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HomeMy WebLinkAboutFolderFOR OFFICE USE ONLY P&Z CASE NO.: ~ -%5 I J CITY OF COLLEGE STATION Planning & Development Services DATE SUBMITTED: tf I![() I tl· q-.10 NC MINIMUM SUBMITTAL REQUIREMENTS _x_ Site plan application completed in full. _x_ $200.00 Application Fee. _x_ $200.00 Development Permit Application Fee. ±__ $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) Previously submitted with final _x_ Twelve (12) folded copies of site plan plat 10/16/06 _x_ One (1) folded copy of the landscape plan. n/a One (1) copy of building elevation for all buildings. n/a A list of building materials for all facades and screening for non-residential buildings. n/a Color samples for all non-residential buildings. n/a Traffic Impact Analysis (if applicable for non-residential buildings). _x_A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. __ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: ________________________ _ LEGAL DESCRIPTION 7.59 Acres in Richard Carter Survey, A-8, College Station, TX. Vol. 5838, Pg. 42 APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Brazos Gateway Place Development. Ltd. -David Scarmardo, President Street Address 1289 North Harvey Mitchell Parkway City --=B'-'-ry-=a'-'-n _______ _ State TX Zip Code ---'"-7-'---78~0~3'------E-Mail Address david@scarmardofoods.com Phone Number 979-779-7209 Fax Number 979-822-1763 PROPERTY OWNER'S INFORMATION: Name same as applicant Street Address City __________ _ State _____ Zip Code ______ _ E-Mail Address _____________ _ Phone Number ___________ _ Fax Number ______________ _ ARCHITECT OR ENGINEER'S INFORMATION: Name Kling Engineering & Surveying Street Address ___ 4'-'1-=-0-"-1-=S-'--. -'"-T=ex-=a=s-'-A~v""""e"'-. S=-u=i=te'-'A-'---------City __ B~rv~an'--------- State TX Zip Code 77802 E-Mail Address fred@klingeng .com Phone Number ___ 9~7~9--8~4~6--6~2_1_2 ____ _ FaxNumber __ ~9~7=-9-~8'-'4=-6-~8=2=52=-------- 6/13/03 I of6 CITY OF COLLEGE STATION PJanning & DeueWpmmt Servitts SITE LEGAL DESCRIPTION: Gateway Ph 4 - 7.59 Acres Richard Carter Survey DATE OF ISSUE: 2-8-7 OWNER: David Scamardo Brazos Gateway TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO. 06-74 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 1401 Unversity Drive DRAINAGE BASIN: Burton Creek VALID FOR 12 MONTHS CONTRACTOR: 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, pa int, oil , solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. THIS DEVELOPMENT PERMIT ISSUED CONDITIONAL TO THE ATTACHED CITY LETTER TO DEVELOPER DATED 2/1/07. ALL ASSOCIATED WORK SHALL ALSO COMPLY WITH TPDES REQUIREMENTS. 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 Pol icy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ord inances 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 inside 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. " '2.-e-1 I ' Owner/ Agent/Contractor Date • :::> IUKVI SEWE 1 218 2 175 3 113 4 1 5 3 6 1 7 1 LF Furnish and Install 24" Watertight, ADS N-12 Storm Sewer, complete and in place for ________________ Dollars and Cents per linear foot. LF Furnish and Install 30" Watertight, ADS N-12 Storm Sewer, complete and in place for Dollars and ___________ Cents per linear foot. LF Furnish and Install 36" Rubber Gasket RCP Storm Sewer, complete and in place for Dollars and ___________ Cents per linear foot. EA Furnish and Install 36" Reinforced Concrete 4:1 Sloped End Treatment, complete and in place for Dollars and. ___________ Cents each. EA Furnish and Install 4'x4' Reinforced Concrete Junction Box, 4.5'-6' deep, complete and in place for Dollars and ___________ Cents each. EA Furnish and Install 4'x4' Reinforced Concrete Junction Box, 11 ' deep, complete and in place for Dollars and ___________ Cents each. EA Furnish and Install 5'x5' Reinforced Concrete Junction Box, 6.8' deep, complete and in place for Dollars and Cents each. $47.00 $10,246.00 $57.00 $9,975.00 $130.00 $14,690.00 $500 .00 $500.00 $2,000.00 $6,000.00 $3 ,000.00 $3,000.00 $2,500.00 $2,500.00 8 1 9 55 10 1 EA Furnish and Install 5'x5' Reinforced Concrete Grate Inlet, with EJIW V-5626-1 , 4' deep, complete and in place for Dollars and ___________ Cents each. TON Furish and Install Limestone Rip Rap, 50-250 lb. pieces, placed at 1.0' depth, complete and in place for Dollars and ___________ cents ton. LS Connect existing 24" RCP to proposed junction box, remove and replace 1 joint of RCP if necessary for Dollars and Cents lump sum. STORM SEWER -SUBTOTAL 1: (ITEMS 1-10) $2 ,500.00 $2,500.00 $150.00 $8,250.00 $500.00 $500.00 $58,161.00 WAlE~ LINE: 11 327 12 215 13 1147 14 335 15 4 16 9 17 2 LF Furnish and Install 8" PVC Water Main (AWWA C-909, DR 14, Pressure Class 200) -Standard Depth-4'-6' Bury complete and in place for ________________ Dollars and Cents per linear foot. (Structural Beddina and Backfill) LF Furnish and Install 8" PVC Water Main (AWWA C-909, DR 14, Pressure Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) LF Furnish and Install 3" PVC Water Main (SDR-21 , ASTM LF EA EA D2241 Blue, Pressure Class 200) -Standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) Furnish and Install 3" PVC Water Main (SDR-21, ASTM D2241 Blue, Pressure Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) Furnish and Install 8" Gate Valve and Box, complete and in place for Dollars and Cents each. Furnish and Install 8" Ductile Iron, M.J. 45° Bend, to include all necessary thrust blocking, complete and in place for Dollars and Cents each . EA Furnish and Install 8"x8"x8" Ductile Iron, M.J. Tee, to include all necessary thrust blocking, complete and in place for Dollars and, ___________ Cents each. $28 .00 $9,156.00 $30.00 $6,450.00 $18.00 $20,646 .00 $20.00 $6,700.00 $800.00 $3,200.00 $300.00 $2,700.00 $400.00 $800.00 ~9 16 20 14 21 3 22 15 23 1 24 1 EA Furnish and Install Standard City of College Station 1-1/2" Long Side Double Water Service, 58' -64', complete and in for Dollars and Cents each. EA Furnish and Install Standard City of College Station 1-1/2" Short Side Double Water Service, 7.25', complete and in for Dollars and Cents each . EA Furnish and Install Standard City of College Station 1" Long Side Single Water Service, 60'-62.5', complete and in place for Dollars and ___________ Cents each. EA Furnish and Install Standard City of College Station 1" Short Side Single Water Service, 9', complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station 1" Irrigation Water Service, 2.5', complete and in place for Dollars and Cents each. EA Furnish and Install Wet Connection to existing 8" PVC Waterline, to include removing existing blowoff valve and all necessary appurtences, contractor to coordinate with City of College Station Public Works for taking the 8" line out of service. for Dollars and Cents each. WATERLINE TOTAL -SUBTOTAL 2: (ITEMS 11-24) $1,000.00 $16,000.00 $500.00 $7,000.00 $900.00 $2,700.00 $400.00 $6,000.00 $400.00 $400.00 $1 ,000 .00 $1 ,000 .00 $98,352.00 SANI I ~KY SE\ 1ER LIN>=: 25 13 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, ASTM 03034, CLASS 160) -standard Depth-4'-6' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) 26 354 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, ASTM 03034, CLASS 160) -Extra Depth-6'-8' complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) 27 20 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, ASTM 03034, CLASS 160) -Extra Depth-8'-10' complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) 28 41 LF Furnish and Install 6" PVC Sanitary Sewer Main (SOR 26, ASTM 02241, CLASS 160) -standard Depth-4'-6' complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) 29 968 LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D2241, CLASS 160) -Extra Depth-6'-8' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) 30 75 LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM 02241 , CLASS 160) -Extra Depth-8'-1 O' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) 31 3 EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-6'-8'), complete and in place for Dollars and Cents each. $20.00 $260.00 $22.00 $7,788.00 $24.00 $480.00 $22.00 $902.00 $24.00 $23,232.00 $26.00 $1,950.00 $2,300.00 $6,900.00 32 3 33 1 34 1 35 1 36 1 37 2 38 20 EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-8'-1 O'), complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-14'-16'), complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station Sanitary Sewer Drop Manhole (Depth-6'-8'), into existing 12" PVC sanitary sewer line, complete and in place for Dollars and Cents each. EA Furnish and Install Standard Drop Connection into Existing Manhole, complete and in place for Dollars and Cents each. EA Furnish and Install Standard Connection into Existing Manhole, complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station Sanitary Sewer Main Line Cleanout, complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station 4" Long Side Double Sanitary Sewer Service, 41 '-54', complete and in place for ________________ Dollars and ___________ Cents each. $3,000.00 $9,000.00 $5,500.00 $5,500.00 $2,800.00 $2,800.00 $1 ,500.00 $1,500.00 $1 ,000.00 $1,000.00 $200.00 $400.00 $1,000.00 $20,000.00 39 14 40 1 41 9 42 1 EA Furnish and Install Standard City of College Station 4" Short Side Double Sanitary Sewer Service, 11 '-18', complete and in place for ________________ Dollars and ___________ Cents each. EA Furnish and Install Standard City of College Station 4" Long Side Single Sanitary Sewer Service, 50', complete and in for Dollars and ___________ Cents each. EA Furnish and Install Standard City of College Station 4" Short Side Single Sanitary Sewer Service , 13'-20', complete and in place for Dollars and Cents each. EA Provide bypass pumping for sanitary sewer line for Dollars and Cents each. SANITARY SEWER TOTAL -SUBTOTAL 3: (ITEMS 25-42) $500.00 $7 ,000.00 $900.00 $900.00 $600.00 $5,400.00 $800.00 $800.00 $95,812.00 43 3400 44 95 LF Furnish and Install all necessary Trench Safety -4'-8'-, complete and in place for Dollars and __________ Cents per linear foot. LF Furnish and Install all necessary Trench Safety -8'+, complete and in place for Dollars and __________ Cents per linear foot. INCIDENTALS TOTAL -SUBTOTAL 4: (ITEMS 43-44) ESTIMATE SUMMARY SUBTOTAL 1: SUBTOTAL2: SUBTOTAL 3: SUBTOTAL4: TOTAL: 10% Cantin ency: TOTAL ESTIMATED COSTS: $1.50 $2 .00 $5,100.00 $190.00 $5,290.00 $58,161.00 $98,352.00 $95,812.00 $5,290.00 $257,615.00 $25,761.50 $283,376.50 STORM SEWE 1 218 2 175 3 113 4 1 5 3 6 1 7 1 LF Furnish and Install 24" Watertight, ADS N-12 Storm Sewer, complete and in place for ________________ Dollars and ___________ Cents per linear foot. LF Furnish and Install 30" Watertight, ADS N-12 Storm Sewer, complete and in place for Dollars and ___________ Cents per linear foot. LF Furnish and Install 36" Rubber Gasket RCP Storm Sewer, complete and in place for Dollars and ___________ Cents per linear foot. EA Furnish and Install 36" Reinforced Concrete 4:1 Sloped End Treatment, complete and in place for Dollars and, ___________ Cents each. EA Furnish and Install 4'x4' Reinforced Concrete Junction Box, 4.5'-6' deep, complete and in place for Dollars and, ___________ Cents each. EA Furnish and Install 4'x4' Reinforced Concrete Junction Box, 11' deep, complete and in place for Dollars and Cents each . EA Furnish and Install 5'x5' Reinforced Concrete Junction Box, 6.8' deep, complete and in place for Dollars and Cents each. $47.00 $10,246 .00 $57.00 $9,975.00 $130.00 $14,690.00 $500.00 $500.00 $2,000.00 $6,000.00 $3,000.00 $3,000.00 $2,500.00 $2,500 .00 8 9 55 10 1 EA Furnish and Install 5'x5' Reinforced Concrete Grate Inlet, with EJIW V-5626-1 , 4' deep, complete and in place for Dollars and ___________ Cents each. TON Furish and Install Limestone Rip Rap, 50-250 lb. pieces, placed at 1.0' depth, complete and in place for Dollars and Cents ton. LS Connect existing 24" RCP to proposed junction box, remove and replace 1 joint of RCP if necessary for Dollars and Cents lump sum. STORM SEWER -SUBTOTAL 1: (ITEMS 1-10) $2,500.00 $2,500.00 $150.00 $8,250 .00 $500.00 $500.00 $58,161.00 vvA I~ ~ LIN~: 11 327 12 215 13 1147 14 335 15 4 16 9 17 2 ... ·.· .. · ... ·.· ... ·.·.·.·.·.·.·.·.········-·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· .. ·.·.·.············· .......................... .. ::::::::::::::::::1::~11::_:,··11::1111111:1::11:1111.::::1::1::::.im:·:::._.= LF Furnish and Install 8" PVC Water Main (AWWA C-909, DR 14, Pressure Class 200) -standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) LF Furnish and Install 8" PVC Water Main (AWWA C-909, DR 14, Pressure Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) LF Furnish and Install 3" PVC Water Main (SDR-21 , ASTM LF EA EA D2241 Blue, Pressure Class 200) -standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) Furnish and Install 3" PVC Water Main (SDR-21 , ASTM D2241 Blue, Pressure Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) Furnish and Install 8" Gate Valve and Box, complete and in place for Dollars and Cents each. Furnish and Install 8" Ductile Iron, M.J. 45° Bend, to include all necessary thrust blocking, complete and in place for Dollars and Cents each . EA Furnish and Install 8"x8"x8" Ductile Iron, M.J. Tee, to include all necessary thrust blocking, complete and in place for Dollars and. ___________ Cents each. $28.00 $9,156.00 $30.00 $6,450.00 $18.00 $20,646.00 $20.00 $6,700.00 $800.00 $3 ,200.00 $300.00 $2,700.00 $400.00 $800.00 18 1 19 3 20 6 21 4 22 2 23 4 24 2 18 2 EA Furnish and Install 8"x8"x6" Ductile Iron, M.J. Tee, to include all necessary thrust blocking , complete and in place for Dollars and ____________ Cents each . EA Furnish and Install 8"x6" Ductile Iron , M.J. Reducer, to include all necessary thrust blocking, complete and in place for Dollars and Cents each. EA Furnish and Install 3" Gate Valve and Box, complete and in place for Dollars and ____________ Cents each. EA Furnish and Install 3" Ductile Iron, M.J. 45° Bend, to include all necessary thrust blocking, complete and in place for Dollars and. ____________ Cents each. EA Furnish and Install 3"x3"x3" Ductile Iron , M.J. Tee, to include all necessary thrust blocking, complete and in place for Dollars and Cents each. EA Furnish and Install 6"x3" Ductile Iron, M.J. Reducer, to include all necessary thrust blocking , complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station 2" Blowoff Valve, to include all necessary thrust blocking , complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station Fire Hydrant, with all necessary appurtances, complete and in for Dollars and ____________ Cents each. $400.00 $400.00 $400.00 $1 ,200 .00 $700 .00 $4,200.00 $200.00 $800.00 $500.00 $1 ,000.00 $400.00 $1 ,600.00 $500.00 $1 ,000.00 $2 ,700.00 $5,400.00 19 16 20 14 21 3 22 15 23 1 24 1 EA Furnish and Install Standard City of College Station 1-1/2" Long Side Double Water Service, 58' -64', complete and in for Dollars and Cents each. ------------ EA Furnish and Install Standard City of College Station 1-1/2" Short Side Double Water Service, 7.25', complete and in for Dollars and ____________ Cents each. EA Furnish and Install Standard City of College Station 1" Long Side Single Water Service, 60'-62.5', complete and in place for Dollars and, ____________ Cents each. EA Furnish and Install Standard City of College Station 1" Short Side Single Water Service, 9', complete and in place for Dollars and. ____________ Cents each. EA Furnish and Install Standard City of College Station 1" Irrigation Water Service, 2.5', complete and in place for Dollars and, ____________ Cents each. EA Furnish and Install Wet Connection to existing 8" PVC Waterline, to include removing existing blowoff valve and all necessary appurtences, contractor to coordinate with City of College Station Public Works for taking the 8" line out of service. for _________________ .Dollars and ____________ Cents each. WATERLINE TOTAL -SUBTOTAL 2: (ITEMS 11-24) $1,000.00 $16,000.00 $500.00 $7,000.00 $900.00 $2,700.00 $400.00 $6,000.00 $400.00 $400.00 $1,000.00 $1 ,000.00 $98,352.00 .SANll ~RY SEWER I .IN'": 25 13 LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D3034, CLASS 160) -standard Depth-4'-6' complete and in place 26 354 27 20 28 41 29 968 30 75 31 3 for Dollars and Cents per linear foot. (Structural Beddina and Backfill) LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D3034, CLASS 160) -Extra Depth-6'-8' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D3034, CLASS 160) -Extra Depth-8'-10' complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D2241 , CLASS 160) -standard Depth-4'-6' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D2241 , CLASS 160) -Extra Depth-6'-8' complete and in place for Dollars and Cents per linear foot. (Structural Bedding and Backfill) LF Furnish and Install 6" PVC Sanitary Sewer Main (SDR 26, ASTM D2241 , CLASS 160) -Extra Depth-8'-10' complete and in place for Dollars and Cents per linear foot. (Structural Beddina and Backfill) EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-6'-8'), complete and in place for Dollars and ___________ Cents each. $20.00 $260.00 $22.00 $7,788.00 $24.00 $480.00 $22.00 $902.00 $24.00 $23,232.00 $26.00 $1 ,950.00 $2 ,300.00 $6,900.00 •:::r:::::::::::::i:,,::.;::•::·::'·:;;::::::i:::::::::::::•::::::: .. :,.,• ... :,.,• ... •, .. • ... :,:.:.· .. :' •. ,·.:.. ::: •::: ::::::•::::::::::::::::::'••••'•'•••••'••'':.:: : .. ; ::::•:'::::::::::::::::: :: . : \ .. '•:!.' .. ·,ul'.·.·N·.··'··,'.N ... • ... ·• .. ·'·.• .. ,.'c1.••.:.T .... ' ••. ! ..•. G .. i.••.:•·.P.·,·:•.u··'·_.'.• .. m.•• .. :.:R: ..•••••. : .• •.o_:E·:·!'.:_:_:Es:·:·:·:·•:! ... ··• ... 1 __ .:._:•.··.• ... !_.';r····:·_.'• ... ·:_.'' .... :.~ .. N::.: .• :~ .. -'.· .. ,:~.-·',:·:.•.!,: .. •GL.·,.:·1_·.:···u1~.::: •. :.•_.•R.~.-·.····E~P .• s·:e .. ·_.·· ... '_.,·_:·.·.,·.·_ .. ' •. :!·.· .. ·'· • .. '', •. ,.,', •. , •• T:.N'.'_·•.-.•~o·•.•-.•.• .. ra_ .•.•. '···· :, j::§~l!Mt ·mmmm:::m :!%NI }ITEM OESCRil?TidN:&•.PRiCEdN•'WORDS' •'//• .•.•• :::••·· r. r. •••· •. :•aTitdJ JONRl:::: • ;;::.·:. :;· .........• ,,:::::::tJ::•:••:•::::::,::,,, ••• : :.,/:::::::::' ;;;;;;.,,,,,,.,.,.,.,,,,.,:,, :;t'':::•rr :::,:,: ....... · ······: .. :• ::·:·:·•·•· • ,., ••• ,:,:::::: .. ,., ..• .,.,,,,,,,,,,,,,,,. .,,.,., ... ,.,.,., .... , .... ,,.,,,,. ,,,, 32 3 33 1 34 35 1 36 1 37 2 38 20 EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-8'-10'), complete and in place for Dollars and Cents each. ----------- EA Furnish and Install Standard City of College Station Sanitary Sewer Manhole (Depth-14'-16'), complete and in place for Dollars and Cents each . EA Furnish and Install Standard City of College Station Sanitary Sewer Drop Manhole (Depth-6'-8'), into existing 12" PVC sanitary sewer line, complete and in place for Dollars and Cents each . EA Furnish and Install Standard Drop Connection into Existing Manhole, complete and in place for Dollars and ___________ Cents each. EA Furnish and Install Standard Connection into Existing Manhole, complete and in place for Dollars and Cents each. EA Furnish and Install Standard City of College Station Sanitary Sewer Main Line Cleanout, complete and in place for Dollars and ___________ Cents each. EA Furnish and Install Standard City of College Station 4" Long Side Double Sanitary Sewer Service, 41'-54', complete and in place for Dollars and ___________ Cents each . $3,000.00 $9,000.00 $5,500.00 $5,500.00 $2,800.00 $2,800.00 $1,500.00 $1 ,500.00 $1 ,000.00 $1 ,000.00 $200.00 $400.00 $1 ,000.00 $20,000.00 39 14 40 1 41 9 42 1 EA Furnish and Install Standard City of College Station 4" Short Side Double Sanitary Sewer Service, 11'-18', complete and in place for ________________ Dollars and ___________ Cents each. EA Furnish and Install Standard City of College Station 4" Long Side Single Sanitary Sewer Service, 50', complete and in for Dollars and ___________ Cents each . EA Furnish and Install Standard City of College Station 4" Short Side Single Sanitary Sewer Service, 13'-20', complete and in place for Dollars and Cents each. EA Provide bypass pumping for sanitary sewer line for Dollars and Cents each. SANITARY SEWER TOTAL -SUBTOTAL 3: (ITEMS 25-42) $500.00 $7,000.00 $900.00 $900.00 $600.00 $5,400.00 $800.00 $800.00 $95,812.00 A I .. ... • 43 3400 44 95 LF Furnish and Install all necessary Trench Safety -4'-8'-, complete and in place for ________________ Dollars and Cents per linear foot. LF Furnish and Install all necessary Trench Safety-8'+, complete and in place for Dollars and ___________ Cents per linear foot. INCIDENTALS TOTAL -SUBTOTAL 4: (ITEMS 43-44) ESTIMATE SUMMARY SUBTOTAL 1: SUBTOTAL 2: SUBTOTAL 3: SUBTOTAL4: TOTAL: TOTAL ESTIMATED COSTS: $1.50 $2.00 $5, 100.00 $190.00 $5,290.00 $58,161.00 $98,352.00 $95,812.00 $5,290.00 $257,615.00 $25,761.50 $283,376.50 ; KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Post Office Box 4234 Bryan, Texas 77802 Bryan, Texas 77805 Telephone 979/846-6212 Fax 979 / 846-8252 B.J. Kling, P.E., R.P.L.S. Inactive S.M. Kling, R.P.L.S. Memo: To: City of College Station, Development Services c/o Alan Gibbs, P.E. Re : Gateway Phase 4 -Gateway Villas II Additional Pool Area & Total Fringe Fill Memo From : Fred Paine, P .E~ April 24, 2008 As requested, I ran the recently FEMA approved HEC-RAS hydrauli c model for the Tributary to Burton Creek with the proposed fill for the pool area added to sections 387 & 493. The end resu lt was that the BFE increased a maximum of 0.18' from the approved model. The increase was not above the allowable floodway water surface elevation (refer to attached "pool only" exhibits). Additionally, I ran the model again incorporating the as-built, Gateway Phase 2 floodway fringe fill and the Plan Gateway Phase 4-Second Construction Phase fringe fill, retaining walls, and proposed pool area. The end result was a maximum BFE increase of 0.37'. Again, this increase was not above the allowable floodway water surface elevation (refer to attached "Fringe Fill" exhibits) Per the associated grading plans, the lowest finished floor elevation for Gateway Phase 2 is 276.50 . The lowest finished floor elevation for Gateway Phase 4 is 281 .95. These are both downstream of the creek crossing structure. The Highest BFE downstream of the creek crossing resulted from the completed Phase 2 & Phase 4 project with pool and was calculated to be 274.75. As previously mentioned, this BFE is still lower than the allowable floodway water surface elevation of 275.30. It does not appear that the proposed pool area fill will adversely impact any existing or proposed structures. The intent of the above documented information is to allow the proposed pool area to be constructed within the floodway fringe area. Please respond at your earliest convenience. HEC-RAS Plan· Plan 02 River: RIVER-1 Reach· Reach-1 ,----·--,-----.,-----~------· ~~-·-·-·-r-----~-----.,-----~---~----~-----,----~----~---~-----~---~ f--R_e_ach_-+_R_ive_r -'-Sta_+-_P_ro!i_le_-+-_w_;_.s:.:·..::E;;..;le_v--+_P;...;ro_f .=Delta=-'ws-'-"--t--E:c . ..::G.;.... Ele=v'-f-T:..:op.!:-'-Wd=th.;cAct...;:..;-+-_.::Q..::Lc:_eft"---J...-QC:...:...Ch.annel Q Right Sta w.s. Lft Enc Sta L Ch Sta L Ch Sta R Sta W.S. Rgt Enc Sta R (ft) (fl) (fl) (fl) (cfs) (cfs) (cfs) (ft) (ft) (ft) (ft) (fl) (ft) ,_R_e_acfl.._1_-+_o ___ --+_PF_1 __ -+-___ 21_0-'-.7-'3+-----------L--..3I..1.:.13 _______ ?c.55.-'.-'-52+----'4'-58"".6'-6+---4_7_s. __ 2_,6!,__ __ 1 __ .0_8+-___ 3_2'-.0_8f-----1----'1-'-92""."'"80+---=2"'-80:..c.o:..;o+-__ __..::2.=87:..c.6:..;0+-------l f-R-'e-'-a""ch--'-1 --+-o----+"'"P'-F-=2----+----"2-'-1'""'1.-'-11+------'o"-.4'""3+-__ 2:c1:..:1:..:.S4-+----'1"'-10:..c.oo:.o;.l __ c.:12:.:9"'"'.34-+---"8--.:.11.~.---+----1-1_0._<X! ·--·-··----1!~~ ___ 19_2_.8 __ 0+-__ 2_8_0_.oo_,_ ____ 28_0_.o_o+-__ 2ao_.o_,o 1------1-----+----+-----+------+----+------+-----+------+----+-----+------+----+-----+------·-L·-------~ ,_R_e_a_c1>-_1 _ _,_2_1s ___ _,_P_F_1 __ -+--~~~J. _____ _,_ __ 2_7_3._5_2,__ ___ 28_7_.4_3+-1; __ 4_7_1_.54_,_ ___ 464_.84-+l ___ 4_.6_1+-___ 82_.6_9+-----+---28_3_.oo-+ __ 3_5_9_.oo_,_ ___ 3_7_0_.1_2+-----<' ,_R_e_a_c1>-_1 _ _,_2_1s ___ _,_P_F_2 __ -+ ___ 2_74_.3_4_,! _____ o __ .81'J_ ---~~ ---···········1_1_4_.oo-+-i __ 2_1_3._7_,6,__ __ 72_7_.2_4+-----+----245_.oo-+ ___ 245_.oo-+ __ 2_8_3_.oo_,_ __ 3_5_9_.oo-+-___ 3_5_9_.oo_,_ __ 3_5_9_.o_.oi I I f-R_e_a_cfl.._1_-+-38_7 ___ +-P_F_1 __ -+ ___ 2_74_.2_0_,.1i _____ -+ __ 2_7_4_.3_3+-___ 22_0_.9_2+! ___ 36_5_.5_1+-__ 4_79_.8_8_,! ___ 9_5_.6_2+-___ 84_._86+-------+---23_1_.oo-+ ____ 264.00 316.73 ! ._R_e_a_ch-_1 --+-3_87 ___ _,.P __ F_2 __ _.... ____ 27_5_._ 1_2_,.1 _____ 0_.9_3+-. __ 2_7_5_.3_2t--___ 7_9_.o_o+! ____ 31_3_.7_1+-__ 6_2_7 __ ·~!!_1! ______ 1_8_S_.oo_,_ __ 1_S5_.oo_._ __ ~~'~1------~0c~------264.oo ---~-'oo I Reacfl..1 493 PF 1 ______ iB,~1 --·-·· 274.70 44.00! 941.001· 183.52 230.00 290.oo 289.48 r-R_e_a_ch--1--+r-4-93---+-P-F-2---+-215.301 --o-.9-2+---2-1-5-.5-2t-----=_-::_4-::_4-._o-::_o+,:_-_-~----~~:--~~---9_-4_1_.oo_-+-···_··-_·····_-_·····_····_····_····...,··· ... ····_····_·····_····_-_230_.oo-+-·-····_·····_····_·····_2:io_·····_:oo_·····+-··_····_···_····_2_3o_····_:oo_···,_····_·-_· _2_90_."'"oo+-___ 2:..;9_0._oo-1---2'-90-·o-;o Reacto-1 512 Culvert I -----·-·-·-----!-----+------+------! ·----·-····t·------+-----+-------+-·-----+----·-i---·-·+------+---·---··--··-· -···-·-·-·-···-··-··-· I------+-----+----+-----+-------+-· ·---+------+-----+------f-·------------!-----·--··-· ----------!----+-------+-----; ._R_e_acfl.._1 _ _...,,_5_32 ___ ...._P_F_1 __ ........ ___ 2~~?~+--·----+---27_5_.o_o+-___ 4_4_.o_o+!----+--941.00 ............ ·-·--· ----·---<>---Reacfl..1 532 PF 2 275.541 0.83 275.75 44.00! 941.00 111.01 __ _,_ ___ 2_1_5_·0!:1 ....... __ 3~!.~L. ___ 3_2_1_.1_4+------; 215.oo 215.oo 215.oo 321.00 321.00 321 .ooi Reacfl..1 554 PF 1 274.92 275.07 . 130.761 40.46 850.751 49.79 146.47 174.00 236.00 277.22 f-R_e_ach-_1 _ _,,....5_54 _____ .!!_~-----275.65 0.73 275.79 66.00 12.51 928.491 170.00 170.00 174.00 236.00 236.00 236.00 f-R-e-ach-_1 _ __,_6_32---+-PF-1---+---~-~~-.2--;+--=--=--=--=--=--=--=--=--=--=-:-=--=--=--=--2-7~5-"'".94--+~------.--iz--:·-2_1-+t--·-····-·· -198-.2-3+--.~---_-_6--2-6~.8~2;1~~~~-1-1~5~.94~:~~~~~~2-1-0~.-,-8:~~~~~~~~:~~~~-2-3~5~.00~:~---·-_··--:5-0-.00-+---· __ 28~-------·-i r-R_e_•cto-_1 _ _,_6_32 ___ +-PF_2 __ -+ ___ 2_15_.94 __ +i _____ o __ .6_7+-! __ 2--7_6_.34-+-I ____ 6_5_.o_o+-__ 2_2_4_.8_9+-__ 5_5_5_.6_7+-. __ 1_60_._«_t-___ 2_1_0_.00-+-__ 2._1_0 __ .~ ______ .3_~~~ ___ 250.00 -----275."oo 21s.oo! r-R-e-ach--1----l-9-27---+-PF-1---+---2-77-.2-2+----------+li. ____ +------+--4-3-6-.3-1+---4-29-.6-8+----0-.0-2+----2-48-.-70+------+---3-52-.00-+---38-8-.00-+------+------i J77.'.~°-~-·-···-· 140.11 388.87 -·-··a~ ~R=e=acto-==1===~=9~27======~=PF=~2=====:====~2=11~.8~1~========~0~.s~9:11 ==--··_-~_.?_-~'~l·----4_3_.oo ____ 8_7_.8_1,_ __ 1_18_.1_9+-----+---34-5_._oo_,_ __ 34_5_.o_o+-__ 35_2_.oo-+ __ 38_8_.o_o+-___ 3 3 7 8_8 3 _ .. 0 1 _0 1 .. 1 _ :=~-~ ,_R_e_ac1>-_1 _ ___,990 PF 1 211.31 2n:ssi ·-126.46 427.91 429.94 8.15 246.66 347.oo 368.oo :::1 ,_R_e_acto_-1 _ ___,_9_90 ____ -+P_F_~-__ 278.23 o.86 278.351 73.00 469.86 __ 38_3_.9_1+1 ___ 1_2_.2_3+-___ 3_oo __ .oo--+ ___ 3oo_.o_o_,_ ___ 34_7_.oo_-+ ___ 36_8.oo, ____ 3_7_3_.oo-+-: ___ 37_3_.oo--<l\Jj ,_R_e-acto--1--<-1-16-0---+-PF-1---+----28·-o.22 ~--··---·-·· _ _...,,__ __ 2_8-1.-09_,! ____ 1_1_0_.1_4 ,__~--11_6_.4_8 j----555~34 181:-;ii ------·52:45 ------·-········· -89:00 ---1 05."001 -----1-ei2J=~~:: ··-· -J t-R-.-.ch--1 _ ___,_1_16-0---+-PF-2·----+---2-80-.66-+-----0-.4-4+---2-8-1-.7-0t----5-3-.00-+-219.98: 646.02 52.00 52.00 69.00 105.00 105.ool 105.00! Reach-1 Reach-1 Reach-1 Reach-1 70.961 82.00 281.901 1384 PF 1 281.86 263.99 PF 2 262.41 0.55 282.45 154.00 1364 163.92 173.61 I ' 289.651 ·---2oiiiOT_____ 202-:-0a 631.13 25.66 65.00 82.00. 619.63 48.00 46.00 65.00 . ········-···------------· -----+------+----... --·---··+-···----·-····· .. -·---·-----+-------< 1504 _____ +-P_F_1 ____ f-__ 2_8_2_.04-+------1---2_82_._10+-___ 1_5_3._7_5,__ __ o_._oo4! ___ 3_7_o_.9_1+-__ 58_.o_91,_ ___ 8_1_.3_2+------+----8-2_.oo-+-: __ 1_1_1._oo __ .,__ ___ 4_2_1_.6_1:,_: -----1 1504 PF 2 282.54 o.50 282.57 149.70 353.oo 76.ool 82.80 82.80! 82.oo t 1n.ool 232.50! 232.50 p OoL /ll'hi¥1 o~r l(-pllP~ HEC-RAS Plan· POOL River· RIVER-1 Reach· Reach-1 p(of.~-PF 1 Reach River Sta Profile W.S. Elev Prof Delta WS CritW.S. TooWdth Act Q Left QChannel a RiQht StaW.S. Lft Enc Sta L Ch Sta L Ch Sta R Enc Sta R Sta W.S. RQ! (ft) (ft) (ft) (ft) (cfsl (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) Reach-1 0 PF 1 ! 270.73 Q /<!.. 270.73 255.52 458.66 475.26 7.08 32.08 192.80i 280.00 287.60 -----· ·-·-····--· I--· 283.oo! Reach-1 215 PF 1 ! 273.47 l">/4. 271.96 287.43 471.54 464.84 4.61 82.69 ' 359.00 370.12 ~ Reach-1 387 PF 1 i 274.28 n,na.IL 147.22 204.70 607.93 128.36 171.15 I 231.00 264.00 318.37! --------Reach-1 493 PF 1 ! 274.56 C1/fS/<. 272.07 44.00 941.00 214.20 230.00, 290.00 289.91 i Reach-1 512 Culvert i Reach-1 532 PF 1 274.86 o>s/4. 272.16 44.00 941 .00 174.64 215.00 321.00 321 .16 _______ .. ____ I o,/,ft/<.. Reach-1 554 PF 1 275.06 133.05 44.27 841 .12 55.61 145.57 174.00 236.00 278.62 I . ------··-----·-···-···-------------·---···. ··········-·-·---1---···----· . Reach-1 632 PF 1 ! 275.36 o ,ra/<. 73.83 202.08 618.19 120.73 209.92 235.00 250.00 283.75 1-------·-·-- Reach-1 927 PF 1 ! 277.22 0 140.18 436.34 429.64 0.02 248.69 352.00 388.00 388.87 Reach-1 990 PF1 277.37 .. 126. 7.93 429.92 -~ 246.63 347.00 368.00 373.~.3_ -· -· Reach-1 1160 PF1 280.22 0 280.22 110.74 116.48 568.34 181.18 52.46 89.00 105.00 163.20 -------····-·-Reach-1 1384 PF1 281.86 0 263.99 70.96 163.92 631.13 25.66 65.00 82.00 289.65 ·-- Reach-1 1504 PF1 282.04 0 280.901 153.75 0.00 370.91 58.09 81.32 82.00 177.00 421.61 -···-· ·····--·-·-··--··--··· 284~ J 282•1 ______ ___ 280 278 s c 0 276 ~ > Q) w 274 272 270- 268 +,-~-~--~-~ 0 100 Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: POOL ONLY 4/24/2008 Section 387-Modified for Pool & Site .08 -----··-----------·-·-· --------">-.065 -E-----------.08 ------------. r-~1--·-··-·······T-··-···---·-r--~····1-····-··r··--·····-····--;·-·--T-··--··--,--,.---···-..,...--, 200 300 400 500 Station (ft) Legend EG PF 1 WSPF 1 Ground • Bank Sta :s c 0 ~ > Ql w 280 276 274 272 270- Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: POOL ONLY 4/24/2008 Section 493-Modified for Pool tE-~~~~~~~~~~-.08 ~~~~~~~~~~~_.....1 ~~.04 ~~---1·~~~- i 268~~~~~~~~~~~~~~~~~~~~~~~~~~..,-~~.~---r~---r~---r~~-~..,-~..,-~~~~~~~~ 0 100 200 300 400 500 Station (ft) EG PF 1 WSPF 1 Crit PF 1 Ground lneff • • Bank ~~3. __ I Gw z-rCrw 4 Fc.L cr-~tJei6-Ft~) t.frjbf'w HEC-RAS Plan: FFILL River: RIVER-1 Reach· Reach-1 Profile· PF 1 Reach River Sta Profile W.S. Elev Prof Delta WS CritW.S. TopWdth Act Qleft (ft) (ft) (ft) (It) (cfs) Reach-1 0 PF 1 270.69 o/.C:... 270.69 274.20 422.62 Reach-1 215 PF 1 273.61 f),Pf/~ 272.00 186.94 400.31 Reach-1 387 PF1 274.49 t:J1-Z.Cf/.4. 134.37 237.14 Reach-1 493 PF 1 274 751f":2I.L <.. __ 272.07 44.00 r--- Reach-1 512 . Reach-1 532 PF 1 275.03 ~1 3ZJL 272.16 44.00 ··········-· ··--···------- Reach-1 554 PF 1 275.22 10 ,30/...:::... 135.76 48.43 Reach-1 632 PF 1 _______ 275.47 Ll'L1Zo/&---t I 75.90 206.69 ! Reach-1 927 PF1 2_~ 0 I 140.22 436.55 >-" i Reach-1 990 PF 1 277.38 0 126.65 428.05 --Reach-1 1160 PF1 280.22 0 280.22 110.74 116.49 Reach-1 1384 PF 1 281.86 0 263.99 70.95 b Reach-1 1504 PF1 282.04 . -280.90 153.75 0.00 ··---------·· o f I { Q Channel (cfs) 447.52 534.28 629.55 941.00 941.00 ·-···------·-830.45 607.36 429.43 429.79 --568.33 163.92 370.91 Q Right Sta W.S. Lft Enc Sta L Ch Sta L Ch Sta R Enc Sta R (cfs) (ft) (ft) (ft) (ft) (ft) 70.87 32.49 192.80 280.00 6.42 184.73 283.00 359.00 74.30 170.53 231.00 264.00 213.27! 230.00 290.00 -· I --------+---.!!..!.:~!.-215.00 321 .001 ···-......... -... ·--- 62.12! 144.45' 174.00 236.00I ·----126.95i 209.59 --~35.00 -~~~--·············-···· 0.02! 248.67 352.00 388.00! ·-·---8.17! 246.48 347.00 368.00i --181:181 --·-···· 105.00! 52.46 89.00 -· 631.13 25.66 65.00 82.00! --·--58.09• 82.00 177.00! ---~~-----..... ····-·---·------- Z 7Lf1 75 2 75, :30 Sta W.S. Rg.!_ (ft) 306.69 ·--·--··---371.68 304.90 296.23 321 .18 --280.21 285.49 388.891 373.13 ......... --····· 163.20 -·-289.65 --421.61 g c .Q <ii > Cll w Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 k "'1 Section 0-Modified for GW Ph 2 Fill ----+-····-----··----.065--------J>l+-------.08-----·4 &w Pt-/Z. CAtVCo FP 276 275 274 273 272 271 270 269-+--~--~·----·--~--··r··--···--·-~-~--~--~--·-~---,-···-----·-······c--~--.,...----r- O 100 200 300 Station (ft) 400 Legend i EG PF 1 WS PF 1 Crit PF 1 Ground • Bank Sta Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 215-Modified for GW Ph 2 Fill & GW Ph 4 Wall .065---+---------.08 _______ ________, F-~~:-~~~) EG PF 1 2Mj,.._(----.-C-ov.-~--A-F-.-----.oa ---·-- ---~------ WS PF 1 282 Crit PF 1 278 g c .Q 276-'° > G) w 274 272 2701 268-+---~--...--------,------·1··-·---,------,-----1•---~· ·~--~·--,---,------,.--·1-·-·-·~-----, -----r···-----,.-----. --, 0 100 200 300 400 500 Station (ft) 282--------- 280 278 g c: 0 ~ 276 > Ql w 274- 272 270· 268 0 Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 387-Modified for GW4Pool & Fill & GW2 Fill 100 200 300 400 Station (ft) Legend ; -====---:~=-=-i EG PF 1 i 500 WS PF 1 Ground • Bank Sta g c:: 0 ii > Q) w Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL Section 493-Modified for Pool I ~-----------.08 -----------~-~1 --.04 --'"*"------ 282..--------a...... 278- 276 274 272 270 4/24/2008 ---~1 268-+. -----,---,-----,-- 0 ~-~---~----,---.,.---r---,....---·---·r------r------...--···r···-·------r-·------ 100 200 300 400 Station {ft} r-Legenci -1 r---··-----··-·j i EG PF 1 ! 500 WS PF 1 Crit PF 1 Ground lneff • Bank Sta ... KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 Date: To: Re: B.J. Kling, P.E., R.P.L.S. S.M. Kling, R.P.L.S. April 13, 2007 Allan Gibbs, P .E. City of College Station Telephone 979 / 846-6212 Fax 979 / 846-8252 Development Engineering Department Gateway Phase 4 -Water Design Report Amendment #2 Post Office Box 4234 Bryan, Texas 77805 From: Fred Paine, P .E. The December 2006 Water Design Report Amendment for Gateway Phase 4 analyzed the project fire flow demands using the 2003 International Fire Code (IFC) on a per building basis using a building construction type V-A. The purpose of this amendment is to re-analyze Fire Flow for the project using a building construction type V-B. Through discussions with City of College Station Development Engineering & the Fire Marshall's Office, two additional fire hydrants were added to the system. Additionally, actual building square footage was used to determine flow and coverage requirements. The following table summarizes the fire flow and coverage determination. ':AJ.11-ho~ Building Alternate Bldg Square Footage Min Req'd Fire Min Req'd #of Hydrants within Hydrants within Designation Designation (sf) Flow (gpm) Fire Hydrants 300'+150' 400'-500'+ 150' 15 A 8897 2500 3 2 1 14 B 8897 2500 3 3 1 13 c 8897 2500 3 3 1 12 D 7381 2250 2 2 2 11 E 7381 2250 2 2 2 8 F 4523 1750 1 4 10 G 8897 2500 3 2 3 9 H 8897 2500 3 2 1 7 I 8897 2500 3 5 6 J 8897 2500 3 3 2 5 K 4523 1750 1 5 3 L 3007 1500 1 3 2 4 M 8897 2500 3 3 2 2 N 8897 2500 3 3 1 I 0 8897 2500 3 2 I pg I of3 Refer to attachments for graphical representation of building designations and hydrant locations. Due to the increased fire flow rate requirement for building construction type V-B, velocities within the existing portion and some of the proposed (currently under construction) portion of 8" water line serving the site exceed the City guideline of 12 ft/sec. Due to the fact that site work, public infrastructure, and building construction are in progress, the change in building construction designation has presented an unusual circumstance requiring special design effort. It is requested that an exception from the B/CS guideline maximum waterline velocity standard of 12 ft/sec be given. To justify this request for exception, the special design effort provided was a thrust force analysis utilizing the computed fire flow velocities. Discussion of the analysis follows. The required fire flows were divided between two hydrants. Demand scenarios analyze paired hydrants and utilize the highest flow rate of 2500 gpm split between the two hydrants. Eight fire flow demand scenarios were analyzed are as follows: • • • • • HYD1&2 HYD1&5 HYD2&3 HYD2&4 HYD2&5 HYD3&4 HYD3&5 HYD4&5 Ave Daily+ 1250 gpm@Hyd #1+1250 gpm @Hyd #2 Ave Daily+ 1250 gpm@Hyd #1+1250 gpm @Hyd #5 Ave Daily+ 1250 gpm@Hyd #2 + 1250 gpm @Hyd #3 Ave Daily+ 1250 gpm@Hyd #2 + 1250 gpm @Hyd #4 Ave Daily+ 1250 gpm@Hyd #2 + 1250 gpm @Hyd #5 Ave Daily+ 1250 gpm@Hyd #3 + 1250 gpm @Hyd #4 Ave Daily+ 1250 gpm@Hyd #3 + 1250 gpm @Hyd #5 Ave Daily+ 1250 gpm@Hyd #4 + 1250 gpm @Hyd #5 Refer to attached scenario junction reports for demand summary tables . The following table shows the minimum pressures and maximum velocities occurring in each scenario as well as the node or line where it occurs. Minimum Pressure Maximum Velocity Scenario illill @ Node (ft/sec) In Line HYD1&2 100.8 BLDG 9&12 8.11 P-1, P-18 HYD1&5 97.7 PROP-HYD-5 13 .19 P-52 HYD2&3 89.1 J-5 16.09 P-1, P-18 HYD2&4 93.6 BLDG 9&12 14.50 P-1 HYD2&5 88.7 PROP-HYD-5 16 09 P-1, P-18 HYD3&4 91.4 EX-HYD-3 16.09 P-1 HYD3&5 85.l PROP-HYD-5 16.09 P-1 , P-18 HYD4&5 90.5 PROP-HYD-5 16.09 P-1 Refer to attached junction and pipe reports for pressure and velocity summary tables. pg 2 of3 The B/CS Unified Design Guidelines for Domestic Water dictates velocities within pipes not to exceed 12 ft/sec and the residual pressure be at least 20 psi during fire flow. In all scenarios shown above, pressure requirements are met. For all but scenario HYD 1&2, the 12 ft/sec recommendation is exceeded. A "worst case velocity" thrust analysis was done to account for the increased velocities and determine the total thrust force acting on the waterline. The total thrust force would need to be balanced by the resistance forces generated by the thrust blocking against stable soils as well as resistance provided between the pipe and trench embedment. The "worst case velocity" thrust force was found by utilizing the maximum velocity of 16.09 ft/sec at the "tee" fitting located at junction node J-1. Pressure at J-1 during the HYD 2&4 scenario was computed to be 96.55 psi. Total thrust force was calculated at J-1 to be 4,935 lbs (approximately 2.5 tons). Refer to attached calculation sheet for thrust restraint analysis. The B/CS Unified standard details for waterline construction include thrust blocking details that indicate all thrust blocking is designed based on internal pressure of 200 psi for 24" and smaller inner diameter pipe. Additionally, "tee" thrust blocking is documented to be designed for 5 .1 tons of thrust force. (Refer to B/CS standard water detail W2-00). Based on the thrust restraint analysis done for this project, with thrust blocking installed in accordance with the B/CS standard details, the standard City thrust blocking appears to be sufficient to restrain the thrust force in the pipe. (2.5 tons calculated < 5 .1 tons design). Additionally attached is a Contractor's As-Built Certification for installed thrust blocking as requested. pg 3 of3 P-1 9 238 .00 LF NULL-A P-5 1 8" 56.00 LF BLDG-1 &2 BL D G-4 &6 P-2 0 3" 166 .0 0 L F P-5 2 6" Scenario: Base BL D G-3 P-1 5 3" 55.00 LF PR 0 P-H YD -5 "..::.·. 7 ., P-1 B 41.i 00 L PROP-HYD -4 P-22 BLDG-5&7 J-1 J-3w--~~~~~--<1-"~~~~tr-~~~~~~~~~~~-+1+-~~~~A-~~~-P(.~ P-4 0 P-5 8" 4 .0 0 L F EX-H Y D -3 P-6 3" 165 .00 LF J-5 P-2 6 3" 114 .0 0 L F BL D G-9 & 1 2 39.00 LF P-2 5 8" 12 3 .0 0 L F J- BLDG -10&13 P-2 8 3" 168.00 LF P-41 8" 42.00 LF P-4 6 3" P-4 4 8" 53.00 LF 1 roo LF BL D G -8 P-3 2 8" 110 .11 L F P-4 9 EX-HYD -2 .., . ._,. '. p -8 ·'"-' t-t--4-4-. 0-0--+-L 6" NU LL -B 3" 54 .00 L J-6 BLDG-14 P-3 4 3" 139 .0 0 L F 36.00 LF Kling Engineering & Surveying P-1 8" 214 .0 0 L F EX-HYD-1 R-1 P-4 7 12" 10.00 LF P-3 6 BLDG-11&15 3" 139 .00 LF P-3 9 3" 105 .00 LF J-8 h:\eng ine-1 \gatewa-4 \waterl-1 \add-hyd. wed 04/13/07 12:06:48 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 (071) Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 1,250.00 EX-HYD-2 275.27 Demand 1,250.00 EX-HYD-3 276.56 Demand 0.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-B 275.27 Demand 0.00 PROP-HYO 277.70 Demand 0.00 PROP-HYO 275.37 Demand 0.00 h:\engine-1\gatewa-4\waterl-1\add-hyd.wcd Scenario: FIRE@BLDG15-HYD1 &2 Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 513.38 103.26 Fixed 0.56 513.39 103.30 Fixed 3.36 513.39 102.69 Fixed 1.68 513.40 103.72 Fixed 0.84 512.63 103.39 Fixed 3.08 511 .87 100.83 Fixed 3.36 510.90 101 .23 Fixed 3.08 510.16 101.48 Fixed 1.68 510.16 101.48 Fixed 1,250.00 521 .13 109.25 Fixed 1,250.00 509.87 101.45 Fixed 0.00 513.38 102.41 Fixed 0.00 513.40 103.72 Fixed 0.00 513.39 102.93 Fixed 0.00 513.38 102.41 Fixed 0.00 512.18 100.86 Fixed 0.00 510.17 101.49 Fixed 0.00 510.16 101.48 Fixed 0.00 513.38 102.32 Fixed 0.00 509.87 101.45 Fixed 0.00 514.87 102.56 Fixed 0.00 513.39 102.93 Kling Engineering & Surveying 04/13/07 11 :56:12 AM CO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybemet v3.1 [071) (203) 755-1 666 Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLOG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11 &1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 1,250.00 EX-HY0-2 275.27 Demand 0.00 EX-HYD-3 276.56 Demand 0.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-B 275.27 Demand 0.00 PROP-HYO 277.70 Demand 0.00 PROP-HYO 275.37 Demand 1,250.00 h:\engine-1\gatewa-4\waterl-1\add-hyd.wcd Scenario: FIRE@BLDG4-HYD1 &5 Steady State Analysis Junction Report Demand ~alculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 505.46 99.84 Fixed 0.56 502.23 98.48 Fixed 3.36 510.40 101.40 Fixed 1.68 511 .96 103.09 Fixed 0.84 513.40 103.72 Fixed 3.08 511 .33 100.59 Fixed 3.36 512.11 101 .75 Fixed 3.08 512.90 102.67 Fixed 1.68 512.91 102.67 Fixed 1,250.00 521 .13 109.25 Fixed 0.00 513.39 102.97 Fixed 0.00 510.39 101 .11 Fixed 0.00 513.40 103.72 Fixed 0.00 510.41 101 .64 Fixed 0.00 510.39 101 .11 Fixed 0.00 511 .14 100.41 Fixed 0.00 512.91 102.67 Fixed 0.00 512.90 102.67 Fixed 0.00 510.38 101.02 Fixed 0.00 513.39 102.97 Fixed 0.00 514.87 102.56 Fixed 1,250.00 501 .21 97.66 Kling Engineering & Surveying 04/13/07 11 :56:35 AM CC> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybernet v3.1 (071 ] (203) 755-1666 Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 EX-HYD-2 275.27 Demand 1,250.00 EX-HYD-3 276.56 Demand 1,250.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-8 275.27 Demand O.OQ PROP-HYO 277.70 Demand 0.00 PROP-HYO 275.37 Demand 0.00 h:lengine-1\gatewa-4\waterl-1\add-hyd.wcd Scenario: FIRE@BLDG9-HYD2&3 Steady State Analysis Junction Report Demand :Calculated :Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 487.11 91 .91 Fixed 0.56 489.21 92.85 Fixed 3.36 487.75 91 .60 Fixed 1.68 491.46 94.23 Fixed 0.84 491 .97 94.45 Fixed 3.08 485.34 89.35 Fixed 3.36 486.67 90.75 Fixed 3.08 487.98 91 .89 Fixed 1.68 487.98 91 .89 Fixed 0.00 521 .13 109.25 Fixed 1,250.00 488.75 92.32 Fixed 1,250.00 483.67 89.56 Fixed 0.00 492.87 94.84 Fixed 0.00 489.94 92.79 Fixed 0.00 484.38 89.87 Fixed 0.00 484.99 89.11 Fixed 0.00 487.99 91.89 Fixed 0.00 487.98 91 .89 Fixed 0.00 484.39 89.78 Fixed 0.00 488.75 92.32 Fixed 0.00 498.28 95.39 Fixed 0.00 489.90 92.77 Kling Engineering & Surveying 04/13/07 11 :56:50 AM <C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybernet v3.1 [071] (203) 755-1666 Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 EX-HYD-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 EX-HYD-2 275.27 Demand 1,250.00 J-8 275.48 Demand 0.00 BLDG-3 274.50 Demand 0.56 BLDG-1&2 274.58 Demand 3.36 BLDG-4&6 275.92 Demand 3.36 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-8 273.55 Demand 0.84 BLDG-14 275.48 Demand 1.68 BLDG-11&1 275.48 Demand 3.08 BLDG-5&7 273.55 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 PROP-HYO 277.70 Demand 1,250.00 NULL-8 275.27 Demand 0.00 NULL-A 276.77 Demand 0.00 PROP-HYO 275.37 Demand 0.00 Scenario: FIRE@BLDG15-HYD2&4 Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 0.00 496.82 96.55 Fixed 0.00 496.81 95.76 Fixed 0.00 496.80 95.24 Fixed 0.00 496.79 95.24 Fixed 0.00 495.60 93.69 Fixed 0.00 493.58 94.32 Fixed 1,250.00 493.29 94.28 Fixed 0.00 493.57 94.31 Fixed 0.56 496.81 96.13 Fixed 3.36 496.80 96.09 Fixed 3.36 496.80 95.52 Fixed 3.08 495.29 93.65 Fixed 3.36 494.32 94.06 Fixed 0.84 496.05 96.22 Fixed 1.68 493.58 94.31 Fixed 3.08 493.57 94.31 Fixed 1.68 496.82 96.55 Fixed 0.00 521 .13 109.25 Fixed 1,250.00 498.28 95.39 Fixed 0.00 493.29 94.28 Fixed 0.00 496.80 95.15 Fixed 0.00 496.81 95.76 Project Engineer: S. M. KLING h:lengine-1\gatewa-4\waterl-1\add-hyd.wcd Kling Engineering & Surveying Cybernet v3.1 [071] 04/13/07 10:14:54 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1of1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 EX-HYD-2 275.27 Demand 1,250.00 EX-HYD-3 276.56 Demand 0.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-B 275.27 Demand 0.00 PROP-HYO 277.70 Demand 0.00 PROP-HYO 275.37 Demand 1,250.00 Scenario: FIRE@BLD7-HYD2&5 Steady State Analysis Junction Report Demand ~alculated ~alculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 484.64 90.84 Fixed 0.56 481 .43 89.48 Fixed 3.36 489.58 92.39 Fixed 1.68 491 .30 94.16 Fixed 0.84 492.06 94.49 Fixed 3.08 489.33 91 .08 Fixed 3.36 489.22 91.85 Fixed 3.08 489.16 92.40 Fixed 1.68 489.16 92.40 Fixed 0.00 521 .13 109.25 Fixed 1,250.00 489.16 92.49 Fixed 0.00 489.54 92.10 Fixed 0.00 492.87 94.84 Fixed 0.00 489.61 92.64 Fixed 0.00 489.54 92.10 Fixed 0.00 489.37 91 .00 Fixed 0.00 489.17 92.41 Fixed 0.00 489.16 92.40 Fixed 0.00 489.53 92.00 Fixed 0.00 489.16 92.49 Fixed 0.00 498.28 95.39 Fixed 1,250.00 480.41 88.67 Project Engineer: S. M. KLING h:\engine-1\gatewa-4\waterl-1\add-hyd.wcd Kling Engineering & Surveying Cybernet v3.1 (071) 04/13/07 11 :57:08 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 l " Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 EX-HYD-2 275.27 Demand 0.00 EX-HYD-3 276.56 Demand 1,250.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-8 275.27 Demand 0.00 PROP-HYO 277.70 Demand 1,250.00 PROP-HYO 275.37 Demand 0.00 h :\engine-1 \gatewa-4 \waterl-1 \add-hyd. wed Scenario: FIRE@BLDG2-HYD3&4 Steady State Analysis Junction Report Demand :Calculated :Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 491 .23 93.69 Fixed 0.56 493.27 94.60 Fixed 3.36 491.85 93.38 Fixed 1.68 495.45 95.96 Fixed 0.84 496.82 96.55 Fixed 3.08 490.93 91 .77 Fixed 3.36 493.27 93.60 Fixed 3.08 495.51 95.15 Fixed 1.68 495.51 95.15 Fixed 0.00 521 .13 109.25 Fixed 0.00 496.80 95.80 Fixed 1,250.00 487.90 91 .39 Fixed 0.00 496.82 96.55 Fixed 0.00 493.98 94.53 Fixed 0.00 488.59 91 .69 Fixed 0.00 490.30 91.40 Fixed 0.00 495.52 95.15 Fixed 0.00 495.51 95.15 Fixed 0.00 488.59 91 .60 Fixed 0.00 496.80 95.80 Fixed 1,250.00 498.28 95.39 Fixed 0.00 493.94 94.52 Kling Engineering & Surveying 04/13/07 11 :57:24 AM <!:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybernet v3.1 [071] (203) 755-1666 Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 EX-HYD-2 275.27 Demand 0.00 EX-HYD-3 276.56 Demand 1,250.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-B 275.27 Demand 0.00 PROP-HYO 277.70 Demand 0.00 PROP-HYO 275.37 Demand 1,250.00 h :\engine-1 \gatewa-4\waterl-1 \add-hyd. wed Scenario: FIRE@BLDG6-HYD3&5 Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 473.81 86.15 Fixed 0.56 472.60 85.66 Fixed 3.36 479.53 88.05 Fixed 1.68 487.66 92.59 Fixed 0.84 492.86 94.84 Fixed 3.08 481.34 87.62 Fixed 3.36 486.00 90.46 Fixed 3.08 490.38 92.93 Fixed 1.68 490.38 92.93 Fixed 0.00 521 .13 109.25 Fixed 0.00 492.83 94.08 Fixed 1,250.00 475.10 85.86 Fixed 0.00 492.87 94.84 Fixed 0.00 481.97 89.34 Fixed 0.00 475.76 86.14 Fixed 0.00 480.05 86.97 Fixed 0.00 490.38 92.93 Fixed 0.00 490.38 92.93 Fixed 0.00 475.75 86.05 Fixed 0.00 492.83 94.08 Fixed 0.00 498.28 95.39 Fixed 1,250.00 472.21 85.12 Kling Engineering & Surveying 04/13/07 11 :57:37 AM Cl:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybernet v3.1 [071] (203) 755-1666 Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) BLDG-1&2 274.58 Demand 3.36 BLDG-3 274.50 Demand 0.56 BLDG-4&6 275.92 Demand 3.36 BLDG-5&7 273.55 Demand 1.68 BLDG-8 273.55 Demand 0.84 BLDG-9&12 278.71 Demand 3.08 BLDG-10&1 276.81 Demand 3.36 BLDG-11&1 275.48 Demand 3.08 BLDG-14 275.48 Demand 1.68 EX-HYD-1 268.50 Demand 0.00 EX-HYD-2 275.27 Demand 0.00 EX-HYD-3 276.56 Demand 0.00 J-1 273.55 Demand 0.00 J-2 275.37 Demand 0.00 J-3 276.56 Demand 0.00 J-5 278.93 Demand 0.00 J-6 275.48 Demand 0.00 J-8 275.48 Demand 0.00 NULL-A 276.77 Demand 0.00 NULL-8 275.27 Demand 0.00 PROP-HYO 277.70 Demand 1,250.00 PROP-HYO 275.37 Demand 1,250.00 h:\engine-1\gatewa-4\waterl-1\add-hyd.wcd Scenario: FIRE@BLDG6-HYD4&5 Steady State Analysis Junction Report Demand ~alculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Fixed 3.36 488.88 92.67 Fixed 0.56 485.65 91 .31 Fixed 3.36 493.81 94.22 Fixed 1.68 495.37 95.92 Fixed 0.84 496.82 96.55 Fixed 3.08 494.75 93.42 Fixed 3.36 495.53 94.58 Fixed 3.08 496.32 95.50 Fixed 1.68 496.33 95.50 Fixed 0.00 521 .13 109.25 Fixed 0.00 496.81 95.80 Fixed 0.00 493.80 93.94 Fixed 0.00 496.82 96.55 Fixed 0.00 493.82 94.47 Fixed 0.00 493.80 93.94 Fixed 0.00 494.55 93.24 Fixed 0.00 496.33 95.50 Fixed 0.00 496.32 95.50 Fixed 0.00 493.79 93.85 Fixed 0.00 496.81 95.80 Fixed 1,250.00 498.28 95.39 Fixed 1,250.00 484.63 90.49 Kling Engineering & Surveying 04/13/07 11 :57:52 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S. M. KLING Cybernet v3.1 (071] (203) 755-1666 Page 1 of 1 Link Length Diameter Material RoughnesE Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11 .00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h:\engine-1 \gatewa-4\waterl-1 \add-hyd.wcd 04/13/07 11 :59:02 AM Minor Los~ Initial Current Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG15-HYD1 &2 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) Calculated Calculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521.00 7.15 521.52 521.13 1,212.45 7.74 513.40 512.63 103.72 -56.87 0.36 513.39 513.40 102.93 4.62 0.05 513.39 513.39 102.93 49.59 0.32 513.38 513.38 102.41 -48.89 0.31 513.38 513.39 102.41 49.59 2.25 513.38 512.18 102.41 49.59 2.25 512.18 511.87 100.86 38.39 1.74 510.17 509.87 101.49 4.76 0.22 510.17 510.16 101.49 -1,211 .61 7.73 509.87 512.63 101.45 0.00 0.00 509.87 509.87 101.45 -4.06 0.18 513.38 513.39 103.26 0.70 0.03 513.38 513.38 103.26 -52.25 0.33 513.39 513.39 102.69 46.51 2.11 511 .87 510.90 100.83 43.15 1.96 510.90 510.17 101.23 3.08 0.14 510.16 510.16 101.48 0.00 0.00 510.16 510.16 101.48 -58.55 0.37 513.40 513.40 103.72 1,271 .00 8.11 521.13 514.87 109.25 1,271.00 8.11 514.87 513.40 102.56 0.70 0.45e-2 513.38 513.38 102.32 4.62 0.21 513.39 513.39 102.93 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 103.39 0.77 103.72 0.45e-2 102.93 0.24e-3 102.41 0.13e-2 102.69 0.01 100.86 1.20 100.83 0.31 101.45 0.30 101.48 0.33e-2 103.39 2.76 101.45 0.00 103.30 0.01 102.32 0.55e-3 102.93 0.01 101.23 0.96 101.49 0.74 101.48 0.01 101.48 0.00 103.72 0.48e-2 102.56 6.27 103.72 1.46 102.41 0.00 103.30 0.44e-2 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 (071] Page 1 of 1 Link Length Diameter Material Roughnes~ Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11 .00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.1 1 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h :\engine-1 \gatewa-4 \waterl-1 \add-hyd. wed 04/13/07 11 :59:12 AM Minor Los~ Initial Curren1 Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG4-HYD1 &5 Steady State Analysis Pipe Report Discharge Velocity Start End Start {gpm) (fVs) ~alculated ~alculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521.00 7.15 521 .52 521.13 50.58 0.32 513.40 513.40 103.72 -1,218.74 7.78 510.41 511 .96 101 .64 1,162.11 13.19 510.41 501 .21 101 .64 -38.54 0.25 510.39 510.39 101.11 -53.27 0.34 510.39 510.40 101 .11 -38.54 1.75 510.39 511 .14 101.11 -38.54 1.75 511 .14 511 .33 100.41 -49.74 2.26 512.91 513.39 102.67 4.76 0.22 512.91 512.91 102.67 -49.74 0.32 513.39 513.40 102.97 0.00 0.00 513.39 513.39 102.97 88.45 4.01 505.46 502.23 99.84 -91 .81 4.17 505.46 510.38 99.84 -56.63 0.36 510.40 510.41 101.40 -41 .62 1.89 511 .33 512.11 100.59 -44.98 2.04 512.11 512.91 101 .75 3.08 0.14 512.91 512.90 102.67 0.00 0.00 512.90 512.90 102.67 -1,220.42 7.79 511 .96 513.40 103.09 1,271 .00 8.11 521 .13 514.87 109.25 1,271.00 8.11 514.87 513.40 102.56 -91 .81 0.59 510.38 510.39 101.02 -87.89 3.99 501.21 502.23 97.66 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 103.72 0.16e-2 103.09 1.55 97.66 9.20 101.11 0.79e-3 101.40 0.01 100.41 0.75 100.59 0.19 102.97 0.48 102.67 0.33e-2 103.72 0.01 102.97 0.00 98.48 3.23 101.02 4.91 101.64 0.01 101.75 0.78 102.67 0.80 102.67 0.01 102.67 0.00 103.72 1.45 102.56 6.27 103.72 1.46 101 .11 0.01 98.48 1.02 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 (071] Page 1 of 1 Link Length Diamete Material Roughness Minor LOS5 Initial Curren Label (ft) (in) Status Status P-47 10.00 12 PVC 150.0 0.35 Open Open P-40 11.00 8 PVC 150.0 0.59 Open Open P-41 42.00 8 PVC 150.0 0.74 Open Open P-52 62.00 6 PVC 150.0 1.67 Open Open P-5 4.00 8 PVC 150.0 0.70 Open Open P-22 114.00 8 PVC 150.0 1.67 Open Open P-6 165.00 3 PVC 150.0 1.67 Open Open P-26 39.00 3 PVC 150.0 0.74 Open Open P-8 54.00 3 PVC 150.0 1.67 Open Open P-34 36.00 3 PVC 150.0 0.35 Open Open P-32 110.11 8 PVC 150.0 0.59 Open Open P-49 44.00 6 PVC 150.0 1.28 Open Open P-20 166.00 3 PVC 150.0 0.40 Open Open P-19 238.00 3 PVC 150.0 0.40 Open Open P-25 123.00 8 PVC 150.0 0.00 Open Open P-28 168.00 3 PVC 150.0 0.00 Open Open P-46 139.00 3 PVC 150.0 0.74 Open Open P-36 139.00 3 PVC 150.0 0.00 Open Open P-39 105.00 3 PVC 150.0 0.00 Open Open P-44 53.00 8 PVC 150.0 0.39 Open Open P-1 214.00 8 PVC 150.0 1.53 Open Open P-18 41 .00 8 PVC 150.0 0.55 Open Open P-51 56.00 8 PVC 150.0 0.35 Open Open P-15 55.00 3 PVC 150.0 0.00 Open Open Scenario·: FIRE@BLDG9-HYD2&3 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) Calculatec Calculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521 .00 7.15 521 .52 521 .13 1,314.42 8.39 492.87 491 .97 94.84 -1,204.90 7.69 489.94 491.46 92.79 70.71 0.80 489.94 489.90 92.79 1,197.62 7.64 484.38 483.67 89.87 -1, 130.83 7.22 484.38 487.75 89.87 -52.38 2.38 483.67 484.99 89.56 -52.38 2.38 484.99 485.34 89.11 -63.58 2.89 487.99 488.75 91 .89 4.76 0.22 487.99 487.98 91 .89 -1 ,313.58 8.38 488.75 491.97 92.32 0.00 0.00 488.75 488.75 92.32 -70.15 3.18 487.11 489.21 91 .91 66.79 3.03 487.11 484.39 91 .91 -1, 134.19 7.24 487.75 489.94 91 .60 -55.46 2.52 485.34 486.67 89.35 -58.82 2.67 486.67 487.99 90.75 3.08 0.14 487.98 487.98 91.89 0.00 0.00 487.98 487.98 91 .89 -1,206.58 7.70 491.46 492.87 94.23 2,521 .00 16.09 521 .13 498.28 109.25 2,521 .00 16.09 498.28 492.87 95.39 66.79 0.43 484.39 484.38 89.78 70.71 3.21 489.90 489.21 92.77 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 94.45 0.90 94.23 1.52 92.77 0.04 89.56 0.71 91 .60 3.37 89.11 1.33 89.35 0.34 92.32 0.77 91.89 0.33e-2 94.45 3.22 92.32 0.00 92.85 2.10 89.78 2.72 92.79 2.19 90.75 1.34 91 .89 1.31 91.89 0.01 91 .89 0.00 94.84 1.42 95.39 22.85 94.84 5.41 89.87 0.01 92.85 0.69 h:\engine-1 \gatewa-4\waterl-1 \add-hyd. wed 04/13/07 11 :59:26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 (071] Page 1 of 1 Link Length Diameter Material Roughnesi Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11 .00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h:\engine-1 \gatewa-4\waterl-1 \add-hyd.wcd 04/13/07 11 :59:51 AM Minor Loss Initial Curren1 Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG11-HYD2&4 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (fUs) Calculatec Calculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,271 .00 6.44 521 .52 521 .21 1,092.11 6.97 501 .25 500.62 98.46 -52.21 0.33 501 .24 501 .24 97.67 4.32 0.05 501 .24 501 .24 97.67 44.93 0.29 501 .23 501.22 97.15 -44.53 0.28 501 .23 501 .23 97.15 44.93 2.04 501 .22 500.23 97.15 44.93 2.04 500.23 499.97 95.70 33.73 1.53 498.58 498.35 96.48 4.76 0.22 498.58 498.58 96.48 -1,091 .27 6.97 498.35 500.62 96.47 0.00 0.00 498.35 498.35 96.47 -3.76 0.17 501 .23 501.24 98.01 0.40 0.02 501 .23 501 .23 98.01 -47.89 0.31 501.23 501 .24 97.43 41 .85 1.90 499.97 499.18 95.68 38.49 1.75 499.18 498.58 96.16 3.08 0.14 498.58 498.57 96.47 0.00 0.00 498.57 498.57 96.47 -53.89 0.34 501 .24 501.25 98.46 2,271.00 14.50 521 .21 502.45 109.28 1,146.00 7.31 502.45 501 .25 97.19 0.40 0.25e-2 501 .23 501 .23 97.06 4.32 0.20 501 .24 501 .24 97.67 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.28 0.31 98.19 0.63 98.46 0.38e-2 97.67 0.21e-3 97.15 0.11e-2 97.43 0.01 95.70 1.00 95.68 0.26 96.47 0.23 96.47 0.33e-2 98.19 2.27 96.47 0.00 98.05 0.01 97.06 0.15e-3 97.67 0.01 96.16 0.79 96.48 0.60 96.47 0.01 96.47 0.00 98.46 0.41e-2 97.19 18.76 98.46 1.20 97.15 0.00 98.05 0.39e-2 © Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S . M. KLING Cybernet v3.1 [071) Page 1 of 1 Link Length Diameter Material Roughnesi Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11.00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h:\engine-1 \gatewa-4\waterl-1 \add-hyd.wcd 04/13/07 12:00:05 PM Minor LOS! Initial Curren1 Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLD7-HYD2&5 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) ~alculateo K:alculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521.00 7.15 521.52 521 .13 1,244.81 7.95 492.87 492.06 94.84 -1 ,274.51 8.13 489.61 491 .30 92.64 1,162.36 13.19 489.61 480.41 92.64 17.23 0.11 489.54 489.54 92.10 -108.78 0.69 489.54 489.58 92.10 17.23 0.78 489.54 489.37 92.10 17.23 0.78 489.37 489.33 91.00 6.03 0.27 489.17 489.16 92.41 4.76 0.22 489.17 489.1 6 92.41 -1,243.97 7.94 489.16 492.06 92.49 0.47e-3 0.53e-5 489.16 489.16 92.49 88.20 4.00 484.64 481.43 90.84 -91 .56 4.16 484.64 489.53 90.84 -112.14 0.72 489.58 489.61 92.39 14.15 0.64 489.33 489.22 91 .08 10.79 0.49 489.22 489.17 91 .85 3.08 0.14 489.16 489.16 92.40 0.47e-3 0.21e-4 489.16 489.16 92.40 -1,276.19 8.15 491.30 492.87 94.16 2,521 .00 16.09 521.13 498.28 109.25 2,521 .00 16.09 498.28 492.87 95.39 -91 .56 0.58 489.53 489.54 92.00 -87.64 3.98 480.41 481.43 88.67 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 94.49 0.81 94.16 1.69 88.67 9.20 92.10 0.15e-3 92.39 0.04 91.00 0.17 91.08 0.04 92.49 0.01 92.40 0.33e-2 94.49 2.90 92.49 0.00 89.48 3.21 92.00 4.89 92.64 0.03 91.85 0.11 92.41 0.06 92.40 0.01 92.40 0.00 94.84 1.58 95.39 22.85 94.84 5.41 92.10 0.01 89.48 1.02 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 [071) P:::ano 1 ..... ~" Link Length Diamete1 Material Roughnes~ Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11.00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41.00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h :\engine-1 \gatewa-4\waterl-1 \add-hyd. wed 04/13/07 12:00:40 PM Minor Los~ Initial Curren1 Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG2-HYD3&4 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) t:alculated t:alculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521.00 7.15 521 .52 521 .13 84.10 0.54 496.82 496.82 96.55 -1 , 185.22 7.57 493.98 495.45 94.53 69.57 0.79 493.98 493.94 94.53 1,177.94 7.52 488.59 487.90 91 .69 -1, 112.29 7.10 488.59 491.85 91.69 -72.06 3.27 487.90 490.30 91 .39 -72.06 3.27 490.30 490.93 91.40 -83.26 3.78 495.52 496.80 95.15 4.76 0.22 495.52 495.51 95.15 -83.26 0.53 496.80 496.82 95.80 0.00 0.00 496.80 496.80 95.80 -69.01 3.13 491 .23 493.27 93.69 65.65 2.98 491 .23 488.59 93.69 -1, 115.65 7.12 491 .85 493.98 93.38 -75.14 3.41 490.93 493.27 91 .77 -78.50 3.56 493.27 495.52 93.60 3.08 0.14 495.51 495.51 95.15 0.00 0.00 495.51 495.51 95.15 -1, 186.90 7.58 495.45 496.82 95.96 2,521.00 16.09 521 .13 498.28 109.25 1,271 .00 8.11 498.28 496.82 95.39 65.65 0.42 488.59 488.59 91 .60 69.57 3.16 493.94 493.27 94.52 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 96.55 0.42e-2 95.96 1.47 94.52 0.04 91 .39 0.69 93.38 3.26 91.40 2.41 91 .77 0.63 95.80 1.28 95.15 0.33e-2 96.55 0.02 95.80 0.00 94.60 2.04 91 .60 2.64 94.53 2.12 93.60 2.34 95.15 2.25 95.15 0.01 95.15 0.00 96.55 1.37 95.39 22.85 96.55 1.46 91.69 0.01 94.60 0.66 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1 666 Project Engineer: S. M. KLING Cybernet v3.1 [071] o ... --.. _,. Link Length Diamete1 Material Roughnes~ Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11 .00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h:\engine-1 \gatewa-4\waterl-1 \add-hyd.wcd 04/13/07 12:00:51 PM Minor Losi Initial Curren' Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG1-HYD3&5 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) Calculatec Calculated Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521.00 7.15 521 .52 521 .13 118.01 0.75 492.87 492.86 94.84 -2,401.31 15.33 481 .97 487.66 89.34 1, 198.34 13.60 481 .97 472.21 89.34 1,144.03 7.30 475.76 475.10 86.14 -1,199.61 7.66 475.76 479.53 86.14 -105.97 4.81 475.10 480.05 85.86 -105.97 4.81 480.05 481.34 86.97 -117.17 5.32 490.38 492.83 92.93 4.76 0.22 490.38 490.38 92.93 -117.17 0.75 492.83 492.86 94.08 0.00 0.00 492.83 492.83 94.08 52.22 2.37 473.81 472.60 86.15 -55.58 2.52 473.81 475.75 86.15 -1,202.97 7.68 479.53 481 .97 88.05 -109.05 4.95 481 .34 486.00 87.62 -112.41 5.10 486.00 490.38 90.46 3.08 0.14 490.38 490.38 92.93 -0.47e-3 0.21e-4 490.38 490.38 92.93 -2,402.99 15.34 487.66 492.87 92.59 2,521 .00 16.09 521.13 498.28 109.25 2,521 .00 16.09 498.28 492.87 95.39 -55.58 0.35 475.75 475.76 86.05 -51 .66 2.34 472.21 472.60 85.12 Kling Engineering & Surveying End Head loss Pressure (ft) (psi) 109.25 0.39 94.84 0.01 92.59 5.69 85.12 9.76 85.86 0.65 88.05 3.77 86.97 4.94 87.62 1.29 94.08 2.45 92.93 0.33e-2 94.84 0.03 94.08 0.00 85.66 1.22 86.05 1.94 89.34 2.44 90.46 4.66 92.93 4.38 92.93 0.01 92.93 0.00 94.84 5.21 95.39 22.85 94.84 5.41 86.14 0.44e-2 85.66 0.38 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3. 1 [0711 Link Length Diamete1 Material Roughnes~ Label (ft) (in) P-47 10.00 12 PVC 150.0 P-40 11 .00 8 PVC 150.0 P-41 42.00 8 PVC 150.0 P-52 62.00 6 PVC 150.0 P-5 4.00 8 PVC 150.0 P-22 114.00 8 PVC 150.0 P-6 165.00 3 PVC 150.0 P-26 39.00 3 PVC 150.0 P-8 54.00 3 PVC 150.0 P-34 36.00 3 PVC 150.0 P-32 110.11 8 PVC 150.0 P-49 44.00 6 PVC 150.0 P-20 166.00 3 PVC 150.0 P-19 238.00 3 PVC 150.0 P-25 123.00 8 PVC 150.0 P-28 168.00 3 PVC 150.0 P-46 139.00 3 PVC 150.0 P-36 139.00 3 PVC 150.0 P-39 105.00 3 PVC 150.0 P-44 53.00 8 PVC 150.0 P-1 214.00 8 PVC 150.0 P-18 41 .00 8 PVC 150.0 P-51 56.00 8 PVC 150.0 P-15 55.00 3 PVC 150.0 h:\engine-1 \gatewa-4\waterl-1 \add-hyd.wcd 04/13/07 12:01 :00 PM Minor LOSE Initial Curren! Status Status 0.35 Open Open 0.59 Open Open 0.74 Open Open 1.67 Open Open 0.70 Open Open 1.67 Open Open 1.67 Open Open 0.74 Open Open 1.67 Open Open 0.35 Open Open 0.59 Open Open 1.28 Open Open 0.40 Open Open 0.40 Open Open 0.00 Open Open 0.00 Open Open 0.74 Open Open 0.00 Open Open 0.00 Open Open 0.39 Open Open 1.53 Open Open 0.55 Open Open 0.35 Open Open 0.00 Open Open Scenario: FIRE@BLDG6-HYD4&5 Steady State Analysis Pipe Report Discharge Velocity Start End Start (gpm) (ft/s) Calculated Calculatec Pressure Hydraulic Hydraulic (psi) Grade Grade (ft) (ft) 2,521 .00 7.15 521 .52 521 .13 50.58 0.32 496.82 496.82 96.55 -1 ,218.74 7.78 493.82 495.37 94.47 1,162.11 13.19 493.82 484.63 94.47 -38.54 0.25 493.80 493.80 93.94 -53.27 0.34 493.80 493.81 93.94 -38.54 1.75 493.80 494.55 93.94 -38.54 1.75 494.55 494.75 93.24 -49.74 2.26 496.33 496.81 95.,50 4.76 0.22 496.33 496.33 95.50 -49.74 0.32 496.81 496.82 95.80 0.00 0.00 496.81 496.81 95.80 88.45 4.01 488.88 485.65 92.67 -91.81 4.17 488.88 493.79 92.67 -56.63 0.36 493.81 493.82 94.22 -41 .62 1.89 494.75 495.53 93.42 -44.98 2.04 495.53 496.33 94.58 3.08 0.14 496.33 496.32 95.50 -0.47e-3 0.21e-4 496.32 496.32 95.50 -1 ,220.42 7.79 495.37 496.82 95.92 2,521.00 16.09 521 .13 498.28 109.25 1,271.00 8.11 498.28 496.82 95.39 -91.81 0.59 493.79 493.80 93.85 -87.89 3.99 484.63 485.65 90.49 Kling Engineering & Surveying End Head loss Pressure (ft) _ (psi) 109.25 0.39 96.55 0.16e-2 95.92 1.55 90.49 9.20 93.94 0.79e-3 94.22 0.01 93.24 0.75 93.42 0.19 95.80 0.48 95.50 0.33e-2 96.55 0.01 95.80 0.00 91 .31 3.23 93.85 4.91 94.47 0.01 94.58 0.78 95.50 0.80 95.50 0.01 95.50 0.00 96.55 1.45 95.39 22.85 96.55 1.46 93.94 0.01 91 .31 1.02 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: S. M. KLING Cybernet v3.1 (071] Page 1 of 1 CITY OF COLLEGE STATION February 1, 2007 David Scarmardo, President Brazos Gateway Place Development, Ltd. 1289 North Harvey Mitchell Parkway College Station, Texas 77803 Re: Gateway Phases 2 and 4 Subdivision -Fire Access Mr. Scannardo, This letter follows our meeting regarding the subject fire access road requirement where we are proposing an alternative to help facilitate the continued progress of your development and cover the related health and safety concerns. Currently, there are 124 un-sprinkled, multi-family dwelling units in Gateway Villas located in Gateway Phase 2 Subdivision with only a single point of pedestrian and emergency vehicular traffic. Exceeding 100 un-sprinkled, multi-family dwelling units requires a second remote fire access road. Based on our discussions, the City will now issue Development Pennits for full Site Plan on Phase 4 and to construct the secondary fire access to Phase 2. Additionally, the City will issue slab only pennits for Phase 4. The secondary fire access will also serve a future phase of Villas north of the detention pond referred to as Phase 5. Full Building Permits for Phase 4 may be issued, provided that you: I . Construct a 26 ft wide fire access road with adequate turning radii for ladder fire truck. In general, this pavement should be constructed to a semi-pennanent standard. The Fire Marshall must acknowledge the construction is adequate, and he will allow a temporary limestone rock surface understanding that the road will have asphalt placed with Phase 5. If the semi-pennanent surface is used, the six- inch curb is not required, and these areas must be gated or protected from public usage and signed for emergency access only. 2. Provide an engineer's as-built certification that the fire access road and underlying berm is structurally adequate to maintain a 75,000 lb fire truck. It is suggested to have a geotechnical analysis of the soils and the existing or required compaction effort necessary to achieve this. 3. Acknowledge that future Site Plan modifications to Phase 2 will be necessary to the existing Gateway Villas (Phase 2) Site Plan (i.e. number of parking spaces, required end islands, relocated dumpsters, revised landscaping, etc.). The modified Site Plan for Phase 2 will be required with the Phase 5 Site Plan and the associated Phase 2 site improvements will be required for Phase 5 Certificate of Occupancy. Additionally, when Phase 5 is constructed, this Semi-Permanent All- Weather Surface fire access drive must be removed or reworked to meet the Permanent All-Weather Pavement standards including curbing and either asphalt or concrete. Note that full Building Permits always require the associated waterlines/hydrants be constructed, accepted and active and that there is adequate drive surface for fire trucks. Slab only permits may be considered by the Building Official prior to full Building Permit to also aid in project scheduling. Please let us know how you would like to proceed. Best Regards, ' ~/efdt. Alan Gibbs, P.E. Sr. Asst. City Engineer Cc: Chuck Ellison Terry Childers Eric Hurt Lance Simms Chris Haver • KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Post Office Box 4234 Bryan, Texas 77802 Bryan, Texas 77805 Telephone 979/846-6212 Fax 979 / 846-8252 B.J. Kling, P .E., R.P .L.S. Inactive S.M. Kling, R.P.L.S. Memo: To: City of College Station, Development Services c/o Alan Gibbs, P.E. Re: Gateway Phase 4 -Gateway Villas II Additional Pool Area & Total Fringe Fill Memo From: Fred Paine, P.E~ April 24, 2008 As requested, I ran the recently FEMA approved HEC-RAS hydraulic model for the Tributary to Burton Creek with the proposed fill for the pool area added to sections 387 & 493. The end result was that the BFE increased a maximum of 0.18' from the approved model. The increase was not above the allowable floodway water surface elevation (refer to attached "pool only'' exhibits). Additionally, I ran the model again incorporating the as-built, Gateway Phase 2 floodway fringe fill and the Plan Gateway Phase 4-Second Construction Phase fringe fill , retaining walls, and proposed pool area. The end result was a maximum BFE increase of 0.37'. Again, this increase was not above the allowable floodway water surface elevation (refer to attached "Fringe Fill" exhibits) Per the associated grading plans, the lowest finished floor elevation for Gateway Phase 2 is 276.50. The lowest finished floor elevation for Gateway Phase 4 is 281.95. These are both downstream of the creek crossing structure. The Highest BFE downstream of the creek crossing resulted from the completed Phase 2 & Phase 4 project with pool and was calculated to be 274.75. As previously mentioned, this BFE is still lower than the allowable floodway water surface elevation of 275.30. It does not appear that the proposed pool area fill will adversely impact any existing or proposed structures. The intent of the above documented information is to allow the proposed pool area to be constructed within the floodway fringe arefa. Please respond at your earliest convenience. /~-r ~~cq-re; /?..;A) HEC-RAS Plan: Plan 02 RI-: RIVER-1 Reach: Reach-1 Reach RiwrSta Prolle W.S.Elev Prof Della ws E.G. Elev Top V«tth Ad Q Left a Channel a Right Sta W.S. Lft Enc Sta L Ch Sta L Ch Sta R Sta W.S. Rgt Enc Sta R (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) Reach-1 0 PF 1 270.73 271.12 255.52 458.66 475.26 7.08 32.08 192.80 280.00 287.60 Reach-1 0 PF 2 271.17 0.43 271.84 110.00 129.34 811.66 170.00 170.00 192.80 280.00 280.00 280.00 Reacn-1 215 PF 1 273.47 273.52 287.43 471.54 464.84 4.61 82.69 283.00 359.00 370.12 RMch-1 215 PF2 274.34 0.88 274.44 114.00 213.76 72724 245.00 245.00 283.00 359.00 359.00 359.00 Reach-1 387 PF 1 274.20 274.33 220.92 365.51 479.88 95.62 84.86 231.00 264.00 316.73 Reach-1 387 PF 2 275.12 0.93 275.32 79.00 313.71 627.29 185.00 185.00 231.00 264.00 264.00 264.00 Reach-1 4113 PF 1 274.38 274.70 44.00 941.00 183.52 230.00 290.00 289.48 Reach-1 4113 PF 2 275.30 0.92 275.52 44.00 941.00 230.00 230.00 230.00 290.00 290.00 290.00 Reach-1 512 Culwrt Read>-1 532 PF 1 274.71 275.00 44.00 941.00 177.07 215.00 321.00 321.14 Reach-1 532 PF 2 275.54 0.83 275.75 44.00 941.00 215.00 215.00 215.00 321.00 321.00 321.00 Reach-1 554 PF 1 274.92 275.07 130.76 40.46 850.75 49.79 146.47 174.00 236.00 277.22 R..m-1 554 PF 2 275.65 0.73 275.79 66.00 12.51 928.49 170.00 170.00 174.00 236.00 236.00 236.00 Reach-1 632 PF 1 275.27 275.94 72.21 198.23 626.82 115.94 210.18 235.00 250.00 282.39 Reach-1 832 PF 2 275.94 0.67 276.34 65.00 224.89 555.67 160.44 210.00 210.00 235.00 250.00 275.00 275.00 Reach-1 927 PF 1 277.22 277.30 140.17 436.31 429.68 0.02 248.70 352.00 388.00 388.87 Reach-1 927 PF 2 277.81 0.59 278.11 43.00 87.81 778.19 345.00 345.00 352.00 388.00 388.00 388.00 Reach-1 990 PF 1 277.37 277.55 126.46 427.91 429.94 8.15 246.66 347.00 368.00 373.11 Reaq,-1 990 PF 2 278.23 0.86 278.35 73.00 469.86 383.91 12.23 300.00 300.ool 347.00 368.00 373.00 373.00 I Reach-1 1160 PF 1 280.22 261.09 110.74 116.48 568.34 181.18 52.46 89.00 105.00 163.20 Reac:h-1 1160 PF 2 280.66 0.44 261.70 53.00 219.96 646.02 52.00 52.00 89.00 105.00 105.00 105.00 I Reach-1 1384 PF 1 281.86 261.90 263.99 70.96 163.92 631.13 25.66 65.00 82.00 269.65 Reach-1 1384 PF 2 282.41 0.55 282.45 154.00 72.76 173.61 619.63 48.00 48.00 65.00 82.00 202.00 202.00 Reacn-1 1504 PF 1 282.04 262.10 153.75 0.00 370.91 58.09 81.32 82.00 177.00 421.61 Reach-1 1504 PF 2 282.54 0.50 282.57 149.70 353.00 76.00 82.80 82.80 82.00 177.00 232.50 232.50 f(!{?, >c:>o, P0cx-----·----- --Reach Rlver Sia Reach-1 0 Reach-1 215 ' Reach-1 387 Reach-1 493 Reach-1 512 Reach-1 532 Reech-1 554 Reach-1 832 Reach-1 1127 Reach-1 990 Reach-1 1160 Reach-1 1384 Reach-1 1504 ~~ .. -.. --------Prolll8 w.s. Elev (ft) PF 1 270.73 PF1 273.47 PF 1 274.28 PF1 274.56 Culvert PF1 274.86 PF1 275.06 PF1 275.36 PF1 277.22 PF1 277.37 PF1 280.22 PF1 281.86 PF1 282.04 -----Prof Della ws Crit w.s. Too Wdth Act (ft) (ft) (ft) Q/L 270.73 255.52 ,-.,/4 271.96 287.43 n,na.IL 147.22 01/8/< 272.07 44.00 Otl''S/.t:.. 272.16 44.00 01/.¢/.::.. i 133.05 n. NJ/<. 73.83 0 140.18 .. 126.48 0 280.22 110.74 0 263.99 0 280.90 153.75 • a Left a Channel a~ SlaW.S. Lit Enc Sta L Ch Sta L Ch Sta R Enc Sta R SlaW.S. Rat (cf•) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) 458.66 475.26 7.08 32.08 192.80 280.00 287.60 471.54 464.84 4.61 82.69 283.00 359.00 370.12 204.70 607.93 128.36 171.15 231.00 264.00 318.37 941.00 214.20 230.00 290.00 289.91 941.00 174.64 215.00 321.00 321.16 44.27 841.12 55.61 145.57 174.00 236.00 278.62 202.08 618.19 120.73 209.92 235.00 250.00 283.75 436.34 429.64 0.02 248.69 352.00 388.00 388.87 427.93 429.92 8.15 246.63 347.00 368.00 373.12 116.48 568.34 181.18 52.46 89.00 105.00 163.20 70.96 163.92 631.13 25.66 65.00 82.00 289.65 0.00 370.91 58.09 81.32 82.00 177.00 421.61 g c 0 "" <O > Cl) w 284 Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: POOL ONLY 4/24/2008 Section 387-Modified for Pool & Site ~------------.08 --------------.065 ~._---------.os ~--------~ 282------- 280 278 276 274 272 270 268+--~-~-~--..,.-~--.-----..----r--~--.-~--..,.--t-----.--.----.,.---r--~-~-~--..,.-~--.-----..----r--~ 0 100 200 300 400 500 Station (ft) Legend EG PF 1 WS PF 1 Ground • Bank Sta g c g <U > Q) [ij Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: POOL ONLY 4/24/2008 Section 493-Modified for Pool ~---------~.05 ------------J----.04 ----------~ 282..,_ ______ , 280 278 i 276~ l j 274 272 270 268+--~-~-~-~---.----,.---,..----,..----,..----.---.---,---,.---,.----r---r-----,-----,----r--.---,---~-~----, 0 100 200 300 400 500 Station (ft) Legend EG PF 1 WS PF 1 Crit PF 1 Ground lneff • Bank Sta G w 2--t (( w 4 p;_ L ( ft-lf.1((6 M'-<-) Aff>jyw HEC-RAS PlaO' FFILL River: RIVER-1 Reach· Reach-1 Profile· PF 1 Reach RIYWSta Profile W.S. Elev Prof Delta ws Crtt w.s. ToP Wdth Act a Lett QChannel a Riaht StaW.S. Lft Enc Sta L Ch Sta L Ch Sta R Enc Sta R Sta W.S. Rat (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) Reach-1 0 PF1 270.69 o/..::... 270.69 274.20 422.62 447.52 70.87 32.49 192.80 280.00 306.69 Reach-1 215 PF1 273.61 f),/11 / .0:::: 272.00 186.94 400.31 534.28 6.42 184.73 283.00 359.00 371.68 Reach-1 387 PF 1 274.49 c.-z.t:tl""-134.37 237.14 629.55 74.30 170.53 231 .00 264.00 304.90 Reach-1 493 PF 1 274.75 0..37 /<. 272.07 44.00 941.00 213.27 230.00 290.00 296.23 Reach-1 512 Culvert Reach-1 532 PF 1 275.03 ~,57J L 272.16 44.00 941 .00 171.87 215.00 321.00 321 .18 Reach-1 554 PF 1 275.22 f'),30/..t.(, 135.76 48.43 830.45 62.12 144.45 174.00 236.00 280.21 Reach-1 632 PF 1 275.47 /f),?,.../L 75.90 206.69 607.36 126.95 209.59 235.00 250.00 285.49 Reach-1 927 PF1 277.22 . 140.22 0 436.55 429.43 0.02 248.67 352.00 388.00 388.89 Reach-1 990 PF1 277.38 0 126.65 428.05 429.79 8.17 246.48 347.00 368.00 373.13 Reach-1 1160 PF1 280.22 D 280.22 110.74 116.49 568.33 181 .18 52.46 89.00 105.00 163.20 Reach-1 1384 PF1 281 .86 0 263.99 70.95 163.92 631 .13 25.66 65.00 82.00 289.65 Reach-1 1504 PF1 282.04 ~ 280.90 153.75 0.00 370.91 58.09 81 .32 82.00 177.00 421 .61 ff 6() (A{ z. ]>~ oF X i JJ~ .::::. -z7{pr$0 1-if44~1 v)~.£-=-Z7Lf, 7S e~ L,.oJJ .:ZS -r Pu.J~ 2-75, :30 4+15 ,. 2 g(, 45 Ff Gw P-14 ff> I { ( ( L-zy.J::% $ c .Q iii > Q) jjj 277 276 275 274· 273 272 271 270 Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 0-Modified for GW Ph 2 Fill ~~~~~~~~~~~-.oa ~~~~~~~~~~~--~~~~-.oos ~~~~--,_.~~~~~.oa ~~~~~~ 2694-~~~~~~~~~~~~~~~~~~~~~~~~~,~~~~~~~~~--.~~~~~~~~~~~~~~~ 0 100 200 300 400 Station (ft) Legend EG PF 1 WSPF 1 Crit PF 1 Ground • Bank Sta g c: 0 ~ iii Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 215-Modified for GW Ph 2 Fill & GW Ph 4 Wall 284 1'<------~--"°--P.-F-----.os --------------i+---.005 --------.os----~ 282 280 278 276~ I 274 272 270 268+---r----r----r----r-----r---.---.---.--~--..---..---r--r-~---1---~-~-~~-----r---~-~-..----, 0 100 200 300 400 500 Station (ft) Legend EG PF 1 WS PF 1 Crit PF 1 Ground • Bank Sta c 284 Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 387-Modified for GW4Pool & Fill & GW2 Fill -----------.o8 ------------i-.065 -E-----------.o8 ---------- C!..o-1 c,e~ 'f3,.._oc,..., ~~ni/§; ~"''-'- 282------- 280 278 g 276 "' > Q) jjj 274 272 270 268-+--~---~-~--,----,---~-~-~---.--,---,----,--~--.----,.-~-~-~.---.---~-...--...--~---, 0 100 200 300 400 500 Station (ft) Legend EG PF 1 WS PF 1 Ground • Bank Sta g c: g ftl > Q) w Burton Creek Trib-2007-05 LOMR-POOL AREA Plan: FRINGE FILL 4/24/2008 Section 493-Modified for Pool ~----------.08 ----------~---.04 ----------- 282--------._ 280 278 276 274 272 270 268-+---,----,---~-~--,---,---------r------.-----.------.---.--.--,--,--,----,---..---..----.---,-----, 0 100 200 300 400 500 Station (ft) Legend EG PF 1 WS PF 1 Crit PF 1 Ground lneff • Bank Sta • • • • KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 Post Office Box 4234 Bryan, Texas 77805 To: From: Re: B.J. Kling, P.E., R.P.L.S. S.M. Kling, R.P.L.S. Telephone 979 I 846-6212 Fax 979/846-8252 City of College Station December 7, 2006 Development Services c/o Alan Gibbs, ~ Fred Paine, P .E. ~ Gateway Phase 4 Stormwater Management -Drainage Letter Report The purpose of this Letter Report is to 1) document that the proposed Gateway Villas II condominium development is in accordance with the design parameters set forth in the Gateway Phase 4, 2005 Drainage Report prepared by Bury+Partners and 2) document the design and analysis of the site's public and private storm sewer systems. 1) Existing Design Parameters: (reference Feb. 2005, Drainage Report for Gateway Phase 4, pg. 3, Table 4 -DA3P) Area: 0.010352 sq mi (6.625 acres) *note: does not include entire lot as a portion is included in DA4P CN: 96 Tc: 10.0 min Current Development: (reference attached Drainage Area Exhibit & SCS Curve No. Calculations) Area: 0.0121 sq mi (7.72 acres) *note: includes 1.087 acres oflot area to remain in "natural" condition - portion included in DA4P area ofBury+Partners report (7.72 ac -1.087 ac = 6.633 ac). CN: 89 Tc: 10.0 min As shown, the current condominium development meets the original design parameters for detention. 2) Storm Sewer: (reference Grading Plan -submitted under separate cover & attached Drainage Area & calculation Exhibits) The attached exhibits depict peak flow calculations for the contributing areas to the storm sewer as well as hydraulic computation summaries for the storm sewer. The areas contributing to the individual storm sewer inlets are prefixed with "SA" for Sub-Area. The following number corresponds to the inlet receiving the flow from a particular sub-area. pg 1 of2 The following table summarizes the inlet contributing areas. Refer to the attached exhibits for calculated runoff & discharge rates. Inlet # Contributing Area(s) 1 SA-l(PST) 3 SA-3(PST) 5 SA-5(PST) 8 SA-8A(PST), SA-8B(PST), SA-8C(PST), SA-2(0/S) 9 SA-1(0/S) 10 SA-lO(PST), SA-lOA(PST) 11 SA-ll(PST) 12 SA-12(PST) 13 SA-13(PST), SA-3(0/S) All storm sewer runs were sized to accommodate the 25 year event without the hydraulic grade line (HGL) exceeding the top of an inlet or junction box (refer to summary results -attached). At the 100 year event, the hydraulic grade line for the public portion of the storm sewer system exceeds the top of junction box #7 by 0.3'. In the private portion ofthis line, at inlet box #10, the HGL exceeds the top of the inlet by 1.5'. Inlet #10 is in the center of a "V"-section private drive aisle. The water surface does not exceed the adjacent curb lines. Maximum discharge velocities from the storm sewer systems are as follows: Outlet Velocity Private Storm Sewer Public Storm Sewer Private Storm Sewer (f/s) (North) (South) 25 yr 4.8 7.5 3.1 100 yr 5.7 7.9 3.6 All outlet pipes are designed to have significant rock rip-rap down stream to provide for additional erosion protection. Certification: Licensed Professional Engineer State of Texas No. 97221 pg 2 of2 I l Tc (min) PRE DA-1(PRE) DA-2(PRE) POST SA-1(0/S) SA-2(0/S) SA-3(0/S) SA-1(PST) SA-3(PST) SA-5(PST) SA-SA( PST) SA-88(PST) SA-SC( PST) SA-10(PST) SA-1 OA(PST) SA-11(PST) SA-12(PST) SA-13(PST) 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0.806 65 8.0 5 0.785 76 8.5 10 0.763 80 8.5 25 0.754 89 8.5 50 0.745 98 8.5 100 0.730 96 8.0 INTENSITY=b/(Tc+d)Ae FREQ 2 5 10 25 50 100 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 6.33 7.69 8.63 9.86 11.15 11.64 RUN-OFF COEFFICIENT (C-VALUE) CALCULATIONS (AREAS CONTRIBUTING TO STORM SEWER FLOWS) C-VALUES IMPERVIOUS 0.90 GRASSED 0.30 AREA in Acres POST IMPERVIOUS GRASSED TOTAL C-AVE SA-1(0/S) 1.159 1.377 2.536 0.57 SA-2(0/S) 0.375 0.138 0.513 0.74 SA-3(0/S) 0.132 0.252 0.384 0.51 SA-1(PST) 0.463 0.144 0.606 0.76 SA-3(PST) 0.430 0.105 0.535 0.78 SA-5(PST) 0.480 0.129 0.609 0.77 SA-SA( PST) 0.066 0.055 0.120 0.63 SA-SBCPST) 0.067 0.054 0.120 0.63 SA-SC(PST) 0.056 0.043 0.099 0.64 SA-10(PST) 0.742 0.484 1.225 0.66 SA-1 OACPST) 0.132 0.063 0.195 0.71 SA-11(PST) 0.350 0.065 0.415 0.81 SA-12(PST) 0.520 0.112 0.632 0.79 SA-13(PST) 0.691 0.394 1.085 0.68 TOTAL: 5.661 3.414 9.075 0.67 SCS CURVE NUMBER (CN-VALUE) CALCULATIONS (TOTAL SITE AREA) CN-VALUES IMPERVIOUS GRASSED 98 80 NATURAL AREA in Acres POST IMPERVIOUS GRASSED NATURAL SITE AREA 4.143 2.494 1.087 PEAK FLOW CALCULATIONS (AREAS CONTRIBUTING TO STORM SEWER FLOWS) TC C-VALUE AREA POST (minutes) (ac) SA-1 O/S) 10.00 0.57 2.536 SA-2(0/S) 10.00 0.74 0.513 SA-3(0/S) 10.00 0.51 0.384 SA-1(PST) 10.00 0.76 0.606 SA-3(PST) 10.00 0.78 0.535 SA-5(PST) 10.00 0.77 0.609 SA-SA PST 10.00 0.63 0.120 SA-SB PST 10.00 0.63 0.120 SA-SC PST 10.00 0.64 0.099 SA-10 PST 10.00 0.66 1.225 SA-1 OA(PST) 10.00 0.71 0.195 SA-11 PST 10.00 0.81 0.415 SA-12 PST 10.00 0.79 0.632 SA-13 PST 10.00 0.68 1.085 where: Q = C-Value *Area * I 75 TOTAL CN-AVE 7.723 89 Q2 Q5 (cfs) (cfs) 9.21 11 .20 2.40 2.92 1.23 1.49 2.91 3.53 2.65 3.22 2.98 3.62 0.48 0.58 0.48 0.58 0.40 0.48 5.14 6.25 0.87 1.06 2.12 2.58 3.18 3.86 4.681 5.692 I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency. Q10 Q25 Q50 Q100 (cfs) (cfs) (cfs) (cfs) 12.57 14.36 16.23 16.95 3.27 3.74 4.23 4.41 1.68 1.92 2.17 2.26 3.97 4.53 5.12 5.35 3.61 4.13 4.67 4.87 4.06 4.64 5.25 5.48 0.65 0.74 0.84 0.88 0.66 0.75 0.85 0.88 0.54 0.62 0.70 0.73 7.02 8.01 9.06 9.46 1.19 1.36 1.53 1.60 2.89 3.30 3.73 3.90 4.33 4.95 5.59 5.84 6.389 7.297 8.248 8.61 1-3 P-3 Project Title: GATEWAY PHASE 4 h:\ ... \gateway phase 4\drainage\storm2.stm KLING ENGINEERING 12/07/06 10:21:13 AM CC> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA I i:~JVM/t:' ...-'TOIOVI.. ~ (1Jc¥Grt1) Outlet P-1 1-1 P-2 1-2 Project Engineer: KLING ENGINEERING StormCAD v1 .0 (203) 755-1666 Page 1 of 1 Outlet P-1 1-13 (/Z.1//RT~ ;:;>~r ?~~ ( '$-ovTLf) Project Title: GATEWAY PHASE 4 Project Engineer: KLING ENGINEERING h:\ ... \gateway phase 4\drainage\storm3.stm KLING ENGINEERING 12/07/06 10:40:42 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Storm CAD v1 .0 Page 1 of 1 Pipe Report Pipe Wpstrearl Pownstrear ~ Inlet Weighted Inlet Total System Discharge Length Constructe' Section Roughnes Capacil) lJpstrear1 Pownstrear 11Jpstrear1 Node Node Area '{oughnes: CA CA lntensit) (cfs) (ft) Slope Size (cfs) Invert Invert Ground (acres) Coefficien (acres) (acres) (in/hr) (ft/ft) Elevatior Elevation Elevatior (ft) (ft) (ft) P-3 1-3 1-1 ).5350 0.78 ).4185 ).4185 9.86 4.16 161 .63 0.005011 18 inc~ 0.012 8.06 276.35 275.54 279.35 P-2 1-2 1-1 ).2478 0.71 ).1765 ).1765 9.86 1.75 84.85 0.017207 12 inc~ 0.012 5.06 277.50 276.04 280.00 P-1 1-1 Outlet ).3592 0.79 ).2834 ).8784 9.63 8.53 34.00 0.014706 18 inch 0.013 12.74 272.00 271 .50 279.25 -----· ·-------------·---------- Pipe Upstrearl ~ownstrean length Inlet Weighted Node Node (ft) Area '{oughnes (acres) Coefficien P-3 1-3 1-1 161 .63 ).5350 0.78 P-2 1-2 1-1 84.85 ).2478 0.71 P-1 1-1 Outlet 34.00 ).3592 0.79 Project Title: GATEWAY PHASE 4 h:\ ... \gateway phase 4\drainage\storm2.stm 12/07/06 10:21 :25 AM Combined Pipe/Node Report Inlet Total Inlet Section Capacity ~verage Upstrearl Pownstrear li:onstructe( ~ Description CA CA Discharge Size (cfs) ~elocity Invert Invert Slope (acres) (acres) (cfs} (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) ).4185 ).4185 4.16 18 inc~ 8.06 4.53 276.35 275.54 0.005011 ).1765 ).1765 1.75 12 inc~ 5.06 4.85 277.50 276.04 0.017207 ).2834 ).8784 2.82 18 inc~ 12.74 4.82 272.00 271 .50 0.014706 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~ownstrear l.lpstrean Pownstrear Wpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 279.25 1.50 2.21 277.13 279.25 1.50 2.21 278.06 275.00 5.75 2.00 274.57 Project Engineer: KLING ENGINEERING StormCAD v1 .o Page 1 of 1 Pipe Jpstrean Downstrear ~ Inlet Weighted Inlet Node Node Area ~oughnes! CA (acres) Coefficien (acres P-3 1-3 1-1 ).5350 0.78 ).4185 P-2 1-2 1-1 ).2478 0.71 ).1765 P-1 1-1 Outlet ).3592 0.79 J.2834 Pipe Jpstrean ilownstrear !Length Inlet Weighted Node Node (ft) Area ~oughnes! (acres) Coefficien P-3 1-3 1-1 161 .63 J.5350 0.78 P-2 1-2 1-1 84.85 J.2478 0.71 P-1 1-1 Outlet 34.00 ).3592 0.79 Project Title: GATEWAY PHASE 4 h:\ ... \drainage\1 OOyr storm cad\storm2.stm 12/07/06 10:24:07 AM Pipe Report Total System Discharge Length Constructe1 ISection Roughnes Capacit) l.Jpstrean Downstrear :i.Jpstrean CA lntensit) (cfs) (ft) Slope Size (cfs) Invert Invert Ground (acres (in/hr) (ft/ft) ~levatior Elevation Elevatior (ft) (ft) (ft) ).4185 11.64 4.91 161 .63 0.005011 18 inc~ 0.012 8.06 276.35 275.54 279.35 J.1765 11 .64 2.07 84.85 0.017207 12 inc~ 0.012 5.06 277.50 276.04 280.00 ).8784 11 .38 10.08 34.00 0.014706 18 ind 0.013 12.74 272.00 271 .50 279.25 -----------------·- Combined Pipe/Node Report Inlet Total Inlet Section ~apaci~ ~verage Upstrean Downstrear ~onstructe< I Description CA CA DischargE Size (cfs) !Velocity Invert Invert Slope (acres) (acres) (cfs) (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) J.4185 ).4185 4.91 18 inc~ 8.06 4.76 276.35 275.54 0.005011 ).1765 ).1765 2.07 12 inc~ 5.06 5.11 277.50 276.04 0.017207 ).2834 ).8784 3.32 18 inc~ 12.74 5.70 272.00 271 .50 0.014706 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ICDV/2 . ?IZtvM-18 .:;;~ ~~ wO/Z~J . ilownstrean li.Jpstrean Downstrear ltlpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 279.25 1.50 2.21 277.20 279.25 1.50 2.21 278.11 275.00 5.75 2.00 274.66 Project Engineer: KLING ENGINEERING StormCAD v1 .o Page 1 of 1 I Outlet I I P-6 I I 1-12 P-8 1-11 P-7 J-4 '\ \ ~P.>L-' c_ '\ P-5 \. pof2-..T1 utJ ~ 1-5 I P-4 I P1<-tJAIB ?0'2-TIO~ \ I ! ' -+-I--_1 O __ P_-_2-+-.-+_J _-? __ P_-_3---+-' J-:1 Project Title: GATEWAY PHASE 4 h :\ ... \gateway phase 4\drainage\storm1 .stm KLING ENGINEERING I P-1r I 1-8 I P-9 I 1:1 Project Engineer: KLING ENGINEERING StormCAD v1 .0 12/07/06 10:11 :05 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Pipe Upstrear1 ~ownstrear 1 Inlet Weighted Inlet Node Node Area ~oughnes CA (acres) Coefficien (acres) P-8 1-12 1-11 0.63 0.79 0.50 P-7 1-11 J-4 0.42 0.81 0.34 P-2 1-10 J-7 1.42 0.67 0.95 P-9 1-9 1-8 1.53 0.75 1.16 P-1 1-8 J-7 0.85 0.70 0.59 P-3 J-7 J-6 N/A N/A NIA P-4 J-6 1-5 N/A NIA N/A P-5 1-5 J-4 0.61 0.77 0.47 P-6 J-4 Outlet N/A N/A N/A Pipe Jpstrear1 Pownstrear Length Inlet Weighted Node Node (ft) Area ~oughnes (acres) Coefficien P-8 1-12 1-11 160.00 0.63 0.79 P-7 1-11 J-4 87.50 0.42 0.81 P-2 1-10 J-7 94.18 1.42 0.67 P-9 1-9 1-8 29.17 1.53 0.75 P-1 1-8 J-7 87.23 0.85 0.70 P-3 J-7 J-6 101 .66 N/A N/A P-4 J-6 1-5 84.78 N/A N/A P-5 1-5 J-4 89.45 0.61 0.77 P-6 J-4 Outlet 113.00 N/A N/A Project Title: GATEWAY PHASE 4 h:\ ... \gateway phase 4\drainage\storm1 .stm 12/07/06 10:05:13 AM Pipe Report Total System Discharge Length onstructe Section ~oughnes Capacit) Jpstrear1 Downstrear itlpstrear1 CA lntensit) (cfs) (ft) Slope Size (cfs) Invert Invert Ground (acres) (in/hr) (ft/ft) Eleva ti or Elevation "°levatior (ft) (ft) (ft) 0.50 9.86 4.99 160.00 0.005000 18 inct 0.012 8.05 277.55 276.75 280.55 0.84 9.59 8.12 87.50 0.006857 18 inct 0.012 9.42 276.75 276.15 280.55 0.95 9.86 9.45 94.18 0.005000 24 inct 0.012 17.33 278.00 277.53 281.00 1.16 9.86 11.49 29.17 0.017827 24 inct 0.012 32.72 279.60 279.08 290.60 1.75 9.81 17.31 87.23 0.017769 24 inct 0.012 32.67 279.08 277.53 283.60 2.70 9.66 26.29 101 .66 0.005017 24 inct 0.012 17.36 277.53 277.02 281 .94 2.70 9.58 26.09 84.78 0.004954 30 inct 0.012 31 .27 276.02 275.60 282.04 3.17 9.48 30.33 89.45 0.005031 30 inct 0.012 31 .52 275.60 275.15 279.60 4.01 9.40 38.03 113.00 0.005044 36 inct 0.013 47.37 274.65 274.08 281.44 Combined Pipe/Node Report Inlet Total Inlet Section Capacit) Average Jpstrear1 Pownstrear i:onstructe< ~ Description CA CA bischarg1 Size (cfs) Velocity Invert Invert Slope (acres) (acres) (cfs) (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) 0.50 0.50 4.99 18 incr 8.05 3.86 277.55 276.75 0.005000 0.34 0.84 3.36 18 inct 9.42 5.54 276.75 276.15 0.006857 0.95 0.95 9.45 24 incr 17.33 3.01 278.00 277.53 0.005000 1.16 1.16 11.49 24 incr 32.72 3.71 279.60 279.08 0.017827 0.59 1.75 5.91 24 incr 32.67 5.51 279.08 277.53 0.017769 N/A 2.70 N/A 24 incr 17.36 8.61 277.53 277.02 0.005017 N/A 2.70 N/A 30 incr 31 .27 5.37 276.02 275.60 0.004954 0.47 3.17 4.69 30 incr 31 .52 6.75 275.60 275.15 0.005031 N/A 4.01 N/A 36 incr 47.37 7.51 274.65 274.08 0.005044 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~ownstrear l.lpstrear1 Downstrear itlpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 280.55 1.50 2.30 278.41 281.44 2.30 3.79 277.85 281.94 1.00 2.41 280.89 283.60 9.00 2.52 281.47 281.94 2.52 2.41 281 .18 282.04 2.41 3.02 280.10 279.60 3.52 1.50 278.39 281.44 1.50 3.79 277.69 280.00 3.79 2.92 276.69 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Pipe Upstrean Downstrear Inlet Weighted Inlet Node Node Area Roughnes CA (acres) t:oefficien (acres) P-8 1-12 1-11 0.63 0.79 0.50 P-7 1-11 J-4 0.42 0.81 0.34 P-2 1-10 J-7 1.42 0.67 0.95 P-9 1-9 1-8 1.53 0.75 1.16 P-1 1-8 J-7 0.85 0.70 0.59 P-3 J-7 J-6 NIA NIA NIA P-4 J-6 1-5 NIA NIA NIA P-5 1-5 J-4 0.61 0.77 0.47 P-6 J-4 Outlet NIA NIA NIA Pipe Jpstrean Downstrear Length Inlet Weighted Node Node (ft) Area ~oughnes (acres) ~oefficien P-8 1-12 1-11 160.00 0.63 0.79 P-7 1-11 J-4 87.50 0.42 0.81 P-2 1-10 J-7 94.18 1.42 0.67 P-9 1-9 1-8 29.17 1.53 0.75 P-1 1-8 J-7 87.23 0.85 0.70 P-3 J-7 J-6 101 .66 NIA NIA P-4 J-6 1-5 84.78 NIA NIA P-5 1-5 J-4 89.45 0.61 0.77 P-6 J-4 Outlet 113.00 NIA NIA Project Title: GATEWAY PHASE 4 h:\ ... \drainage\100yr storm cad\storm1 .stm 12/07/06 10:11 :44 AM 100 ye . Pucx..Ac.. Svl2.M. ~" Pipe Report Total System PischargE Length :;onstructe Section ~oughnes: Capacity Upstrean ~ownstrear lilpstrean ~ownstrear l.lpstrean Downstrear l.lpstream CA lntensil) (cfs) (ft) Slope Size (cfs) Invert Invert Ground Ground Cover Cover HGL (acres) (in/hr) (ft/ft) Elevatior Elevation Elevatior Elevation (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0.50 11.64 5.88 160.00 0.005000 18 inct 0.012 8.05 277.55 276.75 280.55 280.55 1.50 2.30 278.97 0.84 11.28 9.55 87.50 0.006857 18 inct 0.012 9.42 276.75 276.15 280.55 281.44 2.30 3.79 278.33 0.95 11.64 11 .15 94.18 0.005000 24 inct 0.012 17.33 278.00 277.53 282.50 282.50 2.50 2.97 282.46 1.16 11.64 13.56 29.17 0.017827 24 inct 0.012 32.72 279.60 279.08 290.60 283.60 9.00 2.52 283.29 1.75 11 .59 20.44 87.23 0.017769 24 inct 0.012 32.67 279.08 277.53 283.60 282.50 2.52 2.97 282.87 2.70 11.43 31 .13 101 .66 0.005017 24 inct 0.012 17.36 277.53 277.02 282.50 282.04 2.97 3.02 281 .35 2.70 11 .36 30.92 84.78 0.004954 30 inct 0.012 31 .27 276.02 275.60 282.04 279.60 3.52 1.50 279.21 3.17 11 .26 36.01 89.45 0.005031 30 inct 0.012 31 .52 275.60 275.15 279.60 281.44 1.50 3.79 278.30 4.01 11 .16 45.14 113.00 0.005044 36 inct 0.013 47.37 274.65 274.08 281.44 280.00 3.79 2.92 276.99 -· ---------------------------- Combined Pipe/Node Report Inlet Total Inlet Section Capacil} Average l.Jpstrean Downstrear i:onstructe Description CA CA PischargE Size (cfs) Velocity Invert Invert Slope (acres) (acres) (cfs) (ft/s) ~levatior Elevation (ft/ft) (ft) (ft) 0.50 0.50 5.88 18 incr 8.05 3.36 277.55 276.75 0.005000 0.34 0.84 3.97 18 inct 9.42 5.40 276.75 276.15 0.006857 0.95 0.95 11.15 24 incr 17.33 3.55 278.00 277.53 0.005000 1.16 1.16 13.56 24 incr ·32.72 4.32 279.60 279.08 0.017827 0.59 1.75 6.98 24 inct 32.67 6.51 279.08 277.53 0.017769 NIA 2.70 NIA 24 incr 17.36 9.91 277.53 277.02 0.005017 NIA 2.70 NIA 30 inct 31 .27 6.30 276.02 275.60 0.004954 0.47 3.17 5.53 30 inct 31 .52 7.33 275.60 275.15 0.005031 NIA 4.01 NIA 36 inct 47.37 7.90 274.65 274.08 0.005044 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: KLING ENGINEERING StormCAD v1 .0 Page 1 of 1 Pipe Jpstrean ~ownstrear ~ Inlet Weighted Inlet Node Node Area '{oughnes1 CA (acres) Coefficien (acres) P-3 1-3 1-1 ).5350 0.78 ).4185 P-2 1-2 1-1 ).2478 0.71 ).1765 P-1 1-1 Outlet ).3592 0.79 ).2834 Pipe Upstrearl Downstrear it...ength Inlet Weighted Node Node (ft) Area '{oughnes (acres) Coefficien P-3 1-3 1-1 161.63 ).5350 0.78 P-2 1-2 1-1 84.85 l2478 0.71 P-1 1-1 Outlet 34.00 ).3592 0.79 Project Title: GATEWAY PHASE 4 h:\ ... \gateway phase 4\drainage\storm2.stm 12/07/06 10:21 :25 AM Pipe Report Total System DischargE Length ~onstructe1 Section '{oughnes1 Ca pa cit) Llpstrear1 ~ownstrear li.lpstrean CA lntensit) (cfs) (ft) Slope Size (cfs) Invert Invert Ground (acres) (in/hr) (ft/ft) Elevatior Elevation Elevatior (ft) (ft) (ft) ).4185 9.86 4.16 161 .63 0.005011 18 inct 0.012 8.06 276.35 275.54 279.35 ).1765 9.86 1.75 84.85 0.017207 12 inct 0.012 5.06 277.50 276.04 280.00 ).8784 9.63 8.53 34.00 0.014706 18 inct 0.013 12.74 272.00 271 .50 279.25 -~~---·---------- Combined Pipe/Node Report Inlet Total Inlet Section Capacity 1'\veragE Upstrear1 ~ownstrean P:onstructe1 ~ Description CA CA DischargE Size (cfs) Velocity Invert Invert Slope (acres) (acres) (cfs) (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) ).4185 ).4185 4.16 18 inct 8.06 4.53 276.35 275.54 0.005011 J.1765 ).1765 1.75 12 inct 5.06 4.85 277.50 276.04 0.017207 ).2834 ).8784 2.82 18 inct 12.74 4.82 272.00 271 .50 0.014706 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 ~ownstrear l.lpstrear1 Downstrear l.lpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 279.25 1.50 2.21 277.13 279.25 1.50 2.21 278.06 275.00 5.75 2.00 274.57 Project Engineer: KLING ENGINEERING StormCAD v1 .o Page 1 of 1 Pipe Jpstrear1 Downstrear h Inlet Weighted Inlet Node Node Area ~oughnes CA (acres) Coefficien (acres) P-3 1-3 1-1 ).5350 0.78 ).4185 P-2 1-2 1-1 ).2478 0.71 ).1765 P-1 1-1 Outlet J.3592 0.79 J.2834 Pipe l.Jpstrean Downstrear !Length Inlet Weighted Node Node (ft) Area ~oughnes (acres) Coefficien P-3 1-3 1-1 161.63 ).5350 0.78 P-2 1-2 1-1 84.85 ).2478 0.71 P-1 1-1 Outlet 34.00 ).3592 0.79 Project Title: GATEWAY PHASE 4 h:\ ... \drainage\100yr storm cad\storm2.stm 12/07/06 10:24:07 AM Pipe Report Total System Discharge Length :;onstructe1 ISection Roughnes: Capacicy Upstrear1 Downstrear iiJpstrean CA lntensi~ (cfs) (ft) Slope Size (cfs) Invert Invert Ground (acres (in/hr) (ft/ft) Elevatior Elevation !=levatior (ft) (ft} (ft} ).4185 11 .64 4.91 161.63 0.005011 18 incr 0.012 8.06 276.35 275.54 279.35 ).1765 11 .64 2.07 84.85 0.017207 12 incr 0.012 5.06 277.50 276.04 280.00 J.8784 11 .38 10.08 34.00 0.014706 18 incr 0.013 12.74 272.00 271 .50 279.25 -------·-------- Combined Pipe/Node Report Inlet Total Inlet Section Capacity Average Upstrear1 Downstrear 5:onstructe1 ~ Description CA CA Discharge Size (cfs) Velocity Invert Invert Slope (acres) (acres) (cfs) (ft/s) Elevatior Elevation (ft/ft) (ft) (ft) ).4185 ).4185 4.91 18 incr 8.06 4.76 276.35 275.54 0.005011 ).1765 ).1765 2.07 12 incr 5.06 5.11 277.50 276.04 0.017207 ).2834 ).8784 3.32 18 incr 12.74 5.70 272.00 271 .50 0.014706 KLING ENGINEERING © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Downstrear l.lpstrean Downstrear l.lpstrearr Ground Cover Cover HGL Elevation (ft) (ft) (ft) (ft) 279.25 1.50 2.21 277.20 279.25 1.50 2.21 278.11 275.00 5.75 2.00 274.66 Project Engineer: KLING ENGINEERING StormCAD v1 .o Page 1 of 1 1-12 P-8 1-11 P-7 I I I Outlet I P-6 I J-4 ~ 1-5 I P-41 I ?11-t VA LB 'PCXZ-TlOtC> \ I ' I -+-1--_1 O __ P_-_2--+-.-+_J_-7 __ P_-_3_--t--'_J-:J I P-1r I 1-8 I P-9 I 1-91 --Project Engineer: KLING ENGINEERING Project Title: GATEWAY PHASE 4 h :\ ... \gateway phase 4\drainage\storm1 .stm KLING ENGINEERING 12/07/06 10:11 :OS AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 StormCAD v1 .0 Page 1 of 1