07 12.01 30 2 .9 6 .8 14.0 3 130.55 1S3.99 11 .71 30 2 .9 6 .0 12.13 121.86 144.69 11 .37 302.8 6 .3 10.23 112.03 133.98 10.98 30 2 .8 6 .6 8.33 101 .17 122.26 10.S5 302.8 6.8 6 .43 89.36 109.60 10.07 302.7 7 .0 4 .S3 7 6 .94 9S.79 9 .43 30 2 .7 7 .3 3.4 5 63 .96 81 .47 8 .76 302.6 7 .6 3 .19 S1 .21 67 .40 8 .10 302.6 7 .5 2 .93 39.43 54.40 7 .49 302.6 7 .4 2 .67 28 .62 42.36 6.92 302.S 7 .3 2 .41 19.3S 31 .19 S.92 302.4 7 .1 2 .1S 11 .86 21.76 4 .9S 30 2 .3 7 .0 1 .89 S.69 14.01 4 .16 302.3 6 .9 1 .63 2 .27 7.68 2 .66 302.1 6 .8 1 .37 0 .7S 3 .90 1.S7 302.0 6 .6 1 .11 0 .41 2 .12 0 .86 301 .8 6 .S 0 .8S 0 .29 1 .S2 0.61 301 .8 6 .4 13 3 0 2 .9 8 • Total @I Study Point #1 includes Drainage areas 1 P, 2P, 3P, 4P and SP • • Total @I Proposed Culvert includes Drainage areas 1 P, 2P, 4P end SP 0 . 00 indicates In ital condition D.A. r D.A # . @ i ..J >-... <Oz ... ::>- ~ 0.. 0 ... 0 "' ... "'0.. 6 .3 10.7 5.0 1 0.8 cfs cfs 0 .0 0.0 0.00 0 .6 o.s 2 .14 1.3 1 .0 4.97 1 .9 1.S 7 .78 2 .S 2 .0 9 .96 3 .1 2 .5 12.17 3 .8 3 .0 14.S9 4 .4 3 .S 16.77 s.o 4 .0 18.80 6 .6 4 .S 20 .96 6.3 s.o 23.22 5 .9 S.4 24.46 5 .6 S.9 2S .47 6 .3 6 .4 26.40 5.0 6 .9 27.2S 4 .7 7 .4 28 .02 4 .4 7 .9 28.71 4 .1 8 .4 29 .31 3 .8 8 .9 29 .83 3 .4 9.4 30.2 7 3 .1 9 .9 30.64 2 .8 10.4 30.94 2 .6 10.6 30.93 2 .2 10.4 30.37 1 .9 10.1 29.77 1.6 9.9 29.11 1 .3 9 .6 28.42 0.9 9 .4 27.88 0.6 9 .2 26.89 0 .3 8.9 26 .94 0 .0 8 .7 24.96 0 .0 6 .4 24.01 0.0 8 .2 23 .03 0 .0 7 .9 22 .09 0 .0 7 .7 20.71 0.0 7 .4 19.38 0 .0 7 .2 18.21 0 .0 6 .9 16.34 0 .0 6 .7 14.88 0 .0 6 .4 13.79 0 .0 6 .2 13.17 6 1 1 31 0 : @w,_ "'a:: ..J 0 w <( 0.. > ... 0 ..J g g: ~ cfs 0.00 1 .89 4 .47 7 .02 8 .96 10.91 13.08 1S .01 16.79 18.69 20.70 21 .69 22.45 23 .13 23 .73 24.2S 24.69 2S .03 2S .30 2S .49 2 S.60 2S.66 26 .39 24.59 23 .73 22.83 21 .88 20.88 19.8S 18.64 17.41 16.S1 1S .6S 14.84 13.S8 12 .37 11 .33 9 .S8 8 .2S 7.28 6 .79 26 D.A. # 0 z ..J--c>-...!!! w g~ -34.9 10.0 cfs cfs 0 .0 0 .00 1 .7 1 .7S 3 .6 3 .SO S.2 S .2S 7 .0 7 .00 8 .7 8 .7S 10.S 10.60 12.2 12.2S 14.0 13.99 16.7 16.74 17.S 17.49 19.2 19 .24 21 .0 20.99 22.7 22.74 24.5 24.49 2 6 .2 26 .24 28 .0 27.99 29 .7 29 .74 31.6 31.49 33.2 33.24 34.8 34.81 33.9 33.94 33.1 33.06 32.2 32.1 9 31 .3 31 .31 30.4 30.44 29 .6 29 .S6 28.7 28.69 27.8 27 .81 26.9 26 .94 26.1 26 .0 6 2S .2 2S .19 24.3 24.31 23 .4 23.44 22.6 22.57 21 .7 21.69 20.8 20.82 19.9 19.94 19.1 19.07 18.2 18.19 17.3 17.32 35 3S 9626-dra.xls Exhi bit D-1 WOODCREEK SECTION EIGHT 5 Year Event Hydrograph 25 .00 .....----------------------------------. 20.00 , ... I '\. ' ' 15 .00 10.00 5 .00 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 0 .00 -""""'----__..-----+-----:>+--~~----l-="""""~~-+-~~~~"+-------l 0 .00 5.00 10.00 15 .00 20 .00 25 .00 30.00 35.00 Time(min.) --1P --2P --COMBINED --Qn+1 --3P 4P --SP --TOTAL@ STUDY POINT #1 • - - -TOTAL EXISTING 10/22/97 Exhibit D-2 25 .00 20 .00 ~ ~ 15 .00 a 10.00 5 .00 ,. .. I '\. \. \. \. \. \. WOODCREEK SECTION EIGHT \. \. \. 10 Year Event Hydrograph \. \. \. \. \. \. \. \. \. \. \. \. \. \. \. \. \. \. 0 .00 -flll'='------+--------__;~------l-=-=-~--+----__;!+-------l 0 .00 5 .00 10.00 15 .00 20 .00 25 .00 30.00 35.00 Time (min.) --1P --2P --COMB INED --Qn+1 --3P 4P --SP --TOTAL@ STUDY POINT #1 • - --TOTAL EXISTING 10/22/97 Exhibit D-2 25 .00 20 .00 ~ ~ 15.00 a 10.00 5 .00 I I I I I /'' I "\ I '\ /. '\ '\ '\ '\ '\ '\ WOODCREEK SECTION EIGHT '\ '\ 25 Year Event Hydrograph '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ ' ' '\ ' ' '\ ' 0.00 ~------+---------~-----l-=,,,,,,_~----+-----:+------l 0.00 5.00 10.00 15.00 20 .00 25.00 30.00 35.00 Time(min.) --1P --2P --COMBINED --Qn+1 --3P 4P --SP --TOTAL@ STUDY POINT #1 • -- -TOTAL EXISTING 10/22/97 Exhibit D-2 WOODCREEK SECTION EIGHT 50 Year Event Hydrograph 35.00 -...-----------------------------------. 30 .00 25 .00 20 .00 15.00 10.00 5 .00 , ... I ', \. "\ \. \. \. \. \. "\ \. \. \. \. \. "\ \. \. \. \. \. "\ \. \. \. \. "\ \. 0 .00 -f""'------+-----+-----"l------i-="""""~--+----4-------l 0 .00 5 .00 10 .00 15.00 20 .00 25 .00 30.00 35.00 Time(min.) --1P --2P --COMBINED --Qn+1 --3P 4P --SP --TOTAL@ STUDY POINT #1 * - - -TOTAL EXISTING 10/22/97 Exhibit D-2 35.00 l' I '\ 30.00 25 .00 ~ ~ 20.00 a 15 .00 10.00 5 .00 '\. '\ '\ '\. '\ '\ WOODCREEK SECTION EIGHT '\. 100 Year Event Hydrograph '\ '\ '\. '\ '\ '\ '\. '\ '\ '\. '\ '\ '\. '\ '\ '\ '\. '\ '\ o .oo ~~~~--+~~~~-+-~~~--'>+-~~~--+-==!l!!=..~~-+-~~~__;!.J--~~~--l 0 .00 5 .00 10 .00 15.00 20.00 25.00 30.00 35.00 Time (min .) --1P --2P --COMBINED --Qn+1 --3P 4P --5P --TOTAL@ STUDY PO INT #1 * - - -TOTA L EXISTING 10/22/97 Exh ibit D-2 0 .140 0.120 0.100 0 .060 0 .040 0 .020 WOODCREEK SECTION EIGHT Stage-Storage Curve 0 .0001---...~~------===-=======::::;::::::!:_~--+~~~~---~~~-+-~~~-+-~~~-+-~~~-+-~~~_j 301 .6 301 .8 302 302 .2 302 .4 302.6 Elevation (msl) 302 .8 303 303 .2 303.4 303 .6 Exhibit D-3 WOODCREEK SECTION EIGHT Stage-Discharge Curve 0 .000+--..-=~-+~~~~-+-~~~~1--~~~-1-~~~~-+-~~~--+~~~~-+-~~~~+--~~~-1-~~~---i 301 .6 301 .8 302.0 302.2 302.4 302.6 Elevation (msl) 302.8 303.0 303 .2 303.4 303 .6 Exhibit 0 -3 EXHIBIT D-4 PROPOSED FLOW THROUGH THE WEIR QS QlO Q2 5 QSO Ql OO Peak Elev. 302.7 302.7 3 02 .8 302 .8 302.9 Peak Flow (cfs) 9 10 11 12 13 9626/ documents/ drnltr2