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HomeMy WebLinkAbout14 Edelweiss Gardens 04-44 Phase 6DEVELOPMENT PERMIT PERMIT NO. 04-44 CITY OF COLLEGE STATION Plann ing & Drvtlopment &rvicts FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Gartens, Phase 6 (Revised) All lots DATE OF ISSUE: 12-31-04 OWNER: Steve Arden , Edelweiss Gartens Venture 311 Celcilia Loop College Station , Texas 77845 SITE ADDRESS: Brandenburg Lane DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5 .E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil, solvents, aspha lt , concrete , mortar , or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. TCEQ PHASE II RULES IN EFFECT The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site / in accordance w ith the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed eros ion control measures are ineffective to retain all se'diment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work . 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 th is permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . \"L -~ l -D tf Date 1z,/1 t&1 Date// CITY INFRASTRUCTURE INSPECTION NOTICE CITY OF COLLEG E STATION Planning cfr Development Services Date: 12-31-04 To: D Bob Mosley ( 0) ~ Diane Broadhurst ( 1 ) From : Deborah Grace RE: Edelweiss Gartens Phase 6 (Revised) Location : Bradenburg lane ~ Public Water Lines/Fire Hydrants ~ Public Sanitary Sewer ~ Public Storm Sewer ~ Public Streets D Public Detention Facility D Driveway Connection to Public Street D Private Construction within easement D No Inspection Required Comments : p :\grou p\h tltr\pzltr\pro d\pz2004 \p00 I 0593.do c D Engineer's Estimates Attached ~ Construction Plans Attached D Site Plan Attached o ____ _ vr CITY OF COLLEGE STATION CITY INFRASTRUCTURE INSPECTION NOTICE Plann ing & Development Service1 Date: 12-31-04 To: ~ Bob Mosley ( 2 ) D Diane Broadhurst ( 0) From: Deborah Grace RE: Edelweiss Gartens Phase 6 (Revised) Location : Bradenburg lane ~ Public Water Lines/Fire Hydrants ~ Public Sanitary Sewer ~ Public Storm Sewer ~ Public Streets D Public Detention Facility D Driveway Connection to Public Street D Private Construction within easement D No Inspection Required Comments : p:\group\htltr\pzltr\prod\pz2004\p00 I 0593.doc D Engineer's Estimates Attached ~ Construction Plans Attached D Site Plan Attached o ____ _ DEVELOPMENT PERMIT PERMIT NO . 04-44 CITY O F COLLEGE STATI ON Planning & Devtlopmtnt Strvict! FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Gartens, Phase 6 (Revised) All lots DATE OF ISSUE: 12-31-04 OWNER: Steve Arden , Edelweiss Gartens Venture 311 Celcilia Loop College Station , Texas 77845 SITE ADDRESS: Brandenburg Lane DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees requ ired to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5 .E., Landscape/Streetscape Plan Requirements of the City 's Unified Development Ordinance , prior to any operat ions of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil , solvents , asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also proh ibited . TCEQ PHASE II RULES IN EFFECT The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetat ion 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 . In accordance w ith Chapte r 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 facil ities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date 1 ~/,t&1 Date// / :;·, 0(:::J \ McCLURE & BROWNE ENGINEERING/SURVEYING g_~JS'O~ , INC.~2> · tMCA \ 1008 Woodcn ·e k D riY e, Suite 103 •Coll ege Station , Texa s 778+0 (979) 693-3 8 38 •fax (979) 693-255+ •Email : mikem@ mcdurebrowne.com TRANSMITTAL LETTER T O : Mr. Alan Gibbs, P .E . Date: 12/28/2004 P roj .# Development Services Department P r oject: Edelweiss Gartens Phase Six CITY OF COLLEGE STATION We are sending you the following : 181 Attached D Under Separate Cover Via: D Invoice D Prints 181 Plans D Contractor Invoice D Bid Bo oks D Specifications D Change Order D Contracts D Other Co pies Date Description 5 Additional sets of revised construction plans These are transmitted as follows : D For Ap proval 181 Approved as Submitted ~ Sets to approved and returned t ome D For your use D Approved except as noted 3 Co pies for your files D As Requested D Resubmitted after Revisions Co rrected Prints D For Rev iew Com m ent D Other: RE MARKS : Please call when our stamped sets are ready to be picked up. THANK YOU ! COPY TO : SIG NE D: Michael R. McClure , P.E., RP .LS President ~ CITY OF C OLLEGE STATI ON Plan ning & Development Services SITE LEGAL DESCRIPTION: Edelweiss Gartens, Phase 6 All Lots DATE OF ISSUE: 10/15/04 OWNER: DEVELOPMENT PERMIT PERMIT NO. 04-44 Project: EDELWEISS GARTENS PHASE 6 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Brandenburg Lane DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Steve Arden , Edelweiss Gartens Venture 311 Cecilia Loop College Station, Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5 .E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil, solvents , asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requ irements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. \0-\ t:;-ot.\ 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 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 EDELWEISS GARTENS, PHASE 6 Engineer's Estimate of Construction Cost July 29, 2004 Description Unit Quantity p . c avme onstruction Mobilization Lump Sum 1 Clearing and Grubbing (Phase 6 only) acre 15.5 Roadway Excavation C.Y. 3,878 1.5" HMAC Surface Course S.Y. 9,515 6" Lime Stabilized Subgrade S.Y. 12 ,082 Extra Lime Ton 70 7" Crushed Limestone Base S .Y. 3,073 6" Crushed Limestone Base S.Y. 6 ,442 Curb and Gutter (all types) L.F. 4 ,998 Concrete Pavement (aprons) S.Y. 1,092 Sidewalks S.F. 14 ,461 HCRamps S .F . 699 Unit Bid 25,000.00 900.00 3.75 3.90 3.00 85.00 6.75 5 .75 7.00 30.00 3.00 9.00 Paving Subtotal ramru!e •ystem D . s c onstruction 15" Reinf. Concrete Pipe, Str. Backfill EACH 30 25.00 18" Reinf. Concrete Pipe, Str. Backfill L.F. 143 40.00 18" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 40 39.00 21" Reinf. Concrete Pipe, Str. Backfill L.F. 225 42.00 24" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 44 42.00 27" Reinf. Concrete Pipe, Str. Backfill L.F. 373 46.00 27" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 164 42.00 30" Reinf. Concrete Pipe, Str. Backfill L.F. 53 48 .00 33" Reinf. Concrete Pipe, Non-Str. Backfill L.F. 112 55.00 Standard 10' Inlet EACH 6 2,900.00 Standard 5' Inlet EACH 8 2 ,200.00 Standard Grate Inlet EACH 2 2 ,700.00 Standard Junction Box EACH 2 2 ,600.00 Sloped HW for 18" RCP EACH 1 500.00 Sloped HW for 33" RCP EACH 1 900.00 Construction Exit S .Y. 133 3.50 Inlet Protection EACH 17 35.00 Silt Fence L.F. 1,850 2.00 Stormwater Pollution Prevention Plan Lumo Sum 1 2,000.00 Drainage System Subtotal w s ater system c onstruction 8" PVC, C909 Water Line, Str. Backfill L.F. 958 31.00 8" PVC, C909 Water Line, Non-Str. Backfill L.F. 333 18.00 6" PVC, C900 Water Line, Str. Backfill L.F. 105 21.00 6" PVC, C900 Water Line, Non-Str. Backfill L.F. 896 13.00 3" PVC, D2241 Water Line, Str. Backfill L.F. 246 16.00 3" PVC, D2241 Water Line, Non-Str. Backfill L.F. 529 8.00 Fire Hydrant Assembly EACH 4 2,100.00 8" Gate Valve EACH 8 700.00 6" Gate Valve EACH 3 500.00 8"x 13" Anchor Coupling EACH 13 175.00 Page 1 Total 25,000.00 13 ,950 .00 14,542.50 37,108.50 36,246.00 5,950 .00 20,742.75 37,041.50 34,986.00 32,760.00 43,383.00 6,291.00 $308,001 .25 750.00 5,720.00 1,560.00 9 ,450 .00 1,848.00 17,158 .00 6,888 .00 2,544.00 6,160 .00 17,400.00 17,600.00 5,400 .00 5 ,200.00 500.00 900 .00 465.50 595 .00 3,700 .00 2 ,000.00 $105,838.50 29,698 .00 5,994 .00 2,205 .00 11,648 .00 3,936 .00 4,232.00 8,400.00 5,600.00 1,500 .00 2 ,275.00 Item No. 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 71 72 71 74 75 76 , .. EDELWEISS GARTENS, PHASE 6 Engineer's Estimate of Construction Cost July 29, 2004 Description Unit Quantity 6"x 13" Anchor Coupling EACH 3 8"x 8" Tee EACH 3 8"x 6" Tee EACH 2 8"x 6" Reducer EACH 1 8"x 3" Reducer EACH 3 8" x 45 degree bend EACH 2 6" x 45 degree bend EACH 3 6" x 22.5 degree bend EACH 2 2" Blow-Off Assembly EACH 1 I" Blow-Off Assembly EACH 3 Remove existing 2" water line L.F. 58 1.5" Water Service,~ 20' (avg. length= ft.) EACH 11 1.5" Water Service,> 20' (avg. length= ft .) EACH 16 1" Water Service,~ 20' (avg. length= ft.) EACH 5 1" Water Service,> 20' (avg. length= ft .) EACH 2 Unit Bid 125.00 220.00 200.00 225.00 200.00 175 .00 150.00 150.00 500.00 450.00 20.00 400.00 750.00 300.00 500.00 Water Svstem Subtotal s s ewer ;ystem c onstruction 8" PVC, D-3034, Str. Backfill (5'-8" depth) L.F. 839 30.00 8" PVC, D-3034, Non-Str. Backfill (5'-8' depth) L.F. 0 17 .00 8" PVC, D-2241 , Str. Backfill (5'-8' depth) L.F. 40 31.00 8" PVC, D-3034, Str. Backfill (8'-10' depth) L.F. 0 33.00 8" PVC, D-3034, Non-Str. Backfill (8'-10' depth) L.F. 0 19.00 6" PVC, D-3034, Str. Backfill (5'-8' depth) L.F. 893 26.00 6" PVC, D-3034, Non-Str. Backfill (5'-8' depth) L.F. 158 15.00 6" PVC, D-2241, Str. Backfill (5'-8' depth) L.F. 20 28.00 6" PVC, D-3034, Str. Backfill (8'-10' depth) L.F. 30 29.00 6" PVC, D-3034, Non-Str. Backfill (8'-10' depth) L.F. 409 18.00 Standard Manhole, 8-10' ft. deep EACH 4 1,850.00 Standard Manhole, 10-12' ft. deep EACH 4 2,100.00 Standard Manhole, 12-14' ft. deep EACH l 2,600.00 Adjust exisitng manhole top EACH 1 500.00 Connect to existing manhole EACH 1 750.00 8" Cap EACH 1 100.00 Standard Clean-Out EACH 3 400.00 4" Sewer Service,~ 20' (avg. length= ft.) EACH 17 300.00 l.t " Sewer Service,> 20' (avg. length = ft.) EACH 18 1,000.00 Trench Safetv (sewer) L.F. 2 389 2.00 Sewer System Subtotal Estimated Construction Cost Page2 Total 375 .00 660 .00 400 .00 225.00 600.00 350.00 450.00 300.00 500.00 1,350.00 1,160.00 4,400.00 12,000 .00 1,500 .00 1,000.00 $100, 758.00 25,170.00 0.00 1,240.00 0 .00 0 .00 23,218.00 2,370.00 560 .00 870.00 7,362.00 7,400.00 8,400 .00 2,600.00 500.00 750.00 100 .00 1,200.00 5,100.00 18,000.00 4 ,778.00 $109,618.00 $624,215.75 FOR OFF!<(E US~ONL Y P&ZCaseNo.: QY-\~I Date Submitted: 5-l.e-Ql} FINAL PLAT APPLICATION (Check one) D Amending ($300 .00) D Final ($400 .00) D Vacating ($400 .00) ~ Replat ($600 .00)* *Includes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ~ Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet NIA Variance Request to Subdivision Regulations -$100 (if applicable) ~ Development permit fee of $200.00 (if applicable). !ZI Infrastructure inspection fee of $600 .00 (applicable if any public infrastructure is being constructed) ~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) ~ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. ~ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. ~ Two (2) copies of public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF SUBDIVISION ----~E~DE=L=W~E=l~S~S~G~A_R_T_E_N_S~. P~H_A_S_E~6~--------- SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) R. Stevenson League A-54 APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Mr. Steve Arden. Edelweiss Gartens Venture E-Mail ------------- Street Address --------------~3~1~1 ~C~e~c=ili=a~L=o~op ___________ _ City College Station State TX Zip Code 77845 Phone Number 979-846 -8788 Fax Number 979-846 -0652 CURRENT PROPERTY OWNER 'S INFORMATION: (All owners must be identified. Please attach an additional sheet, if necessary) Name _____ --=S=a=m~e~a=s~ab=o~v=e-----~ E-Mail ------------- Street Address------------------------------- City ____________ State _______ _ Zip Code--------- Phone Number ____________ _ Fax Number ___________ _ ARCHITECT OR ENGINEER'S INFORMATION : Name McClure & Browne Engineering/Surveying . Inc. E-Mail ---~m=ik~e""'m""""@~tc=a""'".n~e=t ___ _ Street Address --------------~1~00~8~W~o~o~d~cr~e~e~k~D~r~iv~e ________ _ City College Station State TX Z ip Code 77845 Phone Number 979-693-3838 Fax Number 979-693-2554 1-Aug -02 1 of5 :• Acreage Total Property 15.453 acres Total# Of Lots ---=-57'-----R-0-W Acreage 3.74 acres Existing Use: Vacant & Residential Proposed Use: ----=S=in.:..;::q..,.,le::....:._F~am:..:..:..:.:.ilY/-.!-,:.R:.:::e=si=d=e"-"nt=ia=...I __ _ Number Of Lots By Zoning District 17 I R-3 40/ R-1 ___ / __ __ Average Acreage Of Each Residential Lot By Zoning District: 0.163 / R-1 / __ ___ / ___ _ __ / __ __ Floodplain Acreage. ______ .,.!.N~o::.!.n=e'------------------------ A Statement Addressing Any Differences Between The Final Plat And Approved Master Development Plan And/Or Preliminary Plat (If Applicable): None Requested Variances To Subdivision Regulations & Reason For Same : _ _,,N=o=n=e'----------- RequestedOvers~eParticipation: ___ ~S=e=w~e=r ____________________ _ Total Linear Footage of Proposed Public: 2900 L. F. Streets 2780 L.F. Sidewalks 2350 L.F . Sanitary Sewer Lines 3080 L.F. Water Lines -0-Channels 1170 L.F. Storm Sewers Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ # of acres to be dedicated + $__ development fee ---# of acres in floodplain # of acres in detention --- ---# of acres in greenways OR FEE IN LIEU OF LAND: #of Single-Family Dwelling Units X $556 = $ ___ #of Multi-Family Dwelling Units X $452 = $ ___ _ ___ (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true , correct and complete. The undersigned hereby requests approval by the City of College Station of the above-identified final plat and attests that this request does not amend any covenants or restrictions associated with this plat. Date ~1 1-Aug-02 2 of 5 Edelweiss Gartens Subdivision Phase 6 Addendum #4 to the Original Drainage Report submitted in conjunction with the Phase 6 Construction Drawings August , 2004 Edelweiss. Gartens Subdivision Phase 6 Addendum #4 to the Original Drainage Report submitted in conjunction with the Phase 6 Construction Drawings August, 2004 CERTIFICATION I , Michael R. McClure, Registered Professional Engineer No . 32740, State of Texas, certify that this report for the drainage design of the Addendum #4 to the EDELWEISS GARTENS SUBDIVISION (PHASE SIX) Project, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT 11~16~~ affjo~ Michael R. McClure, P .E . # 32740 ,...,,,,,,, --i~ OF f't;_ \\ ;~'r ··········· -r"<i' '• ,/'<:::> •• •• * ··.,Ql ., '* .. ··. * ~ ~*.. ··~ ~···································~ "'-.. ~.lf.~e.g.~.R·.M~f h~Rg .. ~ ~~· 0 •Q:r..: 'i~-..~ 3274 <:)l//J I ·~i •f.fl1STE~~··;~ J ,, 8.s ····-·· ~'J • \\ 1DNAL ~--..,, ~- Addendum #4 - EDELWEISS GARTENS SUBDMSION (PHASE SIX) TABLE OF CONTENTS DETENTION 1 STORM DRAIN DESIGN 1 TABLE OF EXHIBITS EXIITBIT "~':Excerpts OF Flood Insurance Rate Map EXIITBIT "B-1 ": Drainage Area Map -Proposed Condition EXIITBIT "C-1 ":Rational Formula Drainage Area Calculations EXIITBIT "C-2": Inlet Computations EXIITBIT "C-3": Pipe Size Calculations EXIITBIT "C-4": Hydraulic Grade Line Calculations-10 Yr. Storm EXIITBIT "C-5": Hydraulic Grade Line Calculations-100 Yr. Storm EXIITBIT "D-1 ": Hydraulic Grade Line Drawings (3 Pages) DRAINAGE REPORT ii Addendum #4 -EDELWEISS GARTENS SUBDMSION (PHASE SIX) ADDENDUM TO THE DRAINAGE REPORT FOR EDEL WEISS GARTENS This addendum to the Edelweiss Gartens Drainage Report has been prepared to demonstrate that the proposed drainage system for Phase 6 of the subdivision is designed in accordance with the requirements of the City of College Station. DETENTION The original drainage report for Edelweiss Gartens , Phases 1-5 shows that the majority of the area that comprises Phase 6 was included in the detention calculations for Phase 1-5. The detention pond was built with sufficient capacity to accommodate peak flowrates from the additional area under full development . The remaining portion of the Phase 6 site drains into the Victoria Avenue system that was constructed with Westfield Village, Phase 6. The developer of that subdivision designed and built the Victoria A venue system to accommodate flow from this small area. Even with the small portion of Edelweiss Gartens included, the flood routing analysis in the Westfield Village Drainage Report shows post-development flowrates to be reduced below pre-development flowrates. Therefore we conclude that no additional stormwater detention is necessary for Edelweiss Gartens, Phase 6. STORM DRAIN DESIGN The following exhibits provide an analysis of the streets, inlets and storm drain pipe proposed with Phase 6. This system is designed for 'a 10-yr storm event as required by the City of College Station. Exhibit A -Excerpt from FEMA map Exhibit B -Drainage Area Map Exhibit C-1 -Rational Formula Drainage Area Calculations Exhibit C-2 -Inlet Computations Exhibit C-3 -Pipe Size Calculations Exhibit C-4 -10-year Hydraulic Grade Line Computations Exhibit C-5 -100-year Hydraulic Grade Line Computations Exhibit D-1 -Hydraulic Grade Lines NTS D PROJECT SITE EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers : 48041 C0201 D Effective Date : July 2 , 1992 < ~ w 0 0 " w ..J ..J < i'.5 a. < u.. w 0 i= .... 0 ~ " ..J z < z < < w z w (J ~~ ~ i'.5 w ~ z ..J 0 ..J ~ ~ en w < " ~ ~ .... Wz e ~~ w 0 >w 0 " .... 0..J NO. AC. 0.4 0.55 0.9 ft. 59 1.09 0.00 1.09 0.00 0.60 77.0 60 0.68 0.00 0.68 0.00 0.37 108.0 61 0.00 0.00 0.00 0.00 0.00 1.0 61 0.79 0.00 0.79 0.00 0.43 10.0 63 0.65 0.00 0.65 0.00 0.36 215.0 66 0.32 0.00 0.32 0.00 0.18 85.0 67 0.44 0.00 0.00 0.44 0.40 10.0 68A 2.36 0.00 2.36 0.00 1.30 156.0 688 0.08 0.00 0.08 0.00 0.04 50.0 69A 0.15 0.00 0.15 0.00 0.08 15.0 698 0.04 0.00 0.04 0.00 0.02 15.0 1 1.28 0.00 1.28 0.00 0.70 166.0 2 0.20 0.00 0.20 0.00 0.11 69.0 3 1.69 0.00 1.69 0.00 0.93 355.0 4 1.36 0.00 1.36 0.00 0.75 335.0 5 0.19 0.00 0.19 0.00 0.10 10.0 6 0.92 0.00 0.92 0.00 0.51 145.0 8 1.24 0.00 1.24 0.00 0.68 140.0 9 1.11 0.00 1.11 0.00 0.61 12.0 20 1.28 0.00 1.28 0.00 0.70 157.0 21 1.11 0.00 1.11 0.00 0.61 135.0 22 0.00 0.00 0.00 0.00 0.00 1.0 23 0.77 0.00 0.77 0.00 0.42 59.0 24 0.55 0.00 0.55 0.00 0.30 16.0 30 1.34 0.00 1.34 0.00 0.74 140.0 out 0.00 0.00 0.00 0.00 0.00 145.0 EXHIBIT C-1 Rational Fonnula Drainage Area Calculations Edelweiss Gartens Phase 6 ~ 0 ~ ~ ..J u.. 0 0 ..J ..J z u.. u.. ~ ~ " x " u g u w .... w .... .... " ..J I: ~ I: ..J ,; w ..J ::> z ::> ..J ~ ~ w >< ~~ ~~ II) a II) 0 u.. ::> !::! !!? a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.8 439.0 5.0 1.6 5.3 10.0 6.33 3.8 7.7 4.6 1.1 230.0 3.0 1.3 4.2 10.0 6.33 2.4 7.7 2.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.1 334.0 5.0 2.3 2.5 10.0 6.33 2.7 7.7 3.3 3.0 163.0 2.0 1.1 5.5 10.0 6.33 2.3 7.7 2.8 2.0 116.0 0.7 1.3 2.6 10.0 6.33 1.1 7.7 1.4 0.1 450.0 3.0 1.6 4.9 10.0 6.33 2.5 7.7 3.0 2.0 342.0 2.5 1.3 6.6 10.0 6.33 8.2 7.7 10.0 0.5 20.0 0.2 0.9 1.3 10.0 6.33 0.3 7.7 0.3 0.2 220.0 3.8 2.2 1.8 10.0 6.33 0.5 7.7 0.6 0.2 20.0 0.2 1.1 0.5 10.0 6.33 0.1 7.7 0.2 2.0 255.0 3.0 1.3 5.5 10.0 6.33 4.5 7.7 5.4 0.7 112.0 2.0 1.3 2.3 10.0 6.33 0.7 7.7 0.8 3.0 199.0 2.0 0.9 10.8 10.8 6.11 5.7 7.4 6.9 3.0 222.0 3.0 0.9 10.0 10.0 6.33 4.7 7.7 5.8 0.1 274.0 3.0 1.9 2.4 10.0 6.33 0.7 7.7 0.8 2.0 135.0 2.0 1.2 3.8 10.0 6.33 3.2 7.7 3.9 1.4 182.0 3.0 1.2 4.5 10.0 6.33 4.3 7.7 5.2 0.1 463.0 6.0 2.1 3.7 10.0 6.33 3.9 7.7 4.7 3.0 321.0 4.0 1.6 5.1 10.0 6.33 4.5 7.7 5.4 2.0 334.0 4.0 1.5 5.2 10.0 6.33 3.9 7.7 4.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.6 401.0 2.4 1.3 5.7 10.0 6.33 2.7 7.7 3.3 0.2 416.0 2.5 1.5 4.9 10.0 6.33 1.9 7.7 2.3 2.0 324.0 1.8 1.2 6.4 10.0 6.33 4.7 7.7 5.7 2.0 180.0 1.4 1.2 4.7 10.0 6.33 0.0 7.7 0.0 0 II) 0 ..... II) a :!::: a !::! In/Hr cfs In/Hr cfs 8.6 5.2 9.9 5.9 8.6 3.2 9.9 3.7 8.6 0.0 9.9 0.0 8.6 3.8 9.9 4.3 8.6 3.1 9.9 3.5 8.6 1.5 9.9 1.7 8.6 3.4 9.9 3.9 8.6 11.2 9.9 12.8 8.6 0.4 9.9 0.4 8.6 0.7 9.9 0.8 8.6 0.2 9.9 0.2 8.6 6.1 9.9 6.9 8.6 0.9 9.9 1.1 8.4 7.8 9.6 8.9 8.6 6.5 9.9 7.4 8.6 0.9 9.9 1.0 8.6 4.4 9.9 5.0 8.6 5.9 9.9 6.7 8.6 5.3 9.9 6.0 8.6 6.1 9.9 6.9 8.6 5.3 9.9 6.0 8.6 0.0 9.9 0.0 8.6 3.7 9.9 4.2 8.6 2.6 9.9 3.0 8.6 6.4 9.9 7.3 8.6 0.0 9.9 0.0 ~ !?? a In/Hr cfs 11.1 6.7 11.1 4.2 11.1 0.0 11.1 4.8 11.1 4.0 11.1 2.0 11.1 4.4 11.1 14.5 11.1 0.5 11.1 0.9 11.1 0.2 11.1 7.8 11.1 1.2 10.8 10.0 11.1 8.3 11.1 1.2 11.1 5.6 11.1 7.6 11.1 6.8 11.1 7.8 11.1 6.8 11.1 0.0 11.1 4.7 11.1 3.4 11.1 8.2 11.1 0.0 8 ..... In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.2 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 8 a cfs 7.5 4.7 0.0 5.4 4.5 2.2 5.0 16.3 0.6 1.0 0.3 8.8 1.4 11.3 9.4 1.3 6.3 8.5 7.6 8.8 7.6 0.0 5.3 3.8 9.2 0.0 7/26/2004 0311-dra.xls Exhibit C-1 O' .. ~ ~ ""' ~ e -~ e ~ JS .c ... ~ . < .. <o ~ 0 .. "O ~ ~ ~ ~ ... ~z Oil t> ~ = Oil O' ~ ~ ~ rS '5 ·~ = ""' .. "= -; ~ ·~ u .. ~~ ... ""' ""' = o~ ~ O' ~ 00 cfs 59 61.0 5.2 0.0 5.2 38 60 61.0 3.2 0.0 3.2 47 60.5 na 0.0 0.0 0.0 47 61 63.0 3.8 0.1 3.9 47 63 66.0 3.1 0.8 3.9 47 66 na 1.5 0.8 2.3 47 67 68.0 3.4 0.0 3.4 27 688 na 0.4 0.0 0.4 27 698 na 0.2 0.0 0.2 27 1 59.0 6.1 0.0 6.1 27 2 59.0 0.9 0.3 1.2 38 3 4.0 7.8 0.0 7.8 27 4 2.0 6.5 0.0 6.5 38 5 61.0 0.9 0.0 0.9 38 6 8.0 4.4 0.0 4.4 27 8 24.0 5.9 0.0 5.9 27 9 23.0 5.3 0.0 5.3 27 20 24.0 6.1 0.0 6.1 27 21 24.0 5.3 0.0 5.3 27 22 na 0.0 0.0 0.0 27 23 na 3.7 0.0 3.7 27 24 na 2.6 0.0 2.6 27 30 na 6.4 0.0 6.4 27 out na 0.0 0.0 0.0 27 EXHIBIT C-2 INLET COMPUTATIONS Edelweiss Gartens Phase 6 .. .. ~ ~ -JS .. 00 .. -"O~ ~ Q e e..., O' z ·a ~ .. -; Cl" Cl. ~ .. ~ = = = DESCRIPTION ~ 00 ~ ~ 1.0% 59 5.2 Recessed Inlet on Grade 0.9% 60 3.2 Recessed Inlet on Grade 0.0% 61 0.0 Junction Box 1.3% 61 3.9 Recessed Inlet on Grade 1.3% 63 3.9 Recessed Inlet on Grade 0.5% 66 2.3 Recessed Low Point Inlet 0.2% 67 3.4 Recessed Inlet on Grade 0.0% 68B 11.6 Recessed Low Point Inlet 0.0% 69B 0.9 Recessed Low Point Inlet 0.6% 1 6.1 Recessed Inlet on Grade 0.1% 2 1.2 Recessed Inlet on Grade 1.0% 3 7.8 Proposed Grate Inlet 1.5% 4 6.5 Recessed Inlet on Grade 0.0% 5 0.9 Recessed Inlet on Grade 0.3% 6 4.4 Recessed Inlet on Grade 0.6% 8 5.9 Recessed Inlet on Grade 0.5% 9 5.3 Recessed Inlet on Grade 0.6% 20 6.1 Recessed Inlet on Grade 0.5% 21 5.3 Recessed Inlet on Grade 0.0% 22 0.0 Junction Box 0.2% 23 3.7 Recessed Low Point Inlet 0.1% 24 2.6 Recessed Low Point Inlet 0.7% 30 6.4 Recessed Low Point Inlet 0.0% out 0.0 Recessed Inlet on Grade ~ ~ ""' ~ ~ ~ < u cfs 0.62 0.62 0.62 0.62 2.33 0.62 2.33 2.33 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 2.33 2.33 2.33 0.62 "O ~ "O -= ·;;: Cl" = ~ ""' ~ ~ ~ ~ Curb Inlet ft ft 8.38 10 5.23 5 6.30 5 6.29 5 0.99 5 5.53 5 4.96 5 0.39 5 9.84 10 1.99 5 10.45 10 1.46 5 7.07 10 9.53 10 8.53 10 9.84 10 8.53 10 1.57 5 1.12 5 2.73 5 0.00 5 ""' .c ~ .. ... Cl. 0 ~ ~ t' "Cl ""' ~ "= "Cl u = = O' ~ ft 0 0.1 0 0.8 0.8 0 0.3 0 0 0 0 0 0.5 0.3 0 0 0 0 0 0 0 0 0 0 0 "O ~ ~ rJ3 ... = ""' Cl" ~ ~ ~ ~ ~ "= < e u < Grate Inlet cfs sq-ft 2 3.92 "O ~ "O ·;;: = ""' ~ ~ ~ < sq-ft 5.22 7/26/2004 0311-dra.xls Exhibit C-2 e 0 < E-< u 0 z ~ -rJ1 E-< ~ ~ z < -~ ~ ~ E-< ~ 0 0 "' ~ (,J <l.l E-< E-< E-< ~ # # Ac. min yr 59 60.5 0.6 10.0 10 60 60.5 0.4 10.0 10 60.5 61 1.0 10.7 10 61 63 1.4 11.1 10 63 66 1.8 11.8 10 66 67 4.0 12.6 10 67 688 4.4 12.8 10 68A 688 1.3 10.0 10 688 698 5.7 13.3 10 69A 698 0.1 10.0 10 698 HW69 5.8 13.4 10 1 2 0.7 10.0 10 2 4 0.8 10.2 10 3 4 0.9 10.8 10 4 5 2.5 11.0 10 5 6 2.6 11.1 10 6 8 3.1 11.6 10 8 9 3.8 12.5 10 9 HW9 4.4 12.6 10 20 21 0.7 10.0 10 21 22 1.3 10.1 10 22 24 1.3 10.2 10 23 24 0.4 10.0 10 24 66 2.0 10.4 10 30 HW30 0.7 10.0 10 out na 0.0 10.0 10 *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Edelweiss Gartens Phase 6 -~ = « "' <l.l ei> « ~ ·-<l.l <l.l "' Q. Q. <l.l "' "C ~ <l.l ii: 0 <l.l --"C Q. rJ1 "' ii: i.. :s <l.l <l.l = ._, ~ « 'O i=... 0 "C j!:; .2., j!:; ~ ; ~ e:s 0 ~ (,J N =-"C 0 ·c: ~ ;;;;;> ~ <~ ~ ~ rJ1 cfs cfs # cfs % II 5.2 6.7 1 6.7 0.47 18 3.2 4.2 1 4.2 0.18 18 8.2 10.6 1 10.6 1.18 18 11.6 15.1 1 15.1 0.51 24 14.2 14.2 1 14.2 0.14 30 31.1 31.1 1 31.1 0.66 30 33.9 33.9 1 33.9 0.79 30 11.2 14.6 1 14.6 12.58 13 43.5 43.5 1 43.5 0.78 33 0.7 0.9 1 0.9 0.05 13 44.2 44.2 1 44.2 0.81 33 6.1 7.9 1 7.9 0.29 21 7.0 9.1 1 9.1 0.38 21 7.8 10.1 1 10.1 1.07 18 20.7 20.7 1 20.7 0.51 27 21.4 21.4 1 21.4 0.55 27 25.1 25.1 1 25.1 0.76 27 29.7 29.7 1 29.7 0.60 30 34.3 34.3 1 34.3 0.48 33 6.1 7.9 1 7.9 0.65 18 11.3 14.7 1 14.7 0.99 21 11.3 14.6 1 14.6 0.98 21 3.7 4.8 1 4.8 0.62 15 17.3 22.5 1 22.5 1.14 24 6.4 8.3 1 8.3 0.71 18 0.0 0.0 1 0.0 0.00 27 ** See Plan & Profile for pipe slope used (Pipe slope >or-Friction slope) <l.l 8 = ~ E-< ~ ~ .J z ~ ~ ~ i.. ;>-~ E-< fps I min 3.8 24 0.11 2.4 101 0.71 6.0 148 0.41 4.8 211 0.73 2.9 132 0.76 6.3 82 0.22 6.9 206 0.50 15.8 13 0.01 7.3 30 0.07 1.0 13 0.22 7.4 44 0.10 3.3 39 0.20 3.8 113 0.50 5.7 62 0.18 5.2 46 0.15 5.4 164 0.51 6.3 326 0.86 6.0 53 0.15 5.8 112 0.32 4.5 30 0.11 6.1 35 0.10 6.1 77 0.21 3.9 30 0.13 7.2 44 0.10 4.7 23 0.08 0.0 207 #OIV/O! "C = ~ @ (,J E-< min 10.11 10.71 11.12 11.85 12.61 12.83 13.32 10.01 13.39 10.22 13.49 10.20 10.70 10.96 11.10 11.61 12.47 12.62 12.94 10.11 10.21 10.42 10.13 10.52 10.08 #DIV/O! E-< = Fj E-< ~ ~ ' ' 7/26/2004 0311-dra.xls Exhibit C-3 Inlets FL FL Begin Pipe From To Uccer Lower WS Elev 010 Dia 696 HW69 286.66 286.14 292.44 44.23 33 68B 69B 290.03 289.68 292.81 43.54 33 67 88B 293.2 290.28 293.07 33.92 30 66 67 294.36 293.3 294.85 31.09 30 63 66 295.67 294.46 296.26 14.18 30 61 63 297.97 296.17 296.78 11.62 24 60 5 61 299.94 298.47 299.10 8.17 18 60 60 5 300.98 299.97 301.31 3.23 18 59 60 5 300.25 300.04 301.31 5.18 18 9 HW9 297.06 296.55 30001 34.30 33 8 9 297.67 297.31 300.65 29.69 30 6 8 300.42 297.92 300.98 25.13 27 5 6 301.42 300.52 303.58 21.44 27 4 5 301.75 301.52 304.52 20.70 27 3 4 303.18 302.5 304.80 7.78 18 2 4 302.76 302.25 304.80 6.97 21 1 2 303.01 302.86 305.26 6.08 21 24 66 295.37 294.86 296.26 17.32 24 23 24 296.31 296.12 296.90 3.66 15 22 24 296.4 295.62 296.90 11.25 21 21 22 297.02 296.5 297.79 11.30 21 20 21 297.47 297.27 298.43 6.08 18 30 HW30 302 300.44 300 01 6.36 18 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm Edelweiss Gartens Phase 6 Normal Normal Depth Startlna Depth Velocltv Velocltv Lenath Sf Pipes Lower WSElev Upper HI In Out 44.16 0.810% 1.178% 288.00 292.44 288.52 0.36 9.95 10.02 30 0.785% 1.167% 291.54 292.81 291.89 0.24 10.12 9.95 20598 0.792% 1.418% 291.84 293.07 294.76 1.63 9.58 10.12 82.01 0.665% 1.293% 294.86 294.86 295.92 0.55 6.92 9.58 132.01 0.138% 0.917% 295.52 296.26 296.73 0.18 6.44 6.92 210.7 0.518% 0.854% 297.27 297.27 299.07 1.09 6.17 6.44 147.56 1.188% 0.996% 299.48 299.48 300.95 1.75 5.32 6.17 100.94 0.186% 1.001% 300.57 301.31 301.58 0.19 0.00 4.95 23.98 0.477% 0.876% 300.87 301.31 301.08 0.11 0.00 5.32 111.96 0.487% 0.456% 298.82 300.01 299.33 0.55 7.28 6.36 52.9 0.607% 0.681% 299.19 300.65 299.55 0.32 7.22 7.28 326.01 0.763% 0.767% 299.72 300.98 302.22 2.49 6.12 7.22 163.56 0.556% 0.550% 302.32 303.58 303.22 0.91 5.85 6.12 45.76 0.518% 0.503% 303.32 304.52 303.55 0.24 6.38 5.85 61.5 1.077% 1.106% 303.44 304.80 304.12 0.66 0.00 6.38 112.9 0.380% 0.452% 303.30 304.80 303.81 0.43 4.04 4.45 39.28 0.289% 0.382% 303.87 305.26 304.02 0.11 0.00 4.04 43.76 1.149% 1.165% 296.16 296.26 296.67 0.50 6.75 7.95 30 0.630% 0.633% 296.93 296.93 297.12 0.19 0.00 4.28 77.32 0.990% 1.009% 29671 296.90 297.49 0.77 7.85 6.75 35.09 0.998% 1.482% 297.51 297.79 298.03 0.35 4.96 7.85 30.02 0.658% 0.666% 298.25 298.43 298.45 0.20 0.00 4.96 22.9 0.721% 6.812% 300.93 300.93 302.49 0.17 0.00 11.85 End Ina TOP Delta Hi WSElev Inlet Check 0.01 292.81 294.78 OK 0.03 293.07 294.78 OK 0.08 294.85 298.67 OK 0.34 296.26 299.3 OK 0.05 296.78 300.17 OK 0.03 299.10 301.88 OK 0.08 301.31 302.95 OK 0.19 301.77 304.48 OK 0.22 301.64 303.96 OK 0.10 300.65 302.45 OK 0.01 300.98 302.68 OK 0.11 303.08 308.44 OK 0.03 304.52 308.62 OK 0.05 304.80 308.31 OK 0.32 305.78 308 OK 0.03 305.26 308.51 OK 0.13 305.50 306.56 OK 0.14 296.90 299.76 OK 0.14 297.27 299.56 OK 0.12 297.79 300.36 OK 0.29 298.43 300.97 OK 0.19 298.82 300.97 OK 1.09 303.58 306.69 OK Q Delta Full 1.9714 53.4 1.7087 53.2 3.8245 45.5 3.0369 43.4 3.3872 36.6 2.7835 19.5 1.6391 9.8 2.7095 9.8 2.3153 9.2 1.7976 33.2 1.6998 31.5 2.8570 25.3 4. 1028 21.4 3.5056 20.4 2.2177 10.3 1.2497 9.9 1.0593 9.1 2.8570 22.7 2.2950 4.8 2.5669 14.8 2.5396 18.0 2.1510 8.0 3.1131 25.5 Main Inlet In 68B 67 66 63 61 60 5 59 0 0 8 6 5 4 3 0 1 0 22 0 21 20 0 0 8/4/2004 0311-dra.xls Exhlb~ C-4 lnlet 1 FL FL Beain Pioe From To Uooer Lower WS Elev 0 100 Dia lenath e9s HW69 286.66 286.14 293.43 64.49 33 44 .16 68B 69B 290.03 289 .68 294.20 63.48 33 30 67 68B 293.2 290.28 294.75 49 .41 30 205.98 66 67 294 .36 293 .3 298.29 45 .28 30 62.01 e3 66 295.67 294.46 299 .30 20.62 30 132.01 61 63 297 .97 296.17 299 .77 16.89 24 210.7 605 61 299.94 298.47 301 .88 11 .86 18 147.56 60 80 5 300.98 299.97 302.95 4.68 18 100.94 59 605 300.25 300.04 302.95 7 .51 18 23.98 9 HW9 297.06 296.55 301 .42 49.96 33 111 .96 8 9 297 .67 297.31 302.45 43.24 30 52.9 6 8 300.42 297.92 302.68 36.55 27 326.01 5 6 301 .42 300.52 306.44 31.16 27 163.58 4 5 301 .75 301 .52 308.38 30.08 27 45.76 3 4 303.18 302.5 308.31 11 .30 18 61 .5 2 4 302.76 302.25 308.31 10.1 2 21 112.9 1 2 303.01 302.86 306.51 8 .82 21 39 .28 24 66 295.37 294 .86 299.30 25.14 24 43.76 23 24 296.31 296.12 299.78 5 .30 15 30 22 24 296.4 295.62 299.78 16.33 21 77.32 21 22 297 .02 296.5 300.36 16.39 21 35.09 20 21 297 .47 297 .27 300.97 8 .82 18 30.02 30 HW30 302 300.44 301.42 9.23 18 22 .9 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Edelweiss Gartens Phase 6 Nomial Nonna I Deoth Startlna Oeoth VelocitY Velocitv Endina Too Endlna Sf Ploe S lower WS Elev UOPer Hf In Out HI WS Head Inlet WS Elev 1.72% 1.18% 288 .89 293 .43 289.41 0.76 10 .18 10.23 0.01 294 .20 294.78 294.20 1.67% 1.17% 292 .43 294 .20 292.78 0.50 10.53 10.18 0.06 294 .75 294.78 294.75 1.68% 1.42% 292 .78 294 .75 295.70 3 .46 10.06 10.53 0.08 298.29 298 .87 298.29 1.41% 1.29% 295 .36 298 .29 296.42 1.16 7.65 10.06 0.33 299.78 299 .3 299.30 0 .29% 0.92% 295 .84 299.30 297.05 0.39 6 .95 7 .65 0.08 299.77 300.17 299.77 1.09% 0.85% 297.57 299.77 299.37 2.30 5 .44 6 .95 0.15 302.21 301 .68 301 .86 2.51% 1.00% 299.97 301 .88 301.44 3.70 5 .77 6 .28 0.05 305.62 302.95 302.95 0 .39% 1.00% 300.68 302.95 301 .69 0 .39 0 .00 5.44 0 .23 303.57 304.48 303.57 1.00% 0.88% 301 .05 302.95 301 .26 0.24 0 .00 5 .77 0.26 303.45 303.98 303.45 1.03% 0.46% 299.30 301 .42 299.81 1.16 7 .30 6 .36 0.10 302.68 302.45 302.45 1.29% 0.68% 299.81 302.45 300.17 0.68 7 .22 7 .30 0.01 303.14 302.68 302.86 1.61% 0.77% 300.17 302.88 302.67 5 .26 6 .12 7.22 0.11 308.08 308.44 306.44 1.17% 0.55% 302.77 30e.44 303.67 1.92 5 .85 6 .12 0.03 308.38 308.e2 308.38 1.09% 0.50% 303.77 308.38 304.00 0.50 6.62 5 .85 0.07 308.98 308.31 308.31 2.27% 1.11% 304.00 308.31 304.68 1.40 0.00 6 .82 0.34 310.05 30e 308.00 0.80% 0.45% 303.69 308.31 304.20 0.90 4.31 4.69 0.03 309.24 30e.51 308.51 0.61% 0.38% 304.22 30e.51 304.37 0.24 0.00 4.31 0.14 306.89 306.56 308.56 2.42% 1.17% 296 .66 299 .30 297 .37 1.06 7.01 8 .23 0.14 300.50 299.76 299.78 1.33% 0.83% 297 .37 299 .78 297 .58 0.40 0 .00 4.44 0.15 300.31 299.56 299.58 2.08% 1.01% 297 .37 299 .7e 298 .15 1.81 8 .44 7 .01 0.17 301 .54 300.36 300.38 2.10% 1.48% 297 .77 300.36 298.29 0.74 5 .14 8.44 0.35 301.45 300.97 300.97 1.38% 0.67% 298.77 300.97 298.97 0.42 0 .00 5 .14 0.20 301 .59 300.97 300.97 1.52% 8 .81% 301 .04 301.42 302.60 0 .35 0 .00 13.25 1.36 303.96 308.69 303.98 Delta a street Check Delta Surface Width OK 0 .58 0.00 27 Surcharae 0 .03 14 .98 27 Surcharge 0.38 3.82 27 Surcharae -0.48 3 .06 47 Surcharge 0.40 0.00 47 Surcharae -0.33 0.00 47 Surcharge -2.87 0.57 47 OK 0 .91 0.00 47 OK 0 .51 0.00 38 Surcharge -0 .23 0.00 27 Surcharoe -0 .46 0.56 27 Surcharge -1 .62 0.00 27 Surcharae 0.24 0 .00 38 Surcharge -0.65 0.00 38 Sur cha roe -2.05 0.00 27 Surcharge -2.73 0.00 38 Surcharoe -0.33 0 .00 27 Surcharae -0.74 0 .00 27 Surcharge -0.75 0 .00 27 Surcharae -1 .18 0 .00 27 Surcharge -0.48 0 .00 27 Surcharae -0.62 0.00 27 OK 2.73 0.00 27 Street ROW Slope Capacitv 195% 104 .86 1 95% 104 .86 1.95% 104.86 0.60% 66.46 060% 68.46 0.60% 66.46 060% 86.46 060% 66.46 060% 60.07 0.74% 64.59 100% 75.09 1.12% 79 .47 1.55% 96 .55 1.55% 96.55 1.55% 93.4 8 1 36% 90.44 1 31% 85.76 0.60% 58.16 060% 58.16 030% 41 .13 0.60% 58.16 0.60% 58.16 0.86% 69.63 Ma in lnlet In 68B 67 66 63 61 eo 59 0 0 8 6 5 4 3 0 1 0 22 0 21 20 0 0 814/2004 0311 ·dra .xls E>chlbit C-5 Edelweiss Gartens Subdivision Phase 6 Water and Sewer Report submitted in conjunction with the Phases 6 Construction Drawings August, 2004 Edelweiss Gartens Subdivision Phase 6 Water and Sewer Report submitted in conjunction with the Phases 6 Construction Drawings August, 2004 WATER AND SEWER SYSTEM ANALYSIS for EDELWEISS GARTENS SUBDIVISION PHASES6 General Information Edelweiss Gartens Sul:xlivision, Phases 6 encompasses approximately 16 acres of land in southern College Station. The tract of land for this development is located immediately south of Phase 1 of the subdivision,. adjacent to Victoria Avenue. It includes a portion of the land on the northern end of Renee Lane. The plat includes 57 single- family residential lots. The areas on the north, east and west of the site are currently under development with single-family residential lots. The area to the south is generally undeveloped, but contains a few residential homes on large tracts of land . Water System Analysis The water system in Edelweiss Gartens Phase 6 will be supplied by one source initially, until future phases of the sul:xlivision are built. The current source is the 12" water line that was recently being extended along Victoria A venue. Future extensions of the 12" line on Victoria will connect it to the 18" line on Barron Road, but for purposes of this report that connection is not included in the analysis. The computer model for the water system in Phase 6 was prepared as an extension of the KYPIPES model used for Phases 1-5. This allows the model to use previously established pressures at the Fixed Grade Nodes and account for current user demands in the earlier phases. A schematic drawing of the system in Phases 1-6 is shown in Exhibit A Domestic water demand was estimated assuming 0.75 gpm per residential lot. Two fire hydrants were added to the model at hydraulically remote locations to test the system under fire flow conditions. The hydrant at Node 34 was modeled with a demand of 1000 gpm and the hydrant at Node 33 was modeled with a demand of 500 gpm. A printout from the computer model for Phase 1-6 under fully developed conditions is provided in Exhibit B. The lowest pressure is 77 psi at Node 34. This pressure is still well above the minimum pressure of 20 psi required by the City o f College Station and TCEQ. Therefore, we conclude that the p·roposed system is adequate to provide the pressure and flowrates for these phases of the subdivision. Future extensions of the 12" line on Victoria will establish a looped system between Graham and Barron Roads, thereby improving on these flow characteristics. Sewer System Analysis The primary sewer outfall for Edelweiss Gartens, Phases 6 is a 15" line that was constructed with the Westfield Addition to a point just west of Edelweiss Gartens. This line was recently extended with the construction of Edelweiss Gartens" Phase 5 and Westfield Village, Phase 6. That extension provided two outfalls for Edelweiss Gartens, Phases 6 and subsequent phases. The topography of the proposed site dictates that two separate sewer systems are necessary to properly serve Phase 6 and its subsequent phases. This report analyzes both systems downstream to the point where they join together at the 15" trunk line . Exhibit C is a sketch of the proposed sewer system for Phases 6. Using this layout, the two spreadsheets in Exhibit D were prepared to compute the minimum slope of the lines needed to carry water at 2.5 feet per second or faster. The sewer demands were estimated assuming 267 gpd per residential lot with peaking factoTs set at 4.0 as required by the Design Guidelines for the City of College Station. As noted on the spreadsheets, allowances were made for sewer flows from existing platted lots in Westfield Village Pbase 6, Edelweiss Gartens Phase 5 and Southern Trace Subdivisions. If the computed slope was less than the minimum slope required by the City of College Station, the value appears in red which indicates that the line has adequate capacity even when laid on the minimum allowable slope. All of the lines in the spreadsheet on Exhibit D have computed slopes shown in red that are less than the minimum required by TCEQ. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. 0 I ~!!L u ... u ___ LJ.~1~-l., .. ~v~}~----------------------·-- --==-=1.-::o-· -l Victono Avenue • ~ I . _,,..... _______ ....,. __________ ---·--- / i· I , I 1----~-J· L _ -Ransb~~ Court -, /iii L _ ----V II 8 " i) • ;, J" I ~ .... -.--¥·-·-·-·-·-·-·-·-·-·-·-·-·-·~ Folmes Court ' ~I --, -- ---/;'::\ 8" i) J" I I i ~ @ I --@ ~·-·-~-,,,-•-,-,,·-·-,,·-·-·~·-@) r----____,, ~ I 1 • ~ _J8" 1 t-----·--J f ~ L ··---I __ j ~ l: i ..... ________________ ....,. __ ... _,,_,, __ --. 'i ! Rt1net1 Lone 1'6 " I --~J l!!!lm'!'!•2 W/L-·~ W/l-. =-2 W/L--: =-zw/L-. -=2·-w/L -. ....:.-2-W/L-. --2 W/l , ..... - - \•~ H \ ! /' .. •·--·~~_!,,,~·~·--· ~--·-·~·~ CJ' : ~ ,! ~ 'I " 41> I! ! ~ ,-~--·-.___.~---------~, ~---!, : r , 11 'I ! I I ! L __ ----54 I ·e" Lotlnne Court I 6" • . I -------1 EXIDBIT A Edelwelss Gartens Phase 6 Water Line Schematic * * * * * * * * * * * * * * Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * for the Distribution of Pressure and Flows in Pipe Network Systems * * * * FORTRAN VERSION -3.40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 8 /26/2004 TIME: 11: 4 7: 30 INPUT DATA FILENAME --------------edel6.dat TABULATED OUTPUT FILENAME --------edel6.out ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u Mp DAT A PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 920.0 12.0 150.0 5.00 2 1 2 240.0 8.0 150.0 2 .60 3 2 3 450.0 6.0 150.0 .50 4 2 4 300.0 8.0 150.0 2 .60 5 4 5 640.0 6.0 150.0 1.80 6 4 6 250.0 8.0 150.0 2 .60 7 5 6 640.0 6.0 150.0 1.50 8 6 7 270.0 8.0 150.0 .50 9 7 8 240.0 8.0 150.0 .80 10 8 9 450.0 8.0 150.0 2.60 11 9 10 290.0 8.0 150.0 2.30 12 10 11 450.0 6.0 150.0 1.10 13 8 11 290.0 6.0 150.0 1. 80 14 10 12 290 .0 8.0 150.0 .80 15 0 12 330.0 8.0 150.0 1.00 16 12 13 430.0 6.0 150.0 1.80 17 9 15 700.0 6.0 150.0 1.30 18 10 14 570.0 6.0 150.0 1.10 19 14 15 300.0 6.0 150.0 .50 20 9 17 290.0 8.0 150.0 3.60 21 15 16 290 .0 6.0 150.0 2.30 22 16 17 710.0 6.0 150.0 1.80 23 17 18 620.0 6.0 150.0 2.40 24 18 19 330.0 6.0 150.0 2.10 25 17 20 330.0 8.0 150.0 2.60 26 19 20 630.0 6 .0 150.0 1.00 K FIXED GRADE 514.00 506.00 ExhibitB KYPIPES Model for Edelweiss Gartens, Phase 1-6 27 20 21 700.0 6.0 150.0 1.10 28 16 21 330.0 6.0 150.0 .50 29 20 22 130. 0 8.0 150.0 .30 30 12 23 750.0 8.0 150.0 1.10 31 23 24 470.0 8.0 150.0 .30 32 24 25 580.0 8.0 150.0 1.10 33 16 25 300.0 8.0 150.0 2.30 34 25 26 90.0 8.0 150.0 1. 80 35 26 27 150.0 8.0 150.0 .50 36 26 28 370.0 8.0 150 .0 .50 37 1 29 570.0 12.0 150.0 3.10 38 29 30 230.0 8.0 150.0 2.30 39 30 31 40.0 8.0 150.0 .80 40 31 32 360.0 3.0 150.0 .80 41 30 33 650.0 6.0 150.0 1. 70 42 33 35 310.0 6.0 150.0 2 .30 43 35 36 150.0 3.0 150.0 .00 44 34 35 180.0 8.0 150.0 2.80 45 34 38 600.0 8.0 150.0 1.30 46 38 39 60.0 8.0 150.0 ~.60 47 39 40 290.0 3.0 150.0 .30 48 3 7 38 270.0 8.0 150.0 .50 49 29 3 7 530.0 12.0 150.0 2.60 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E DATA JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299.00 1 2 37 2 .00 300.00 2 3 4 3 13. 00 308.00 3 4 .00 301.00 4 5 6 5 35 .00 309 .00 5 7 6 .00 301. 00 6 7 8 7 .00 302.00 8 9 8 2.00 301.00 9 10 13 9 17.00 306.00 10 11 17 20 10 .00 306.00 11 12 14 18 11 13.00 306 .00 12 1 3 12 .00 309.00 14 15 16 30 13 20.00 309.00 16 14 22.00 310.00 18 19 15 17.00 312.00 17 19 21 16 22.00 316.00 21 22 28 33 17 .00 307.00 20 22 23 25 18 15.00 308.00 23 24 19 30.00 306.00 24 26 20 14.00 309.00 25 26 27 29 21 19.00 318.00 27 28 22 .00 310.00 29 23 32 .00 314 .00 30 31 24 15.00 316.00 31 32 25 23.00 319.00 32 33 34 26 6.00 321. 00 34 35 36 27 .00 325.00 35 2 Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 28 12.00 322.00 36 29 .00 298.00 37 38 49 30 7.00 300.00 38 39 41 31 .oo 300.00 39 40 32 11.00 304.00 40 33 510.00 307.00 41 42 34 1000.00 310. 00 44 45 35 3.00 304.00 42 43 44 36 2.00 304.00 43 37 .00 304.00 48 49 38 .00 305.00 45 46 48 39 .00 307.00 46 47 40 10.00 309.00 47 0 U T P U T OPTION D A T A OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 49 PIPES WITH 40 JUNCTIONS , 8 LOOPS AND 2 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY .0 0386 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Edelweiss Gartens-Revised Masterplan Res.Demand=0.75 GPM/Residence Fire Flow 1000 GPM @ 33 & 500 GPM @ 34 p I p E L I N E R E s u L T s PIPE NO . NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 1755.71 5.08 .00 1. 93 4.98 2 1 2 2 12.71 .19 .00 .07 1.36 3 2 3 13.00 .01 .00 .00 .15 4 2 4 199.71 .21 .00 .07 1.27 5 4 5 47 .15 .13 .00 .01 .54 6 4 6 152.56 .11 .00 .04 .9 7 7 5 6 12.15 .01 .00 .00 .14 8 6 7 164.71 .13 .00 .01 1.05 9 7 8 164.71 .12 .00 .01 1.05 10 8 9 113. 60 .11 .00 .02 .73 11 9 10 -24. 99 .00 .00 .00 -.16 3 HL/1000 5.52 .80 .02 • 71 .20 .43 .02 .5 0 .50 .25 -.02 ExhibitB KYPIPES Model for Edelweiss Gartens, Phase 1-6 12 10 11 -36 .11 -.05 .00 .00 -.41 -.12 13 8 11 49.11 .06 .00 .01 .56 .21 14' 10 12 -23.83 .00 .00 .00 -.15 -.01 15 0 12 114.29 .08 .00 .01 .73 .25 16 12 13 20.00 .02 .00 .00 .23 .04 17 9 15 31.43 .07 .00 .00 .36 .09 18 10 14 34.96 .07 .00 .00 .40 .11 19 14 15 12.96 .01 .00 .00 .15 .02 20 9 17 90.15 .05 .00 .02 .58 .16 21 15 16 27.39 .02 .00 .00 .31 .07 22 16 17 -19.57 -.03 .00 .00 -.22 -.04 23 17 18 24.97 .04 .00 .00 .28 .06 24 18 19 9.97 .00 .00 .00 .11 .01 25 17 20 45.61 .02 .00 .00 .29 .05 26 19 20 -20.03 -.03 .00 .00 -.23 -.04 27 20 21 11.58 .01 .00 .00 .13 .01 28 16 21 7.42 .00 .00 .00 .08 .01 29 20 22 .00 .00 .00 .00 .00 .00 30 12 23 70.45 .08 .00 .00 .45 .10 31 23 24 38.45 .02 .00 .00 .25 .03 32 24 25 23. 45 .01 .00 .00 .15 .01 33 16 25 17.55 .00 .00 .oo .11 .01 34 25 26 18.00 .00 .00 .00 .11 .01 35 26 27 .00 .00 .00 .00 .00 .00 36 26 28 12.00 .00 .00 .00 .08 .00 37 1 29 1543.00 2.48 .00 .92 4.38 4.34 Phase 6 Pipes 38 29 30 554.48 1.08 .00 .45 3.54 4.70 39 30 31 11.00 .00 .00 .00 .07 .00 40 31 32 11.00 .14 .00 .00 .50 .39 41 30 33 536.48 11. 67 .00 .98 6.09 17.95 42 33 35 26.48 .02 .00 .00 .30 .07 43 35 36 2.00 .00 .00 .00 .09 .02 44 34 35 -21.48 .00 .00 .00 -.14 -.01 45 34 38 -978.52 -8.08 .00 -.79 -6.25 -13.46 46 38 39 10.00 .00 .00 .00 .06 .00 47 39 40 10.00 .10 .00 .00 .45 .33 48 37 38 988.52 3.70 .00 .31 6.31 * 13. 72 49 29 37 988.5.Z 1.01 .00 .32 2.80 1. 90 * Hiqhest Velocity JUNCTION N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 507.00 299.00 90.13 2 .00 506.73 300.00 89.58 3 13.00 506.72 308.00 86.11 4 .00 506.45 301. 00 89.03 5 35.00 506.32 309.00 85.50 6 .00 506.31 301.00 88.97 7 .00 506.17 302.00 88.47 8 2.00 506.03 301. 00 88.85 9 17.00 505.90 306.00 86.62 10 .00 505.90 306.00 86.63 11 13.00 505.96 306.00 86.65 12 .00 505.91 309.00 85.33 13 20.00 505.89 309.00 85.32 4 Exhibit B KYPIPES M o del for Ed elweiss Gartens, Phase 1-6 14 22.00 505.84 310.00 84.86 15 17.00 505.83 312.00 83.99 16 22 .00 505.81 316.00 82.25 17 .00 505.83 307.00 86.16 18 15.00 505.79 308.00 85 .71 19 30.00 505.79 306.00 86.57 20 14.00 505.81 309.00 85.29 21 19.00 505.80 318.00 81.38 22 .00 505.81 310.00 84 .85 23 32 .00 505 .83 314.00 83.13 24 15.00 505 .81 316.00 82 .25 25 23.00 505.80 319.00 80.95 26 6.00 505.80 321. 00 80.08 27 .00 505.80 325.00 78.35 28 12.00 505.80 322.00 79.65 Phase 6 No des 29 .00 503.60 298.00 89.09 30 7.00 502.07 300 .00 87.56 31 .00 502.07 300.00 87.56 32 11. 00 501.93 304 .00 85.77 33 510. 00 489.42 307.00 79 .05 34 1000 .00 489.40 310.00 77 .74 35 3.00 489.40 304.00 80.34 36 2.00 489.40 304.00 80.34 37 .00 502.27 304.00 85.92 38 .00 498.26 305.00 83.75 39 .00 498.26 307.00 82.88 40 10.00 498.16 309.00 81. 97 ** Lowest Pre ssure S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1755.71 15 114.29 NET SYSTEM INFLOW 1870.00 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1870 .00 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR= 1.00 5 ** Exhibit D Sewer Analysis for Edelweiss Gartens Phase 6 (with allowances for Phases 7-11) Outfall 1 and 2 Outfall #1 -Serves Phase 5, the northern half of Phase 6, and future Phases 8 & 10 Line Arca of Contnbuting Land Uses Flow Calculations l~ .. Type ] l ~ "ii u !<; 2=3034 From To ~g ~ ·i Average Daily Infiltration Peaking Peak Flows Size PVC , Material ::i ~ ~ Flows(ADF ) (10% ADF ) Facto r Type .... 3=2241 ..... -... =': =': u PVC MH # MH # Ac. Ac. Lots GPD GPD CFS CFS CF S GPM MG D (in .) Cl GI 0 0 143 38,181 0.06 0.01 4.00 0.24 109 0.157 10 2 D3034 GI HI 0 0 22 38 ,181 44,05 5 O.Q7 O.Ql 4.00 0.28 125 0.181 10 2 D303 4 H I II 0 0 49 44 ,055 57,138 0.09 0.01 4.00 0.36 163 0.234 12 2 D3034 JI II 0 0 20 . 5,340 0.01 0.00 4.00 0.03 IS 0.022 6 2 D3034 II Kl 0 0 7 62 ,478 64,347 0.10 O.Ql 4.00 0.41 183 0.264 12 2 D3034 LI Kl 0 0 IS . 4,005 O.Q\ 0.00 4.00 O.o3 II 0.016 6 2 D3034 K l Ml 0 0 32 68 ,352 76 ,896 0.12 0.01 4.00 0.49 219 0.315 12 2 D303 4 Note I : Phase 6 contributes 20 lots that flow into Jl·ll , 7 lots into ll·K·l, 15 lots into Ll·Kl, and 2 lots into K l-Ml (T ota l = 44 lots) Proposed Sewer System Cale. Min . Cale . Min . Ins ide Slope Slope Peak Flow Slope Slope Diameter Peak Peak Velocity ADF ADF Flows Flows In ches % % fps % % 9.692 0.0 1 0.30 1.71 0.00 0.30 9.692 0.02 0.30 1.79 0.0 1 0.30 11.538 0.0 1 0.25 1.77 0.00 0.25 5.793 0.00 0.50 1.23 0.00 0.50 11.538 0.02 0.25 1.84 0.00 0.25 5.793 0.00 0.50 1.1 4 0.00 0.50 11.538 0.02 0.25 1.93 O.Q\ 0.25 Note 2: 68 of the 143 lots that flow into Cl·GI come from future Phases 8 & 10 . All other lots in this analysis co me from Edelweiss Gartcns Phase 5 (98), Westfield Village Phase 5 (3 0) and Southern Trace Subd ivi sions (48 ). O utfall #2 Se rves the southem lutlf of Pha~e 6 and future Phases 7 9 & 11 -, ' Line Area of Contr ibuting Land Uses Flow Calc ulatio ns Proposed Sewer System l~ 1 l J Type 2=3034 Cale. Min . <l u Cale . Min . ~g ~ u Average Daily Inftltration Peaking PV C, Inside Slope Slope Peak Flow From To ·~ Peak Flows Size Material Slope Slope .. Flows (ADF ) (10%ADF ) Factor Type Diameter Peak Peak Velocity ::i ~ u ~ ADF ADF ~-... ~ 3~2241 Flows Flows u PVC MH # MH # Ac . Ac . Lots GPD GP D CFS CFS CF S GPM MOD (in .) Inches % % fps % % P2 R2 0 0 200 53 ,400 0.08 0.01 4.00 0.34 15 2 0.219 8 2 D303 4 7.754 O.o9 0.40 2.12 0.03 0.40 Q2 R2 0 0 13 . 3,471 0.01 o.oo 4.00 0.02 10 0.014 6 2 D303 4 5.793 0.00 0.50 1.09 0.00 o.so R2 Ml 0 0 0 56 ,871 56 ,871 0.09 0.01 4.00 0.36 162 0.233 8 2 03034 7.754 0.10 0.40 2.16 0.03 0.40 Note 3: Phase 6 contributes 13 lots that flow into Q2·R2 . Note 4: All 200 lots that flow into P2 ·R2 come from future Phases 7, 9, & 11 Ave. Daily Ave. Da ily Flow Flow Velocity Depth fps Inches 1.16 1.45 1.19 1.45 1.22 1.73 0.84 0.58 1.22 1.73 0.75 0.29 1.32 1.73 Ave. Daily Ave. Daily Flow Flow Velocity Depth fos Inches 1.45 I.SS 0.72 0.29 1.48 I.SS Page I of I Exhibit D • Edelweiss Gartens Subdivision Phase 6 Water and Sewer Report submitted in conjunction with the Phases 6 Construction Drawings August ,2004 Edelweiss Gartens Subdivision Phase 6 Water and Sewer Report submitted in conjunction with the Phases 6 Construction Drawings August, 2004 WATER AND SEWER SYSTEM ANALYSIS for EDEL WEISS GARTENS SUBDIVISION PHASES6 General Information Edelweiss Gartens Subdivision, Phases 6 encompasses approximately 16 acres of land in southern College Station. The tract of land for this development is located immediately south of Phase 1 of the subdivision, adjacent to Victoria Avenue. It includes a portion of the land on the northern end of Renee Lane. The plat includes 57 single- family residential lots. The areas on the north, east and west of the site are currently under development with single-family residential lots . The area to the south is generally undeveloped, but contains a few residential homes on large tracts of land. Water System Analysis The water system in Edelweiss Gartens Phase 6 will be supplied by one somce initially, until future phases of the subdivision are built. The current source is the 12" water line that was recently being extended along Victoria A venue. Future extensions of the 12" line on Victoria will connect it to the 18" line on Barron Road , but for purposes of this report that connection is not included in the analysis. The computer model for the water system in Phase 6 was prepared as an extension of the KYPIPES model used for Phases 1-5. This allows the model to use previously established pressures at the Fixed Grade Nodes and account for current user demands in the earlier phases. A schematic drawing of the system in Phases 1-6 is shown in Exhibit A. Domestic water demand was estimated assuming 0.75 gpm per residential lot. Two fire hydrants were added to the model at hydraulically remote locations to test the system under fire flow conditions. The hydrant at Node 34 was modeled with a demand of 100 0 gpm and the hydrant at Node 33 was modeled with a demand of 500 gpm. A printout from the computer model for Phase 1-6 under fully developed conditions is provided in Exhibit B. The lowest pressure is 77 psi at Node 34. This pressure is still well above the minimum pressure of 20 psi required by the City of College Station and TCEQ. Therefore, we conclude that the proposed system is adequate to provide the pressure and flowrates for these phases of the subdivision. Future extensions of the 12" line on Victoria will establish a looped system between Graham and Barron Roads , thereby improving on these flow characteristics. Sewer System Analysis The primary sewer outfall for Edelweiss Gartens, Phases 6 is a 15 " line that was constructed with the Westfield Addition to a point just west of Edelweiss Gartens. This line was recently extended with the construction of Edelweiss Gartens, Phase 5 and Westfield Village, Phase 6. That extension provided two outfalls for Edelweiss Gartens, Phases 6 and subsequent phases. The topography of the proposed site dictates that two separate sewer systems are necessary to properly serve Phase 6 and its subsequent phases. This report analyzes both systems downstream to the point where they join together at the 15 " trunk line. Exhibit C is a sketch of the proposed sewer system for Phases 6. Using this layout , the two spreadsheets in Exhibit D were prepared to compute the minimum slope of the lines needed to carry water at 2 .5 feet per second or faster. The sewer demands were estimated assuming 267 gpd per residential lot with peaking factors set at 4.0 as required by the Design Guidelines for the City of College Station. As noted on the spreadsheets, allowances were made for sewer flows from existing platted lots in Westfield Village Phase 6, Edelweiss Gartens Phase 5 and Southern Trace Subdivisions . If the computed slope was less than the minimum slope required by the City of College Station, the value appears in red which indicates that the line has adequate capac ity even when laid on the minimum allowable slope. All of the lines in the spreadsheet on Exhibit D have computed slopes shown in red that are less than the minimum required by TCEQ. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. I ~I u _u_--L .J=-L -1 .IW/L-=-Y--"H37~-----------------® 1 -1 2• -~ 0 J _ _ -12 /L -· -Vicfodo Avenue "' --==--=~ I $ .. __ J __ _ I ! L__ --~ _/ l .. Folmes Court 3 .. @t---'1-r~,---,~·-·-·----~--@) \ -~-L..---1-..1..-...i....-...-.----------. Renee Lone '""!!! ... •-----;---2W/L-·::::.2 w/L--=-2-w/L-__:-2-W/L----2W/L -1·---L:ll 2 W/L--2 W L-- ';_. __ I, ..... • 6' , :i ~ • Cti i ~ '------.! ·S I 1 ·---[ __ J 8. Loflnne Court I 6" • . I EXIDBIT A £delwelss Gortens Phase 6 Water Line Schematic * * * * * * * * * * * * * * Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 K Y P I P E * * * * * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * for the Distribution of Pressure and Flows in Pipe Network Systems * * FORTRAN VERSION -3 .40 (01/02/91) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE : 8 /26/2004 TIME : 11 : 47 : 30 INPUT DATA FILENAME --------------edel6 .dat TABULATED OUTPUT FILENAME --------edel6 .out ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG p I P E L I N E AN D p u M p DA T A PIPE NO . NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS (FEET) (INCHES) 1 0 1 920.0 12.0 150 .0 5.00 2 1 2 240.0 8 .0 150 .0 2 .60 3 2 3 450 .0 6 .0 150 .0 .50 4 2 4 300 .0 8 .0 150 .0 2 .60 5 4 5 640 .0 6 .0 150.0 1. 80 6 4 6 250 .0 8 .0 150 .0 2 .60 7 5 6 640 .0 6 .0 150 .0 1.50 8 6 7 270 .0 8 .0 150 .0 .50 9 7 8 240 .0 8 .0 150 .0 .80 10 8 9 450 .0 8 .0 150 .0 2 .60 11 9 10 290 .0 8 .0 150 .0 2 .30 12 10 11 450 .0 6 .0 150 .0 1.10 13 8 11 290.0 6 .0 150 .0 1.80 14 10 12 290 .0 8 .0 150 .0 .80 15 0 12 330 .0 8 .0 150 .0 1.00 16 12 13 430 .0 6 .0 150 .0 1.80 17 9 15 700 .0 6.0 150 .0 1.30 18 10 14 570.0 6 .0 150 .0 1.10 19 14 15 300 .0 6 .0 150 .0 .so 20 9 17 290 .0 8 .0 150 .0 3.60 21 15 16 290 .0 6 .0 150 .0 2 .30 22 16 17 710 .0 6 .0 150 .0 1. 80 23 17 18 620 .0 6 .0 150 .0 2 . 40 24 18 19 330 .0 6 .0 150 .0 2 .10 25 17 20 330 .0 8 .0 150 .0 2 .60 26 19 20 630 .0 6 .0 150 .0 1. 00 K FIXED GRADE 514 .00 506 .00 Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 27 20 21 700 .0 6 .0 150 .0 1.10 28 16 21 330 .0 6 .0 150 .0 .50 29 20 22 130 .0 8 .0 150 .0 .30 30 12 23 750 .0 8 .0 150 .0 1.10 31 23 24 470 .0 8 .0 150 .0 .30 32 24 25 580 .0 8 .0 150 .0 1.10 33 16 25 300 .0 8 .0 150 .0 2 .30 34 25 26 90 .0 8 .0 150 .0 1. 80 35 26 27 150 .0 8 .0 150.0 .50 36 26 28 370 .0 8 .0 150 .0 .50 37 1 29 5 7 0 .0 12 .0 150 .0 3 .10 38 29 30 230 .0 8 .0 150 .0 2.30 39 30 31 40 .0 8 .0 150 .0 .80 40 31 32 360.0 3 .0 150 .0 .80 41 30 33 650 .0 6.0 150 .0 1. 70 42 33 35 310 .0 6 .0 150 .0 2 .30 43 35 36 150 .0 3 .0 150 .0 .00 44 34 35 180 .0 8 .0 150 .0 2 .80 45 34 38 600 .0 8 .0 150 .0 1.30 46 38 39 60 .0 8 .0 150.0 2 .60 47 39 40 290.0 3 .0 150.0 .30 48 37 38 270.0 8 .0 150.0 .50 49 29 37 530 .0 12.0 150.0 2 .60 A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED J U N C T I 0 N N 0 D E D A T A JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 299 .00 1 2 37 2 .00 300 .00 2 3 4 3 13 . 00 308 .00 3 4 .00 301. 00 4 5 6 5 35 .00 309.00 5 7 6 .00 301. 00 6 7 8 7 .00 302 .00 8 9 8 2 .00 301 .00 9 10 13 9 17 .00 306 .00 10 11 17 20 10 .00 306 .00 11 12 14 18 11 13.00 306 .00 12 13 12 .00 309 .00 14 15 16 30 13 20 .00 309 .00 16 14 22.00 310 .00 18 19 15 17 .00 312 .00 17 19 21 16 22 .00 316 .00 21 22 28 33 17 .00 307 .00 20 22 23 25 18 15 .00 308 .00 23 24 19 30 .00 306.00 24 26 20 14 . 00 309.00 25 26 27 29 21 19 .00 318 .00 27 28 22 .00 310.00 29 23 32 .00 314 .00 30 31 24 15 .00 316 .00 31 32 25 23.00 319.00 32 33 34 26 6 .00 321. 00 34 35 36 27 .00 325 .00 35 2 Exhibit 8' KYPIPES Model for Edelweiss Gartens, Phase 1-6 28 12 .00 322 .00 36 29 .00 298 .00 37 38 49 30 7 .00 300 .00 38 39 41 31 .00 300 .00 39 40 32 11.00 304 .00 40 33 510 . 00 307 .00 41 42 34 1000.00 310. 00 44 45 35 3.00 304 .00 42 43 44 36 2.00 304 .00 43 37 .00 304 .00 48 49 38 .00 305 .00 45 46 48 39 .00 307 .00 46 47 40 10.00 309 .00 47 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION : ALL RESULTS ARE OUTPUT EACH PERIOD S Y S T E M C 0 N F I G U R A T I 0 N THIS SYSTEM HAS 49 PIPES WITH 40 JUNCTIONS , 8 LOOPS AND 2 FGNS ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY .00386 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Edelweiss Gartens -Revised Masterplan Res .Demand=0 .75 GPM/Residence Fire Flow 1000 GPM @ 33 & 500 GPM @ 34 p I p E L I N E R E S U L T S PIPE NO. NODE NOS . FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 0 1 1755 .71 5 .08 .00 1. 93 4 .98 2 1 2 212 . 71 .19 .00 .07 1.36 3 2 3 13 .00 .01 .00 .00 .15 4 2 4 199 .71 .21 .00 .07 1.27 5 4 5 47 .15 .13 .00 .01 . 54 6 4 6 152 .56 .11 .00 .04 . 97 7 5 6 12 .15 .01 .00 .00 .14 8 6 7 164 .71 .13 .00 .01 1.05 9 7 8 164. 71 .12 .00 .01 1.05 10 8 9 113.60 .11 .00 .02 . 73 11 9 10 -24.99 .00 .00 .00 -.16 3 HL/1000 5.52 .80 .02 .71 .20 .43 .02 .50 .50 .25 -.02 Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 12 10 11 -36.11 -.05 .00 .00 -.41 -.12 13 8 11 49.11 .06 .00 .01 .56 .21 14 10 12 -23.83 .00 .00 .00 -.15 -.01 15 0 12 114. 29 .08 .00 .01 .73 .25 16 12 13 20.00 .02 .00 .00 .23 .04 17 9 15 31.43 .07 .00 .00 .36 .09 18 10 14 34. 96 .07 .00 .00 .40 .11 19 14 15 12. 96 .01 .00 .00 .15 .02 20 9 17 90.15 .05 .00 .02 .58 .16 21 15 16 27.39 .02 .00 .00 .31 .07 22 16 17 -19.57 -.03 .00 .00 -.22 -.04 23 17 18 24.97 .04 .00 .00 .28 .06 24 18 19 9.97 .00 .00 .00 .11 .01 25 17 20 45.61 .02 .00 .00 .29 .05 26 19 20 -20.03 -.03 .00 .00 -.23 -.04 27 20 21 11. 58 .01 .00 .00 .13 .01 28 16 21 7.42 .00 .00 .00 .08 .01 29 20 22 .00 .00 .00 .00 .00 .00 30 12 23 70.45 .08 .00 .00 . 45 .10 31 23 24 38.45 .02 .00 .00 .25 .03 32 24 25 23.45 .01 .00 .00 .15 .01 33 16 25 17.55 .00 .00 .00 .11 .01 34 25 26 18.00 .00 .00 .00 .11 .01 35 26 27 .00 .00 .00 .00 .00 .00 36 26 28 12.00 .00 .00 .00 .08 .00 37 1 29 1543.00 2.48 .00 .92 4.38 4.34 Phase 6 Pipes 38 29 30 554.48 1.08 .00 .45 3.54 4.70 39 30 31 11. 00 .00 .00 .00 .07 .00 40 31 32 11.00 .14 .00 .00 .50 .39 41 30 33 536.48 11. 67 .00 . 98 6.09 17.95 42 33 35 26. 48 .02 .00 .00 .30 .07 43 35 36 2.00 .00 .00 .00 .09 .02 44 34 35 -21.48 .00 .00 .00 -.14 -.01 45 34 38 -978.52 -8.08 .00 -.79 -6.25 -13.46 46 38 39 10.00 .00 .00 .00 .06 .00 47 39 40 10.00 .10 .00 .00 .45 .33 48 37 38 988.52 3.70 .00 .31 6.31 * 13. 72 49 29 37 988.52 1.01 .00 .32 2.80 1. 90 * Highest Velocity J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 507.00 299.00 90.13 2 .00 506.73 300.00 89.58 3 13.00 506.72 308.00 86.11 4 .00 506.45 301. 00 89.03 5 35.00 506.32 309.00 85.50 6 .00 506.31 301. 00 88.97 7 .00 506.17 302.00 88.47 8 2.00 506.03 301.00 88.85 9 17.00 505.90 306.00 86.62 10 .00 505.90 306.00 86.63 11 13.00 505.96 306.00 86.65 12 .00 505.91 309.00 85.33 13 20.00 505.89 309.00 85.32 4 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Phase 6 Nodes 29 30 31 32 33 34 35 36 37 38 39 40 22 .00 17 .00 22 .00 .00 15 .00 30 .00 14 .00 19.00 .00 32.00 15.00 23.00 6 .00 .00 12.00 .00 7 .00 .00 11. 00 510 .00 1000 .00 3 .00 2 .00 .00 .00 .00 10 .00 Exhibit B KYPIPES Model for Edelweiss Gartens, Phase 1-6 505 .84 310 .00 505.83 312.00 505.81 316 .00 505.83 307 .00 505 .79 308 .00 505 .79 505 .81 505 .80 505 .81 505 .83 505 .81 505 .80 505 .80 505 .80 505 .80 503 .60 502 .07 502 .07 501 .93 489 .42 489 .40 489 .40 489 .40 502 .27 498 .26 498 .26 498.16 306 .00 309 .00 318 .00 310 .00 314 .00 316 .00 319 .00 321. 00 325 .00 322 .00 298 .00 300 .00 300 .00 304 .00 307 .00 310 .00 304 .00 304 .00 304.00 305 .00 307 .00 309.00 84 .86 83 .99 82.25 86 .16 85 .71 86 .57 85 .29 81. 38 84 .8 5 83 .13 82 .25 80 .95 80 .08 78 .35 79 .65 89.09 87 .56 87.56 85.77 79 .05 77.74 ** 80 .34 80 .34 85 .92 83 .75 82 .88 81. 97 ** Lowest Pressure S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1755.71 15 114.29 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND 1870 .00 .00 1870 .00 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR= 1 .00 5 ExhibitD Se wer Analysis for Edelweiss Gartens Phase 6 (with allowances for Phases 7-11) Outfall 1 and 2 Outfall #1 -Serves Phose 5, the northern half of Phase 6, and future Phases 8 & 10 Line Arca of Contnbuting Land Uses Flow Calculations 1~ "' Type 1 l ~ Ii:; 2=30 34 ~~ ~ ·~ Average Daily Infiltration Peaking PVC , From To § Peak Flows Size Material Flows (ADF ) (IOo/oADF ) Factor Type :.:> ~ u ~ ... 3=2241 .... ._, .... ~ ~ u PVC MH # MH # Ac. Ac . Lots GPO GPO CFS CFS CF S GPM MGD (in .) Cl GI 0 0 143 38,18 1 0.06 0.0 1 4.00 0.24 109 0.157 10 2 0 30 34 GI HI 0 0 22 38 ,181 44,0 55 O.o7 0.01 4.00 0.28 125 0.181 10 2 0 3034 HI II 0 0 49 44 ,0SS 57 ,13 8 0.09 0.01 4.00 0.36 163 0.234 12 2 03034 JI II 0 0 20 . S,340 O.QI 0.00 4.00 0.03 15 0.022 6 2 03034 II Kl 0 0 7 62,478 64,347 0.10 0.01 4.00 0.41 183 0.264 12 2 0 3034 LI Kl 0 0 IS . 4,00 5 O.QI 0.00 4.00 0.03 II 0.016 6 2 03034 Kl Ml 0 0 32 68,352 76 ,896 0.12 0.01 4.00 0.49 219 0.3 15 12 2 0303 4 Note I : Phase 6 contributes 20 lots that flow into Jl-ll , 7 lots into Il -K-1, 15 lots into LI -K l , and 2 lots into Kl-Ml (Total = 44 lots) Proposed Sewer System Cale. Min . Cale. Min . Inside Slope Slope Peak Flo w Slope Slope Diameter Peak Peak Velocity ADF ADF Flows Flows In ches % % fps % % 9.692 0.01 0.30 1.71 0.00 0.30 9.692 0.02 0.30 1.79 0.01 0.30 11.538 0.0 1 0.25 1.77 0.00 0.25 5.793 0.00 0.50 1.23 0.00 0.50 11.538 0.02 0.25 1.84 0.00 0.25 5.793 0.00 0.50 1.14 0.00 0.50 11.53 8 0.02 0.25 1.93 0.0 1 0.25 Note 2: 68 of the 143 lots that flow into Cl-GI come fro m future Phases 8 & 10. All other lots in this analysis come fr om Edelweiss Gartcns Phase S (98 ), Westfield Village Phase 5 (30 ) and Southern Trace Subd ivisions (48 ). Outfall #2 -Se rves the southem lutlf of Phase 6 and future Phases 7, 9, & 11 Line Area of Contributing Land Uses Flow Calc ulatio ns Proposed Sewer System l~ .. Type "ii! l ~ J 2=3034 Cale . Min . i~ Ii:; Cale . Min . From To ::i ~ j Average Daily Infiltration Peaking Peak Flows Size PVC , Material Inside Slope Slope Peak Flo w Slope Slope :.:> ~ Flows (ADF ) (IOo/o ADF ) Factor Type Diameter Peak Peak Velocity ADF ADF ... 3=2241 Flows Flows .... ._, ~ ~ ~ PVC MH # MH # Ao . Ac. Lots GPO GP D CFS CFS CF S GPM MO D (in .) Inches % % fos % % P2 R1 0 0 200 53 ,400 0.08 O.QI 4.00 0.34 152 0.219 8 2 0 3034 7.754 0.09 0.40 2.12 0.03 0.40 Q2 R1 0 0 13 . 3,471 0.01 o.oo 4.00 0.02 10 0.014 6 2 03034 5.793 0.00 o.so 1.09 0.00 0.50 R1 Ml 0 0 0 56 ,871 56 ,871 0.09 0.01 4.00 0.36 162 0.233 8 2 0 30 34 7.754 0.10 0.40 2.16 O.o3 0.40 Note 3: Pha se 6 contributes 13 lots that flow in to Q2·R1 . Note 4: All 200 lo ts that flow into P2·R2 come from future Phases 7, 9, & 11 Ave. Daily Ave . Da ily Flow Flow Velocity Depth fps Inches 1.16 1.45 1.19 1.45 1.22 1.73 0.84 0.58 1.22 1.73 0.75 0.29 1.32 1.73 Ave. Daily Ave. Daily Flo w Flow Veloc ity Depth fps Inches 1.45 I.SS 0.72 0.29 1.48 I.SS Page 1 of l Exhibit D Edelweiss Gartens Subdivision Phase 6 Addendum #4 to the Original Drainage Report submitted in conjunction with the Phase 6 Construction Drawings August, 2004 1 + +++ ++ + * ******* ** + * * * * * * * ** ** ++• * + * * * ** ** . FLOOD HYDROGRAPH PACKAGE (HEC-1) MAY 1991 VERSION 4.0.lE Lahey F77L-EM/32 version 5 .01 Dodson & Associates, Inc . RUN DATE 06/04/04 TIME 08:53:46 • ++++++++++•+++••••••••+++++++++++++++++++ x x xxxxxxx x x x x x x xxxxxxx xxxx x x x x x x x x xxxxxxx xxxxx x x x x x x x xxxxx x xx x xxxxx x x x xxx * * + * * * * * + + * * * * + * + + + + ** +++• ++ ++++ * + + ++++ . U.S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS , CALIFORNIA 95616 (916) 551-1748 . ++ * •• ++ ++++++ *. + + + ++++++ *** ..... ++ **. •+++ TH IS PROGRAM REPLACES ALL PREVIOUS VERS I ONS OF HEC -1 KNOWN AS HECl (JAN 73), HEClGS, HE ClDB , AND HEClKW. THE DEFINITIONS OF VA RIAB LES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRU CTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN?? VERSION NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVE NT 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 HEC-1 INPUT PAGE LINE ID ....... 1. ...... 2 ....... 3 ....... 4. ...... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID TRIB THROUGH PROP . SUBDIVISION IT 3 01Jan01 0000 481 3 IO 5 0 4 JP 3 5 JR PREC 13 . 5 11 9 .8 8 . 8 7 . 4 6 .2 4 .5 EVENT 500 100 50 25 10 2Yr . Storm 6 KK DAl 7 KM FILE GARTl. IHl 8 KM Pl IS EXISTING CONDITIONS 9 KM P2 Existing Gartens w/ Pond '#1 and Phase 6 10 KM P3 Full Gartens development with Pond #2 11 BA .1234 12 PB 1 13 IN 30 01FEB98 0000 14 PC .0053 .0108 . 0164 . 0223 . 0284 .0347 . 0414 . 0483 .0555 .0632 15 PC .0712 . 0797 .0887 .0984 .1089 .1203 .1328 .1467 .1625 .1808 16 PC .2042 . 2351 .2833 .6632 .7351 . 7724 .7989 .8197 .8380 . 8538 17 PC . 8676 . 8801 . 8914 .9019 . 9115 . 9206 .9291 . 9371 .9446 .9519 18 PC .9588 . 9653 .9717 . 9777 .9836 . 9892 . 9947 1 .000 19 LS 0 79 20 20 UD .76 21 KP 2 22 LS 82 31 23 UD . 70 24 KP 3 25 LS 86 49 26 UD .61 27 KK DA 2 28 BA .0307 29 LS 0 77 30 UD .4 6 31 KP 2 32 LS 0 86 48 33 UD . 34 34 KP 3 35 LS 0 86 48 36 UD .34 37 KK PT . A 38 HC 2 39 KK DA 40 BA .1 420 41 LS 0 75 42 UD . 8 43 KP 2 44 LS 0 75 45 UD .80 46 KP 47 LS 84 41 48 UD .60 HEC-1 INPUT PAGE LINE ID ....... 1. ...... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK ROUTE 50 RN 51 KP 52 RN 53 KP 54 RS ELEV 300 . 12 55 SV . 007 .11 5 .625 1. 997 4.1 71 6. 655 9 .292 12 . 088 13 .548 56 SV 15 . 04 9 16.592 1 8 .156 2 1 . 284 57 SE 300 .12 301 302 303 304 3 05 306 307 308 3 0 8. 5 58 SE 309 309 . 5 3 1 0 311 59 SQ 0 8.95 20 . 98 39 . 98 52 .51 6 2 .57 150 . 68 191.30 223 .57 237 .91 60 SQ 293 . 78 384. 07 494 .70 765 61 KK DA 4 62 BA .0373 63 LS 0 76 64 UD . 62 65 KP 2 66 LS 0 84 40 67 UD . 48 68 KP 3 69 LS 0 84 4 0 70 UD . 4 8 71 KK PT . B 72 HC 2 73 KK PT. c 74 HC 2 75 KK DA 76 BA .0105 77 LS 0 76 78 UD .25 79 KP 2 80 LS 82 29 81 UD .21 82 KP 3 83 LS 0 82 29 84 UD .21 85 KK PT . D 86 HC 2 87 KK ROUTE 88 RN 89 KP 90 RS ELEV 288 .5 91 SV 0 . 004 . 034 .115 . 261 . 497 .881 1.541 2 . 715 4. 698 92 sv 7. 726 12.199 18.192 25 . 020 93 SE 289 290 291 292 293 294 295 296 297 298 94 SE 299 300 3 01 302 95 SQ 0 10 20 . 47 3 1.27 39.19 45. 77 5 1. 5 1 93 .88 207 .36 254 .22 96 SQ 292 . 86 415 . 88 535 . 5 3 1004 . 08 HEC-1 INPUT PAGE LINE ID ....... 1. ...... 2 ....... 3 ....... 4. ...... 5 ....... 6 ....... 7 .••.... 8 ••••••• 9 ••••.• 10 97 KP 98 RS ELEV 288 .5 99 sv 0 • 004 .034 .115 • 26 1 100 sv 7. 726 12 .199 18 .192 25 .020 101 SE 289 290 291 292 293 102 SE 299 300 301 302 103 SQ 0 10 20 . 47 3 1. 27 39 .19 104 SQ 292 .8 6 415 . 88 535 . 53 1004 .08 105 zz !***************************************** FLOOD HYDROGRAPH PACKAGE (HE C-1 ) MAY 1991 VERSION 4 .0 .lE Lahey F77L-EM/ 32 version 5 .0 1 Dodson & Associates, Inc. RUN DATE 06/04/04 TIME 08 :53:46 ***************************************** TRIB THROUGH PROP . SUBDIVISION 3 IO OUTPUT CONTROL VAR IAB LES IPRNT 5 PRINT CO NTROL 0 PLOT CO NTROL I PLOT QSCAL 0 . HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA • 497 294 45.77 NMIN IDATE I TIME NQ NDDATE MINU TES IN COMPUTAT ION INTERVA L l Jan 1 STARTING DATE 0000 STARTING TIME 481 NUMBER OF HYDROGRAPH ORDI NATE S 2 1 ENDING DATE .881 1. 541 2 . 715 4 . 698 295 296 297 298 51.51 93 .88 207 . 36 254 . 22 + * + + ......... + + +++ + + + * + * + + ++++ + ++++ * + ... + * +++ ++ U .S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEE RING CE NTER 609 SECOND S TREET DAVIS, CALIFORNIA 95616 (916) 551-1 748 +++++++++++++++++++++++++++++++++++++++ + + NDTIME I CENT 0000 ENDING TIME 19 CENTURY MARK COMPUTATION INTERVAL 0 .05 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS JP JR OPERATION HYDROGRAPH AT HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT ROUTED TO HYDROGRAPH AT 2 COMBINED AT DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH , ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT MULTI-PLAN OPTION NPLAN NUMBER OF PLANS MULTI-RATIO OPTION RATIOS OF PRECIPITATION 13.50 11.00 9 .80 8.80 7.40 6. 20 4.50 PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECO NOMIC COMPUTATIONS FLOWS IN CUBIC FEET PER SECOND , AREA IN SQUARE MILES TIME TO PEAK IN HOURS RATIOS APPLIED TO PRECIPITATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO RATIO 6 RATIO 7 DAl 0 .12 DA 2 0 . 03 2 PT . A 0 .15 2 DA 3 0 .14 ROUTE 0 .14 DA 4 0 . 04 PT . B 0.18 13 .50 11 .00 9.80 8 .80 7.40 6 .20 4 .50 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW 390. 12.00 426. 11. 95 480. 11. 85 127 . 11 . 70 161. 11 . 60 161. 11.60 488 . 11. 95 525 . 11. 85 599. 11. 80 4 04. 12. 05 405 . 12 .05 551. 11. 85 404. 12 .05 405 . TIME 12 .05 FLOW 439. TIME 12.15 PEAK STAGES IN FEET STAGE 0. 00 TIME 0 .00 STAGE 0.00 TIME 0.00 STAGE 309.75 TIME 12.15 FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME FLOW TIME 127 . 11. 90 164 . 11 . 75 164 . 11 . 75 523 . 12. 00 528 . 11. 95 541. 12.10 308 . 12.05 340. 11. 95 387 . 11. 85 99. 11. 70 130 . 11. 60 130. 11.60 384. 11. 95 419. 11. 85 483. 11.80 311 . 12.10 312 . 12.10 442 . 11 . 85 311. 12.10 312 . 12.10 302 . 12 .25 0 . 00 0 . 00 0 . 00 0. 00 309 .05 12. 25 99. 11. 90 132. 11. 75 132. 11 . 75 403. 12.00 411. 11. 95 368 . 12 .20 268 . 12. 05 298 . 11. 95 342 . 11. 85 85. 11. 70 115. 11.60 115. 11. 60 334. 11. 95 368. 11. 85 427 . 11. 80 267 . 12.10 268 . 12.10 390 . 11.85 267 . 12.10 268 . 12.10 238. 12. 35 o. 00 0 . 00 0. 00 0 . 00 308.50 12.35 85 . 11. 90 116. 11. 75 116. 11. 75 346 . 12. 05 355. 11. 95 307. 12. 00 235 . 12.05 263 . 11. 95 305. 11. 85 74 . 11. 70 102. 11.60 102. 11.60 293. 11. 95 326 . 11. 85 381. 11. 80 230 . 12.10 231. 12 .10 346. 11. 85 230. 12 .10 231. 12.10 219 . 12. 30 0 .00 0 . 00 0 . 00 o. 00 307 . 85 12 .30 74. 11. 90 103 . 11 . 75 103 . 11. 75 298. 12 .05 308 . 11. 95 280. 11. 95 189. 12 . 05 215 . 11. 95 252 . 11. 85 59 . 11. 75 85 . 11. 60 85. 11. 60 235. 11. 95 266 . 11. 85 315 . 11.80 180. 12.10 180 . 12.10 285. 11. 85 180 . 12.10 180 . 12.10 190 . 12. 30 0 .00 0 . 00 0. 00 0 . 00 306 .96 12.30 58. 11. 90 85 . 11. 75 85 . 11. 75 233 . 12. 05 243. 11. 95 239. 12.05 150. 12. 05 173. 11. 95 207 . 11. 85 46 . 11 . 75 70. 11. 60 70 . 11.60 185 . 11. 95 216. 11. 85 259 . 11. 80 137 . 12 .10 138. 12.10 232 . 11. 85 137 . 12.10 138. 12.10 161. 12.25 0 . 00 0 . 00 0. 00 0.00 306 .26 12. 25 44. 11. 90 69. 11. 75 69 . 11 . 75 178 . 12 . 05 189. 11. 95 204. 12. 00 96 . 12. 05 115. 11 . 95 144. 11.85 28. 11 . 75 48. 11. 60 48. 11. 60 117. 11 . 95 145. 11. 85 180. 11 . 80 79 . 12.15 80. 12 .15 158. 11. 85 79. 12 .15 80. 12 .15 102. 12.30 o. 00 0 . 00 0 . 00 0 . 00 305. 4 5 12 . 30 26. 11. 90 47. 11 . 75 47 . 11 . 75 104 . 12 . 05 115 . 11. 95 125 . 12. 20 2 COMBINED AT + PT . c 0 . 33 FLOW 1006 . 784 . 677 . 589. 4 66. 362 . 220 . TIME 12.00 12.00 1 2 . 00 12 .00 12. 00 12 . 00 12 . 00 2 FLOW 104 6 . 824. 718 . 629. 506. 402 . 257. TIME 11. 90 11. 90 11. 90 11. 90 11. 90 11. 90 11. 90 FLOW 104 7 . 811 . 724. 648 . 543. 4 37. 282 . TIME 12 .00 11.80 11. 85 11. 85 11. 85 11. 95 11. 80 HY DROGRAPH AT + DA 5 0 . 01 FLOW 55 . 43 . 37 . 32 . 25. 20 . 12. TIME 11.55 11. 55 1 1. 55 11 . 55 11 . 55 1 1. 55 11. 55 2 FLOW 62. 49. 43 . 38. 31. 25. 17 . TIME 1 1.50 11.50 11. 50 11. 50 11.50 11. 50 11.50 FLOW 62 . 4 9. 43 . 38 . 31. 25 . 17 . TIME 11. 50 11. 50 11. 50 1 1. 50 11.50 11. 50 11. 50 2 COMBINED AT + PT . D 0 . 34 FLOW 1026 . 798. 689. 599. 474 . 368. 224 . TIME 11. 95 11. 95 11. 95 12 .00 12. 00 12.00 12 .00 FLOW 1066 . 840. 732. 642 . 516 . 410 . 263 . TIME 11 . 90 11. 90 11. 90 11 . 90 11. 90 11. 90 11 . 90 FLOW 1063. 832. 741. 663. 555 . 444 . 290 . TIME 12 .00 11. 80 11. 80 11. 80 11. 85 1 1. 95 11. 75 ROUTED TO + ROUTE 0 . 34 FLOW 1026 . 798 . 689. 599 . 4 74. 368. 224 . TIME 11 . 95 11. 95 11. 95 12 .00 12.00 12. 00 12 . 00 FLOW 972. 734. 602 . 502 . 417 . 327 . 234 . TIME 1 2 .15 12 . 20 12. 25 12 .30 12 . 25 1 2 . 30 12 .15 FLOW 989 . 715 . 588 . 506 . 432 . 356 . 253 . TIME 1 2 .15 12. 20 12. 20 12 .30 12. 25 12 . 30 12.20 PEAK STAGES IN FEET STAGE 0 .00 0 . 00 0.00 0.00 0 .00 0 .00 0 . 00 TIME 0.00 o. 00 0.00 0 . 00 0 . 00 0 .00 0 .00 STAGE 301. 93 301.42 301.14 300 . 72 300 . 01 299 . 28 297 . 58 TIME 12 .15 12 .20 12 . 25 12 . 30 12 . 25 1 2 . 30 12 .15 STAGE 301 . 97 301. 38 301.11 300 .75 300 .13 299 . 52 297 .98 TIME 1 2 .1 5 12 .20 1 2 .20 12 . 30 12. 25 1 2 .30 12. 20 ... NORMAL END OF HEC-1 ... Edelweiss Gartens Subdivision Phase 6 Addendum #4 to the Original Drainage Report submitted in conjunction with the Phase 6 Construction Drawings August, 2004 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No . 32740, State of Texas, certify that this report for the drainage design of the Addendum #4 to the EDELWEISS GARTENS SUBDIVISION (PHASE SIX) Project, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT zj~1-~~fai Michael R. McClure, P.E. # 32740 "'"'''''' --~~OF.,.~,, ... .-<.. ~ ••••••••• ..... ..., •• '<:> ... ···*··· .. IS" •• '*: ... *"i ~*: •• ~ ~··································-'i! l··M'9.~h.~.~.R ~M~9hV.Bs.l ~~ .... .-9 32740 ()/fl ff~-<'~·.f.9 /STE.~~-·~~,# ''''.Ss ••·•···• ~v,,,;' \\\:10NAL 'C. __ ,,~- Addendum #4 -EDELWEISS GARTENS SUBDMSION (PHASE SIX) TABLE OF CONTENTS DETENTION 1 STORM DRAIN DESIGN 1 TABLE OF EXHIBITS EXHIBIT "A": Excerpts OF Flood Insurance Rate Map EXHIBIT "B-1 ": Drainage Area Map -Proposed Condition EXHIBIT "C-1 ": Rational Formula Drainage Area Calculations EXHIBIT "C-2": Inlet Computations EXHIBIT "C-3": Pipe Size Calculations EXHIBIT "C-4": Hydraulic Grade Line Calculations-10 Yr. Storm EXHIBIT "C-5": Hydraulic Grade Line Calculations-100 Yr. Storm EXHIBIT "D-1 ": Hydraulic Grade Line Drawings (3 Pages) DRAINAGE REPORT 11 Addendum #4 -EDELWEISS GARTENS SUBDMSION (PHASE SIX) ADDENDUM TO THE DRAINAGE REPORT FOR EDEL WEISS GARTENS This addendum to the Edelweiss Gartens Drainage Report has been prepared to demonstrate that the proposed drainage system for Phase 6 of the subdivision is designed in accordance with the requirements of the City of College Station. DETENTION The original drainage report for Edelweiss Gartens , Phases 1-5 shows that the majority of the area that comprises Phase 6 was included in the detention calculations for Phase 1-5 . The detention pond was built with sufficient capacity to accommodate peak flowrates from the additional area under full development . The remaining portion of the Phase 6 site drains into the Victoria Avenue system that was constructed with Westfield Village, Phase 6. The developer of that subdivision designed and built the Victoria A venue system to accommodate flow from this small area. Even with the small portion of Edelweiss Gartens included, the flood routing analysis in the Westfield Village Drainage Report shows post-development flowrates to be reduced below pre-development flowrates. Therefore we conclude that no additional stormwater detention is necessary for Edelweiss Gartens, Phase 6. STORM DRAIN DESIGN The following exhibits provide an analysis of the streets, inlets and storm drain pipe proposed with Phase 6. This system is designed for 'a 10-yr storm event as required by the City of College Station. Exhibit A -Excerpt from FEMA map Exhibit B -Drainage Area Map Exhibit C-1 -Rational Formula Drainage Area Calculations Exhibit C-2 -Inlet Computations Exhibit C-3 -Pipe Size Calculations Exhibit C-4 -10-year Hydraulic Grade Line Computations Exhibit C-5 -100-year Hydraulic Grade Line Computations Exhibit D-1 -Hydraulic Grade Lines NTS D PROJECT SITE EXHIBIT A Flood Insurance Rote Mop Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers : 48041 C0201 D Effective Dote : July 2, 1992 l'.5 3: Q 0 ix: w ...J ...J < l'.5 Q. < LL. w 0 j:: .... Q C> ix: ...J z < z < < w z w (,) ~ :%: ~ l'.5 w ::& z ...J Q ...J ix: .... ~ ~ iii w ~ w C> > >z e z ix: w < e Q ::> < ix: Q. o~ NO. AC. 0.4 0.55 0.9 ft. 59 1.09 0.00 1.09 0.00 0.60 77.0 60 0.68 0.00 0.68 0.00 0.37 108.0 61 0.00 0.00 0.00 0.00 0.00 1.0 61 0.79 0.00 0.79 0.00 0.43 10.0 63 0.65 0.00 0.65 0.00 0.36 215.0 66 0.32 0.00 0.32 0.00 0.18 85.0 67 0.44 0.00 0.00 0.44 0.40 10.0 68A 2.36 0.00 2.36 0.00 1.30 156.0 688 0.08 0.00 0.08 0.00 0.04 50.0 69A 0.15 0.00 0.15 0.00 0.08 15.0 698 0.04 0.00 0.04 0.00 0.02 15.0 1 1.28 0.00 1.28 0.00 0.70 166.0 2 0.20 0.00 0.20 0.00 0.11 69.0 3 1.69 0-.00 1.69 0.00 0.93 355.0 4 1.36 0.00 1.36 0.00 0.75 335.0 5 0.19 0.00 0.19 0.00 0.10 10.0 6 0.92 0.00 0.92 0.00 0.51 145.0 8 1.24 0.00 1.24 0.00 0.68 140.0 9 1.11 0.00 1.11 0.00 0.61 12.0 20 1.28 0.00 1.28 0.00 0.70 157.0 21 1.11 0.00 1.11 0.00 0.61 135.0 22 0.00 0.00 0.00 0.00 0.00 1.0 23 0.77 0.00 0.77 0.00 0.42 59.0 24 0.55 0.00 0.55 0.00 0.30 16.0 30 1.34 0.00 1.34 0.00 0.74 140.0 out 0.00 0.00 0.00 0.00 0.00 145.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Edelweiss Gartens Phase 6 ~ 3: ~ ...J LL. 0 Q ...J ...J z LL. LL. ~ ~ ix::%: ix: u g u w .... w .... .... ix: ...J ~ C> ~...J u w ...J ::> z ::> ...J ~ w >< ii (/) N It) 0 LL. C> ~ C> ~ (,) ::> N a It) a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 0.8 439.0 5.0 1.6 5.3 10.0 6.33 3.8 7.7 4.6 1.1 230.0 3.0 1.3 4.2 10.0 6.33 2.4 7.7 2.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.1 334.0 5.0 2.3 2.5 10.0 6.33 2.7 7.7 3.3 3.0 163.0 2.0 1.1 5.5 10.0 6.33 2.3 7.7 2.8 2.0 116.0 0.7 1.3 2.6 10.0 6.33 1.1 7.7 1.4 0.1 450.0 3.0 1.6 4.9 10.0 6.33 2.5 7.7 3.0 2.0 342.0 2.5 1.3 6.6 10.0 6.33 8.2 7.7 10.0 0.5 20.0 0.2 0.9 1.3 10.0 6.33 0.3 7.7 0.3 0.2 220.0 3.8 2.2 1.8 10.0 6.33 0.5 7.7 0.6 0.2 20.0 0.2 1.1 0.5 10.0 6.33 0.1 7.7 0.2 2.0 255.0 3.0 1.3 5.5 10.0 6.33 4.5 7.7 5.4 0.7 112.0 2.0 1.3 2.3 10.0 6.33 0.7 7.7 0.8 3.0 199.0 2.0 0.9 10.8 10.8 6.11 5.7 7.4 6.9 3.0 222.0 3.0 0.9 10.0 10.0 6.33 4.7 7.7 5.8 0.1 274.0 3.0 1.9 2.4 10.0 6.33 0.7 7.7 0.8 2.0 135.0 2.0 1.2 3.8 10.0 6.33 3.2 7.7 3.9 1.4 182.0 3.0 1.2 4.5 10.0 6.33 4.3 7.7 5.2 0.1 463.0 6.0 2.1 3.7 10.0 6.33 3.9 7.7 4.7 3.0 321.0 4.0 1.6 5.1 10.0 6.33 4.5 7.7 5.4 2.0 334.0 4.0 1.5 5.2 10.0 6.33 3.9 7.7 4.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 0.6 401.0 2.4 1.3 5.7 10.0 6.33 2.7 7.7 3.3 0.2 416.0 2.5 1.5 4.9 10.0 6.33 1.9 7.7 2.3 2.0 324.0 1.8 1.2 6.4 10.0 6.33 4.7 7.7 5.7 2.0 180.0 1.4 1.2 4.7 10.0 6.33 0.0 7.7 0.0 0 It) 0 .... It) a .... a !::! In/Hr cfs In/Hr cfs 8.6 5.2 9.9 5.9 8.6 3.2 9.9 3.7 8.6 0.0 9.9 0.0 8.6 3.8 9.9 4.3 8.6 3.1 9.9 3.5 8.6 1.5 9.9 1.7 8.6 3.4 9.9 3.9 8.6 11.2 9.9 12.8 8.6 0.4 9.9 0.4 8.6 0.7 9.9 0.8 8.6 0.2 9.9 0.2 8.6 6.1 9.9 6.9 8.6 0.9 9.9 1.1 8.4 7.8 9.6 8.9 8.6 6.5 9.9 7.4 8.6 0.9 9.9 1.0 8.6 4.4 9.9 5.0 8.6 5.9 9.9 6.7 8.6 5.3 9.9 6.0 8.6 6.1 9.9 6.9 8.6 5.3 9.9 6.0 8.6 0.0 9.9 0.0 8.6 3.7 9.9 4.2 8.6 2.6 9.9 3.0 8.6 6.4 9.9 7.3 8.6 0.0 9.9 0.0 ~ ~ a In/Hr cfs 11.1 6.7 11.1 4.2 11.1 0.0 11.1 4.8 11.1 4.0 11.1 2.0 11.1 4.4 11.1 14.5 11.1 0.5 11.1 0.9 11.1 0.2 11.1 7.8 11.1 1.2 10.8 10.0 11.1 8.3 11.1 1.2 11.1 5.6 11.1 7.6 11.1 6.8 11.1 7.8 11.1 6.8 11.1 0.0 11.1 4.7 11.1 3.4 11.1 8.2 11.1 0.0 8 .... In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.2 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 8 .... a cfs 7.5 4.7 0.0 5.4 4.5 2.2 5.0 16.3 0.6 1.0 0.3 8.8 1.4 11.3 9.4 1.3 6.3 8.5 7.6 8.8 7.6 0.0 5.3 3.8 9.2 0.0 7/26/2004 0311-dra.xls Exhibit C-1 01 ~ ~ t Co!) 0 < ~ z ~ ~ ~ < cc ~ e ~ ~ ~ ~ ~ 4,j ·~ ~ ~ 0 ~ = ·; .. ~ cfs 59 61.0 I 5.2 60 61.0 I 3.2 60.5 na I 0.0 61 63.0 I 3.8 63 66.0 I 3.1 66 na I 1.5 67 68.0 I 3.4 688 na I 0.4 698 na I 0.2 59.0 I 6.1 2 59.0 I 0.9 3 4.0 I 7.8 4 2.0 I 6.5 5 61.0 I 0.9 6 8.0 I 4.4 8 24.0 I 5.9 9 23.0 I 5.3 20 24.0 I 6.1 21 24.0 I 5.3 22 na I 0.0 23 na I 3.7 24 na I 2.6 30 na I 6.4 out na I 0.0 .. ~ t ~ u 01 0.0 0.0 0.0 0.1 0.8 0.8 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ~ :s ~ 01 '3 = E--i 5.2 3.2 0.0 3.9 3.9 2.3 3.4 0.4 0.2 6.1 1.2 7.8 6.5 0.9 4.4 5.9 5.3 6.1 5.3 0.0 3.7 2.6 6.4 0.0 ;S "O ~ ... ~ 00 38 47 47 47 47 47 27 27 27 27 38 27 38 38 27 27 27 27 27 27 27 27 27 27 EXHIBIT C-2 INLET COMPUTATIONS Edelweiss Gartens Phase 6 j 00 "O ~ t ~ ...... .. ......_,, = 4,j er c:i. ~~ 1.0% 0.9% 0.0% 1.3% 1.3% 0.5% 0.2% 0.0% 0.0% 0.6% 0.1% 1.0% 1.5% 0.0% 0.3% 0.6% 0.5% 0.6% 0.5% 0.0% 0.2% 0.1% 0.7% 0.0% ~ z ... 4,j = .... ... 4,j :s ~ 01 '3 = E--i 59 I 5.2 60 I 3.2 61 I 0.0 61 I 3.9 63 I 3.9 66 I 2.3 67 I 3.4 68BI 11.6 69BI 0.9 1 I 6.1 2 I 1.2 3 I 7.8 4 I 6.5 5 I 0.9 6 I 4.4 8 I 5.9 9 I 5.3 20 I 6.1 21 I 5.3 221 0.0 23 I 3.7 24 I 2.6 30 I 6.4 out I 0.0 DESCRIPTION Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Proposed Grate Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade ~ ~ .. ~ ~ ~ er ~ ~ "O 4,j "O ·s: e ~ ~ Curb Inlet cfs I ft I ft 0.62 I 8.38 I 10 0.621 5.23 I 5 0.621 6.30 I 5 0.621 6.29 I 5 2.33 I 0.99 I 5 0.621 5.53 I 5 2.33 I 4.96 I 5 2.33 I 0.39 I 5 0.621 9.84 I 10 0.62 I 1.99 I 5 0.62110.451 10 0.621 1.46 I 5 0.62/ 7.07 I 10 0.62/ 9.53 I 10 0.621 8.53 I 10 0.621 9.84 I 10 0.621 8.53 I 10 2.33 I 1.57 I 5 2.33 I 1.12 I 5 2.33 I 2.73 I 5 0.62 I 0.00 I 5 .. .c: • 4,j ... ~ ~ c:i. 00 0 ~ t i"'> "C ~ c: 4,j • ~ "C ~ u = < 01 :.. u "O t ·a er ~ ~ t < Grate Inlet "O 4,j "O ·s: e ~ ~ t < ft I cfs I sq-ft I sq-ft 0 0.1 0 0.8 0.8 0 0.3 0 0 0 0 01 0.51 213.92 I 5.22 0.3 0 0 0 0 0 0 0 0 0 0 0 7/26/2004 0311-dra.xls Exhibit C-2 E 0 < ~ u 0 z ~ .... 00 ~ ..:l ..:l z < -~ ~ ~ ~ ..:l "' z 0 0 (,,I <IJ ~ ~ ~ ~ ~ # # Ac. min yr 59 60.5 0.6 10.0 10 60 60.5 0.4 10.0 10 60.5 61 1.0 10.7 10 61 63 1.4 11.1 10 63 66 1.8 11.8 10 66 67 4.0 12.6 10 67 688 4.4 12.8 10 68A 688 1.3 10.0 10 688 698 5.7 13.3 10 69A 698 0.1 10.0 10 698 HW69 5.8 13.4 10 1 2 0.7 10.0 10 2 4 0.8 10.2 10 3 4 0.9 10.8 10 4 5 2.5 11.0 10 5 6 2.6 11.1 10 6 8 3.1 11.6 10 8 9 3.8 12.5 10 9 HW9 4.4 12.6 10 20 21 0.7 10.0 10 21 22 1.3 10.1 10 22 24 1.3 10.2 10 23 24 0.4 10.0 10 24 66 2.0 10.4 10 30 HW30 0.7 10.0 10 out na 0.0 10.0 10 •includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Edelweiss Gartens Phase 6 Q ·-= « "' <IJ ell « ~ ·-<IJ <IJ "' Q. Q. <IJ "' 'Cl ~ ~ 0 <IJ <IJ 00 .... 'Cl Q. "' ~ r.. = <IJ <IJ = .... ~ 0 :e it: "'« .... 0 ... ~ .2., it: it: .... o= 0 (,,I N =-'Cl 0 ~ 0 ·c ~ ~ r.. < e;:; e;:; r.. 1J) cfs cfs # cfs % " 5.2 6.7 1 6.7 0.47 18 3.2 4.2 1 4.2 0.18 18 8.2 10.6 1 10.6 1.18 18 11.6 15.1 1 15.1 0.51 24 14.2 14.2 1 14.2 0.14 30 31.1 31.1 1 31.1 0.66 30 33.9 33.9 1 33.9 0.79 30 11.2 14.6 1 14.6 12.58 13 43.5 43.5 1 43.5 0.78 33 0.7 0.9 1 0.9 0.05 13 44.2 44.2 1 44.2 0.81 33 6.1 7.9 1 7.9 0.29 21 7.0 9.1 1 9.1 0.38 21 7.8 10.1 1 10.1 1.07 18 20.7 20.7 1 20.7 0.51 27 21.4 21.4 1 21.4 0.55 27 25.1 25.1 1 25.1 0.76 27 29.7 29.7 1 29.7 0.60 30 34.3 34.3 1 34.3 0.48 33 6.1 7.9 1 7.9 0.65 18 11.3 14.7 1 14.7 0.99 21 11.3 14.6 1 14.6 0.98 21 3.7 4.8 1 4.8 0.62 15 17.3 22.5 1 22.5 1.14 24 6.4 8.3 1 8.3 0.71 18 0.0 0.0 1 0.0 0.00 27 .. See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) = ~ ~ ~ z ~ ~ > ..:l fps ' 3.8 24 2.4 101 6.0 148 4.8 211 2.9 132 6.3 82 6.9 206 15.8 13 7.3 30 1.0 13 7.4 44 3.3 39 3.8 113 5.7 62 5.2 46 5.4 164 6.3 326 6.0 53 (5"'."".{l 112 4.5 30 6.1 35 6.1 77 3.9 30 7.2 44 'r«:-7 23 0.0 207 <IJ E ~ 'il ~ r.. ~ min 0.11 0.71 0.41 0.73 0.76 0.22 0.50 0.01 0.07 0.22 0.10 0.20 0.50 0.18 0.15 0.51 0.86 0.15 0.32 0.11 0.10 0.21 0.13 0.10 0.08 #DIV/O! 'Cl = ~ @ (,,I ~ min 10.11 10.71 11.12 11.85 12.61 12.83 13.32 10.01 13.39 10.22 13.49 10.20 10.70 10.96 11.10 11.61 12.47 12.62 12.94 10.11 10.21 10.42 10.13 10.52 10.08 #DIV/O! ~ = es ~ ~ ~ ~ ' ' 712612004 0311-dra.xls ExhibitC-3 Inlets FL FL Begin Pipe From To UnnAr Lower WSElev 010 Dia 69B HW69 286.66 286.14 292.44 44.23 33 68B 698 290.03 289.68 292.81 43.54 33 67 68B 293.2 290.28 293.07 33.92 30 66 67 294.36 293.3 294.85 31.09 30 63 66 295.67 294.46 296.26 14.18 30 61 63 297.97 296.17 296.78 11.62 24 60 5 61 299.94 298.47 299.10 8.17 18 60 605 300.98 299.97 301.31 3.23 18 59 605 300.25 300.04 301.31 5.18 18 9 HW9 297.06 296.55 30001 34.30 33 8 9 297.67 297.31 300.65 29.69 30 6 8 300.42 297.92 300.98 25.13 27 5 6 301.42 300.52 303.58 21.44 27 4 5 301.75 301.52 304.52 20.70 27 3 4 303.18 302.5 304.80 7.78 18 2 4 302.76 302.25 304.80 6.97 21 1 2 303.01 302.86 305.26 6.08 21 24 66 295.37 294.86 296.26 17.32 24 23 24 296.31 296.12 296.90 3.66 15 22 24 296.4 295.62 296.90 11.25 21 21 22 297.02 296.5 297.79 11.30 21 20 21 297.47 297.27 298.43 6.08 18 30 HW30 302 300.44 300 01 6.36 18 EXHIBIT C-4 HYDRAULIC GRADE LINE -10Yr. Storm Edelweiss Gartens Phase 6 Normal Normal Decth startlna Decth Velocltv Velocltv LenQth Sf PiceS Lower WSElev Um>@r Hf In Out 44.16 0.810% 1.178% 288.00 292.44 288.52 0.36 9.95 10.02 30 0.785% 1.167% 291.54 292.81 291.89 0.24 10.12 9.95 205.98 0.792% 1.418% 291.84 293.07 294.76 1.63 9.58 10.12 82.01 0.665% 1.293% 294.86 294.86 295.92 0.55 6.92 9.58 132.01 0.138% 0.917% 295.52 296.26 296.73 0.18 6.44 6.92 210.7 0.518% 0.854% 297.27 297.27 299.07 1.09 6.17 6.44 147.56 1.188% 0.996% 299.48 299.48 300.95 1.75 5.32 6.17 100.94 0.186% 1.001% 300.57 301.31 301.58 0.19 0.00 4.95 23.98 0.477% 0.876% 300.87 301.31 301.08 0.11 0.00 5.32 111.96 0.487% 0.456% 298.82 300.01 299.33 0.55 7.28 6.36 52.9 0.607% 0.681% 299.19 300.65 299.55 0.32 7.22 7.26 326.01 0.763% 0.767% 299.72 300.98 302.22 2.49 6.12 7.22 163.56 0.556% 0.550% 302.32 303.58 303.22 0.91 5.85 6.12 45.76 0.518% 0.503% 303.32 304.52 303.55 0.24 6.38 5.85 61.5 1.077% 1.106% 303.44 304.80 304.12 0.66 0.00 6.38 112.9 0.380% 0.452% 303.30 304.80 303.81 0.43 4.04 4.45 39.28 0.289% 0.382% 303.87 305.26 304.02 0.11 0.00 4.04 43.76 1.149% 1.165% 296.16 296.26 296.67 0.50 6.75 7.95 30 0.630% 0.633% 296.93 296.93 297.12 0.19 0.00 4.28 77.32 0.990% 1.009% 296.71 296.90 297.49 0.77 7.85 6.75 35.09 0.998% 1.482% 297.51 297.79 298.03 0.35 4.96 7.85 30.02 0.658% 0.666% 298.25 298.43 298.45 0.20 0.00 4.96 22.9 0.721% 6.812% 300.93 300.93 302.49 0.17 0.00 11.85 End Ina Too Delta HI WSElev Inlet Check Delta 0.01 292.81 294.78 OK 1.9714 0.03 293.07 294.78 OK 1.7087 0.08 294.85 298.67 OK 3.8245 0.34 296.26 299.3 OK 3.0369 0.05 296.78 300.17 OK 3.3872 0.03 299.10 301.88 OK 2.7835 0.08 301.31 302.95 OK 1.6391 0.19 301.77 304.48 OK 2.7095 0.22 301.64 303.96 OK 2.3153 0.10 300.65 302.45 OK 1.7976 0.01 300.98 302.68 OK 1.6998 0.11 30M8 306.44 OK 2.8570 0.03 304.52 308.82 OK 4.1028 0.05 304.80 306.31 OK 3.5056 0.32 305.78 308 OK 2.2177 0.03 305.26 306.51 OK 1.2497 0.13 305.50 306.56 OK 1.0593 0.14 296.90 299.76 OK 2.8570 0.14 297.27 299.56 OK 2.2950 0.12 297.79 300.36 OK 2.5669 0.29 298.43 300.97 OK 2.5396 0.19 298.82 300.97 OK 2.1510 1.09 303.58 306.69 OK 3.1131 Q Full 53.4 53.2 45.5 43.4 36.6 19.5 9.8 9.8 9.2 33.2 31.5 25.3 21.4 20.4 10.3 9.9 9.1 22.7 4.8 14.8 18.0 8.0 25.5 Main Inlet In 68B 67 66 63 61 605 59 0 0 8 6 5 4 3 0 1 0 22 0 21 20 0 0 8/4/2004 0311-dra.xls ExhlbttC-4 Inlets Fl Fl Bee in Pioe Fram To Upper Lower WS Elev 0100 Dia Length 898 HW61l 286 .68 286.14 293 .43 64.49 33 44.16 888 896 290.03 289.68 294.20 63.48 33 30 87 886 293.2 290.28 294.75 49.41 30 205.98 68 67 294 .36 293.3 298.29 45.28 30 82.01 83 86 295.67 294.46 299.30 20.62 30 132.01 61 63 297 .97 296.17 299.77 16.89 24 210.7 80.5 61 299.94 298.47 301 .88 11 .88 18 147.56 80 805 300.98 299.97 302.95 4.68 18 100.94 59 605 300.25 300.04 302.95 7 .51 18 23.98 9 HW9 297.06 296.55 301 .42 49 .98 33 111 .96 8 9 297.67 297.31 302.45 43.24 30 52 .9 8 8 300.42 297.92 302.68 36.55 27 328.01 5 6 301.42 300.52 306.44 31 .16 27 163.56 4 5 301.75 301.52 308.38 30.08 27 45.76 3 4 303.18 302.5 308.31 11 .30 18 61 .5 2 4 302.76 302.25 308.31 10.12 21 112.9 1 2 303.01 302.86 306.51 8 .82 21 39.28 24 86 295 .37 294.86 299.30 25.14 24 43.76 23 24 296 .31 296.12 299.76 5 .30 15 30 22 24 296 .4 295.62 299.76 16.33 21 77.32 21 22 297 .02 296.5 300.36 16.39 21 35.09 20 21 297 .47 297.27 300.97 8 .82 18 30.02 30 HW30 302 300.44 301 .42 9.23 18 22.9 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm Edelweiss Gartens Phase 6 I Nonna1 Normal h S11rtlna Deoth Velocitv Velocitv Endina TDD Endlna Sf Pipe S lower WS Elev Upper fir In Out HI WS Head Into! WS Ele v 1.72% 1.18% 288 .89 293.43 289.41 0 .76 10.18 10 .23 O.Q1 294 .20 294 .78 294.20 1.67% 1.17% 292.43 294.20 292.78 0.50 10.53 10 .18 0.06 294 .75 294 .78 294.75 1.68% 1.42% 292 .78 294.75 295.70 3.46 10.06 10 .53 0.08 298 .29 298 .67 296 .29 1.41% 1.29% 295 .36 298.29 298.42 1.18 7 .65 10.06 0.33 299 .78 299 .3 299.30 0.29% 0.92% 295 .84 299 .30 297.05 0 .39 6.95 7 .65 0.08 299 .77 300.17 299.77 1.09% 0.85% 297 .57 299.77 299.37 2.30 5.44 6 .95 0.15 302.21 301 .88 301.88 2.51% 1.00% 299.97 301 .68 301.44 3.70 5 .77 6 .28 0.05 305.62 302.95 302.95 0.39% 1.00% 300.68 302.95 301 .69 0 .39 0 .00 5.44 0 .23 303.57 304.48 303.57 1.00% 0.88% 301 .05 302.95 301.28 0 .24 0 .00 5 .77 0.26 303.45 303.98 303.45 1.03% 0.48% 299 .30 301 .42 299.81 1.18 7 .30 6 .36 0.10 302.68 302.45 302.45 1.29% 0.68% 299.81 302.45 300.17 0 .68 7 .22 7 .30 0.01 303.14 302.68 302.68 1.61% 0.77% 300.17 302.88 302.67 5 .28 6 .12 7 .22 0.11 308.06 306.44 306.44 1.17% 0.55% 302.77 306.44 303.67 1.92 5 .85 6 .12 0.03 306.38 30B.e2 308.38 1.09% 0.50% 303.77 308.36 304.00 0 .50 6 .62 5 .85 0.07 308.96 308.31 308.3 1 2.27% 1.11% 304.00 308.31 304.68 1.40 0 .00 6 .62 0.34 310.05 308 308.00 0.80% 0.45% 303.69 308.31 304.20 0 .90 4 .31 4.69 0.03 309.24 306.51 306.5 1 0.61% 0.38% 304.22 306.51 304.37 0 .24 0 .00 4.31 0.14 306.89 306.58 306.56 2.42% 1.17% 296.86 299 .30 297.37 1.06 7 .01 8 .23 0.14 300.50 299 .78 299.76 1.33% 0.63% 297 .37 299.78 297.58 0 .40 0 .00 4 .44 0.15 300.31 299.58 299.56 2.08% 1.01% 297.37 299.78 298.15 1.81 8 .44 7.01 0.17 301 .54 300.38 300.36 2.10% 1.48% 297.77 300.38 298.29 0 .74 5 .14 8 .44 0.35 301 .45 300.97 300.97 1.36% 0 .67% 298.77 300.97 298.97 0 .42 0 .00 5 .14 0 .20 30 1.59 300.97 300.97 1.52% 6.81% 301 .04 301 .42 302.60 0.35 0 .00 13.25 1.36 303.96 306.89 303.96 Delta a Street Check Delta Surface Width OK 0.58 0.00 27 Surcharoe 0.03 14 .98 27 Surcharae 0 .38 3 .82 27 Sur cha roe -0.48 3 .06 47 Surcharge 0.40 0.00 47 Surcharae -0.33 0.00 47 Surcha rge -2.87 0 .57 47 OK 0 .91 0 .00 47 OK 0 .51 0 .00 38 Surcharae -0.23 0 .00 27 Surcharae -0.46 0 .56 27 Surcharge -1.62 0 .00 27 Surcharae 0.24 0 .00 38 Surcharge -0.65 0 .00 38 Surcharae -2.05 0 .00 27 Sw"charae -2.73 0 .00 38 Surcharae -0.33 0.00 27 Surcharae -0.74 0 .00 27 Surcharge -0.75 0 .00 27 Surcharae -1.18 0 .00 27 Sll'"charae -0.48 0.00 27 Surcharae -0.82 0 .00 27 OK 2.73 0.00 27 Street ROW SIO<>e Capacity 195% 104.86 1.95% 104.88 195% 104.86 0.60% 66.46 0.80% 66 .46 0.80% 66.46 080% 66 .46 0.80% 66.46 0.80% 80.07 074% 64 .59 1.00% 75.09 1.12% 79 .47 1 55% 96.55 1.55% 96.55 1 55% 93.48 1 38% 90.44 1.31% 85.78 060% 58.18 080% 58.18 030% 41 .13 0.80% 58.16 0.60% 58.16 0.86% 69.63 Main Inlet In 688 87 86 83 61 80 59 0 0 8 6 5 4 3 0 1 0 22 0 21 20 0 0 81412004 0311 -dra.xls Exhibit C-5