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Home My WebLink About15 Quality Suites Hotel 04-47Date: 09/23/04 Q UALITY S UITES HOTEL A N D QUALITY OFFICE SUITES Job : 12-04 4.5769 ACRES COLLEGE STATION, BRAZOS COUNTY, TX PUBLIC INFRASTRUCTURE ENGINE E RS OPINION OF COST ~ w CD w t°""I llTEM SPEC DESCRIPTION UNIT QUANT PRICE CITY DEVELOPR TOTAL I w en ~ 0 c -tj SIDEWALKS ::r ---------------------------------------------------------------------------------mt 0 x Mobilization l.s . 1 ,000 .00 1 ,000 1,000 Ill ~ en 2 4 '-Wide Sidewalk s.f. 3 ,240 3 .50 11 ,340 11 ,340 )> < ~ 3 Handicap Ramps ea . 6 200 .00 1,200 1,200 C) 4 Contingency % 4 542 542 CJ) ~ c ;:;: 5 Construction Layout & As-built Drawings % 4 542 542 CD ~ I\) Subtotal $ 14 ,082 14 ,082 ....... w !:zj OJ V) WATER ~ ~ ---------------------------------------------------------------------------------Ill -~ ~ 6 8" PVC C909 , CL200 (4' bury) l.f. 510 24 .00 12 ,240 12,240 mt 7 8" PVC C909 , CL200 (4' bury) l.f. 300 24 .00 7 ,200 7 ,200 x Ill ~ 8 Bore and 15" Steel Casing , 3/8" wall l.f. 65 200 .00 13,000 13,000 en ........ 9 6" X8" Reducer 400 .00 400 400 ........ ea. CD ~ 0 10 8"X8"X6" Tee ea . 2 700 .00 1,400 1,400 I\) ~ 11 8"X8 "X6 " Tee with plug ea . 800 .00 800 800 <O 12 Fire Hydrant Assembly ea . 1,800 .00 1,800 1,800 ........ ~ 13 8" Water Valve 2 700 .00 1,400 1,400 ~ ea. CD 14 8" Water Valve 700 .00 700 700 .;:.. V) ea . O> ~ I ~ 15 6" PVC C909 , CL200 (4' bury) l.f. 369 22 .00 8 ,118 8,118 CD CD 16 6"X6"X6" Tee 200.00 200 200 m ea . CD 17 90 Degree Bend ea . 3 150.00 450 450 (] • 18 6" Water Valve ea . 3 500.00 1,500 1,500 19 F ire Hydrant Assembly ea . 1,800.00 1,800 1,800 20 2" Water Meter ea. 500 .00 500 500 21 3/4" Water Meter ea. 12 150.00 1,800 1,800 22 Contingency % 4 1, 114 1,019 2,132 23 Construction Layout & As-built Drawings % 4 1, 114 1,019 2,132 Subtotal $ 30 ,067 27,505 57 ,573 24 25 26 27 28 29 30 31 32 33 34 DRAINAGE --------------------------------------------------------------------------------- 12" RCP CL Ill l.f. 30" RCP CL Ill l.f. 4'-wide Rectangular Flume c .y . Junction Box (6' deep) ea . Junction Box (4' deep) ea . Grate Inlet Junction Box (2' deep) ea . Concrete dissipator section s.f. Cement stabilized rubble rip rap section s.f. Silt fencing l.f .. Contingency % Construction Layout & As-built Drawings % Subtotal $ TOTAL ESTIMATED CONSTRUCTION COST $ Christian A. Galindo , P.E. # 53425, R.P.L .S . # 4473 23-Sep-04 38 264 58 1 75 320 900 4 4 22 .00 836 60.00 15,840 210 .00 12 , 180 1 ,600 .00 1 ,600 1 ,400.00 1,400 1 ,000.00 1,000 4 .00 300 2 .50 800 2 .00 1,800 1,430 1 ,430 38 ,616 30 ,067 80 ,204 ,..,. ..... ,,,,,,\\\\\ __ .... ~ 0 F r £: '''t .:F"t.... '\ .............. ,r_..., ., .. -'.. .. -1.r. fll ::' C::> •• •• •• •• v' 'i ~ * .·· ··.1c ~ "'-*: ·~* ~ ~ ...... ~ ................................ ~ ~CHRISTIAN A. GALINDO~ ~•••••••M•c••• .... •oeeeo••o••oooe•n-•:o••••••~ ~...()\ 53425 .:Q:-;; 1,, .p_ ... If> <v <:) ... /,,'.,/ t? 11 °;(' ·· .. to 1srt.?-.,./ .;e.'<i §' ,,A ~15'C\ '••.,, ,,.,•' ~~'\ .: '~ • u/ONAL t. ...::--11\ ~ ..... \\\ w , .. ,,.. ..... 836 15,840 12,180 1,600 1,400 1,000 300 800 1,800 1,430 1,430 38 ,616 110,271 AU G-2 4 -0 4 T UE 1 1 :05 GA LIND O ENGIN E ER S 979 8 46 8868 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas n602 (979) 846~8868 GEP Proj ect : / 2--04 10: FROM : SUBJECT : NUMBER OF PAGES : COMMENTS : SPe:t-le.e~J FAX.MEMO RETURN FAX# 979 ·846 -8868 Cc;v5R.:-+ !i A-'f'OU.H Eb 15 A/\J Ab J::)ITtONAL.. C-fJP'I tJF lf/E° FtRE FLoW WA-TE/;!. 4/'./AL'(StS ALREADY saeM 111eD -ro You Arll> ---r/--/RbE. ~HE£.-r>s) AloT P~t~-v/Od.SL..Y 5UBM1Trc=1>/ Doc. aMcNT/N{) 111£ .i?ESL!t:...TS ~ -rH£ r!R:~ HYDRANT CALCU LATtO/\/$, P.0 1 ~~Ht ____ _,) Date : 09/15104 JITEM SPEC# 2 3 4 5 6 7 8 9 10 QUALITY SUffES HOTEL AND QUALITY OFFICE SU ITES 4.5769 ACRES COLLEGE STATION, BRAZOS COUNTY, TX 8" WATER LINE ENGINEERS OPIN10N OF COST DESCRIPTION UNIT WATER -------------------------------------------------- 8" PVC C9rnl, Cl200 (4 ' bury) t.f. 8" PVC C909 , CL200 (4 ' bury) [. f. Bore and 15" Steel Casfng, 318" wall Lf. 8"X8"X6" Tee with plug ea. 8" X 6• Reducer ea. 8"X8"X6" Tee ea. Ffre Hydrant ea. s· Water Valve ea. a· Water Valve ea . Contingency % Construction Layout & As-built Drawings % Subtotal $ TOTAL ESTIMATED CONSTRUCTION COST $ ' i J <..tll~~H"i':l:1a~incfo, P.E. # 53425, R .. 5 . # 4473 15-Sep-04 QUANT PRICE CITY 510 24 .DO 12,240 300 24 .00 65 200.0D 13,000 800.00 800 400.00 400 3 700.00 1 1,800.00 2 700 .00 1,400 1 700.00 4 1, 114 4 1,114 30,067 30,067 Job: /2-04 w CD c.:i w DEVELOPR jTOTAL (/) 0 c: s- "a} x g.) Cl) 12,240 > < (II 7 ,200 7,200 en 13 ,000 800 c ~ l'I) ~ 4()0 (,;> 2 ,100 2,100 CD 1 ,800 1,800 ~ $l) 1,400 ? 700 700 ;I x 472 1,586 DJ t/l 472 1,586 ...... ...... co 12,744 42,811 0 N 12,744 42,811 ca -..J ~ CD .... (]) °' co O"J co ~ ~ ~ tj 0 ~ Q ~ ~ V:i ~ @ ~ ~ ~ ~ ~ ~ () . ~ (/) rn "O I ..... U1 I Ill -!> E rn tJ ..... (ll N N C1 D r .... z tJ 0 rn z C1 .... z rn rn ;u (/) ~ -J ~ co -!> a'> co co a'> co "O Ill N SEP-15 -04 WED 13:21 GALINDO ENGINEERS 979 8468868 P.01 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave .• Suite 213 Bryan, Texas 77802 (979) 846-8868 FAX MEMO GEP Project: /.2-04 Date: StEP-r, !S1 z.oo 4 TO: SUBJECT: RETURN FAX# 979·846·8868 NUMBER OF PAGES : COMMENTS: At.AN; As ~,~.-:;ussG""'P 11'1 11-1~ Mt:tT1f'tt7 tJA/ MON.bA'l,.1 "fLeFl,S.G' r1NI> rl--IE ATIJ4..ct-/Eb {OSI ESTINl..AT& A/\/1':::> A nCrl.IR.€ OF {J-/£ P>J2~Pl>.5Eb Lt/\/~. Ul rn ~e : 09123/04 QUALITY SUITES HOTEL A.ND QUALITYOFFlCE SUITES Job: 12-04 "'O I 4 .-5769 ACRES t\) (>j COLLEGE STATION, BRAZOS COU.NiY,-TX I (S) PUBLIC INFRASTRUCTURE ~ ~ ENGINEERS OPINION OF COST -i (,) :r co ~lEM (,) ~ c SPEC DESCRIPTION UNI T QUANT PRlCE C JTY DEVELOPR TOTAL! (,) Cf} ~ .... 0 t\) c: S IDEWALKS S' tj (S) ~ 0 (]\ -------------------------------·--·-----·------------x 1 Mobil iz.a tion ts. 1 1,000.00 1,000 1,000 O> ~ G1 "' D 2 4'-Wide Sidewalk s .f . 3,240 3.50 11,340 11,340 )> r < ~ ..... 3 Handicap Ramps ea . 6 200.00 1,200 1,200 Q z (J) t:I 4 Contfngency % 4 542 542 c: ~ 0 5 Construction Layout & As-bui[t Drawings % 4 542 542 $' rn I\) Subtotal $ 14 ,082 14,082 ...... ~ z (,.) G1 ..... OJ V) z WATER rn ~ ~ rn g) ----------------------·-----------------------~ < ;u Ul 6 8" PV C C909, CL200 (4' bury) l.f. 510 24 .00 12,240 12,240 ~ tj 7 8" PVC C909, CL200 (4' bury) Lf. 300 24 .00 7 ,200 7,200 x fl) ~ 8 Bore and 15" Stee l Casing, 3/8" wall Lt. 65 200 .00 13 ,000 13 ,000 <I> --..J 9 6~ X8" Reducer 400 .00 400 400 --..J ea . co ~ 0 10 a~X 8 "X6" Tee ea . 2 700 .00 1,400 1,400 I\) ~ 11 8"X8 "X6~ Tee w ith plug ea . 800 .00 800 800 ~ (0 ..J 12 Fire Hydrant Assembly ea . 1,800 .00 1,800 1,800 -....! ~ ~ 13 8" Water Va[ve 2 700.00 1,400 1,400 ~ 00 ea . co '-V) ~ 14 8" Water Valve ea . 1 700.00 700 700 ~ (]\ °' 15 6 " PVC C909, C L200 ( 4' bury} l.f. 369 22.00 8,118 8,118 Co ~ 00 CD 00 16 6"X6''X6'' Tee ea. 1 200.00 200 200 ~ (]\ () 00 -17 90 Degree Bend ea. 3 150.00 450 450 . -19 6" Water Valve ea . 3 500.0<J 1,500 1,500 -19 F ire Hydrant Assembly ea . 1 1,800.00 1,800 1,800 ::20 2 " Water Meter ea. 1 500.00 500 500 ::21 314" Water Meter ea. 12 150 .00 1,800 1,800 <:;:22 Contingency % 4 1, 114 1,019 2,132 "'O ~23 Construction Layout & As-built Drawings % 4 1,114 1 ,019 2,132 Subtotal $ 30,0 67 27,505 57 ,5 73 (S) t\) 24 25 26 27 28 29 30 31 32 33 34 DRAINAGE 12• RCP CL ll l 30· RCP CL lll 4'-wide Rectangular Flume Junction Box (6' deep) Junction Box (4' deep) Grate Inlet Junction Box (2' deep) Concrete dissipator sectLon Cement stabilized rubble rip rap section Siltfencing Contingency Construction Layout & As-built Drawings TOTAL EST(MATED CONSTRUCTION COST Subtotal $ $ l.f. l.f. c .y . ea . ea. ea. s .t s .f . l .f .. % % Christian A. Galindo, P.E. # 53425 , R.P.L .S. # 4473 23-Sep-04 38 264 58 1 75 320 900 4 4 22.00 60.00 210.00 1,600.00 1,400.00 1,000.00 4.00 2.50 2 .00 30,067 836 836 15,840 15 ,840 12 ,180 12,180 1 ,600 1,600 1,400 1,400 1 ,000 1,000 300 300 800 800 1,800 1,800 1,430 1,430 1,430 1,430 38,616 38,616 80,204 .. i .10,271 ' (/) rn "U I I\) w I (SJ .. -i I c ..... I\) (SJ (JI C'l D r ..... z t:j 0 rn z C'l ..... z rn rn ilJ (/) <!) -J <!) co .. (JI co co (JI co GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave ., Suite 213 Bryan , Texas 778 02 (979) 846 -8868 08 /12 /04 l tTE~ ~PEC # DESCRIPTION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 S I DEWALKS Mobi liz at ion 4'-Wide Sidewalk 5'-Wide S idewalk 6'-Wide S idewalk Handicap Ramps Con ting ency WATER 6" PVC C909 , CL200 (4' bury) 6"X6"X6" Tee 90 De gree Bend 6" Water Va lve Fire Hyd rant Assembly 2" Water Meter 3/4" Water Meter Contingency DRAINAGE 12" RCP CL Il l 30" RCP CL Il l 4'-wide Rectangular Flume Junction Box (6 ' de ep) Junction Box (4' deep) Grate Inlet Junctio n Box (2' deep) S ilt fenc ing Contingency Subtotal $ Subtotal $ Subtotal $ q oTAL ESTIMATED CONSTRUCTION COST UNIT QUANT. l.s . s.f. s.f. s .f . ea . % Lf. ea . ea . ea . ea . ea . ea . % l.f. l.f. c .y . ea . ea . ea. l.f. % 3 ,684 1,030 1,082 8 3 345 4 1 4 2 1 12 3 38 264 57 1 900 3 Job : 1,000 .00 3.50 3.50 3.50 200.00 22.00 200 .00 150.00 500 .00 1,100.00 500 .00 100.00 22.00 60 .00 210 .00 1,60 0 .00 1,400 .00 1,000.00 2.00 12-04 1,000 12 ,894 3,605 3,787 1,600 387 22 ,273 7 ,59 0 800 150 2 ,000 2,200 500 1,200 433 14 ,873 836 15 ,840 11 ,97 0 1,600 1,400 1,000 1,800 1,033 35 ,479 SEP-15-04 WED 13:22 GALINDO ENGINEERS ~· ~~~~" <o~ '.'\.. QUALITY OF FICE SUI TES ~ ~ 4~ QUALITY SUITES HOTEL 979 8468868 N s SCALE : 1" ~ 90' P.03 S EP -23 -04 THU 12 :05 GA LINDO ENGINEE RS 9 7 9 8 4 68868 P.01 GALINDO ENGINEERS AND PLANNERS, [NC. 0\ 3833 South Tons Ave., Suite 213 B')'11n , Texas 77802 (979) 846-8868 ""\..\ ~ FAX MEMO 'lJ"'i~ . ) GEP Pmj ect : 12--04 Date: .Gt;"P, 23, :'!L)04 ~ ~ )}Q {jf TO : FRO M: SUBJECT : RETURN FAX# 979·846-8868 NUM BE R OF PAGES : COMMEN TS: ~te£0 a;ti{ ~~ aui-~"u~~ . ec-k-r-e, ~~kv I r ~~r=~r aL~~~ ~--- cc.: ~~~~~ /-74-X. 25.f.-77/-87::39 )' Attachment 2 TPDES General Pennit TXR.150000 ------- ------.. ~ ill CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXRlSOOOO T he following information is posted in compliance with Part Il.D.2. of the TCEQ General Permit Number TXRI 50000 for discharges of storm water runoff from construction sites. Additional information regarding the TC EQ storm water permit program may be found on the internet at: I ··; rm/ rm/d www.tnrcc.state.tx.usroenruttme: waterne wwne 1tn1 estorm Contact Name and Phone Number: kEfiPAL/.. C-7/LL. U/vf '254 -f-9 .3 -8'/Cf 7 Project Description: 4,58-AC 7.X?AcT CU/AL/TY SL.II TES llOTFL 4N.D {Physical address or description of the site's Q.t./ALITY t:?FFICE SL/1T£.5 ocation, estimated start date and projected end date, or date that disturbed soils will be TGXA.S A VE . .50L.ITl-l I POA/OEROSA RP, stabilized) COLLEGE STATIOA/t.. TX. .G.:3TIMA TCP PATFS srA!<:T.' £NDt Location of Storm Water Pollution J~ S/;"E Prevention Plan : For Construction Sites Authorized Under Part 11.0.2 . (Obtaining Authorization to Discharge) the following certification must be completed: l K. EN PAtL G It t UM (Typed or Printed Name Person Completing This Certification) certify under penalty of la w that I have read and understand the eligibility requirements for claiming an authorization under Part ll.D.2. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. A storm water pollution prevention plan has been developed and implemented according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4 system. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment r knowing violations. Date Page 33 \.' 10 ... ' v , .~ (' • GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave ., Suite 213 Bryan , Texas 77802 (979) 846-8868 QUALITY SUITES HOTEL AND QUALITY OFFICE SUITES STORMWATER POLLUTION PREVENTION PLAN 1. SITE AND PROJECT DESCRIPTION The proposed Quality Suites Hotel and Quality Office Suites is a 4 .58-acre tract of land located on the northwest corner of Texas Ave . South (S .H. 6) and Ponderosa Rd ., COLLEGE station , TX . The site is traversed along its .northwest by a drainage channel in the Bee Creek water shed. The project will consist of the installation of a 3-story hotel , a 1-story office complex , driveway and parking lots, 345 l.f. of water line and 510 l.f. of a combination of pipe and open box culverts . The project will require grading of 80% of the tract area . It is expected that construction of this infrastructure will disturb approximately 3 .5 acres and will be completed in eight months as follows : a) Site preparation First two months . b) Building development. Next six months . Attached is a copy of the Grading and Drainage Plan in a 24"x36 " format. Also attached is the CONSTRUCTION SITE NOTICE, prepared under the provisions of TPDES General Permit No . TXR150000 . 2 . EROSION AND SEDIMENT CONTROL Best Management Practices shall be followed to prevent erosion and sedimentation from disturbed soil. To this effect the following devices shall be installed : a) a silting barrier along the lower ends of the land being disturbed . This barrier will remain in place until stabilization or revegetation occurs , b) a construction entrance a minimum of 12 ' in width consisting of rock-rubble with pieces 1- 1 /2" to 3-1/2" in diameter, c) all storm drainage inlets will be protected during construction, until revegetation or stabilization is complete, from runoff sedimentation by a 6"-high barrier made up of 20 lb straw filled burlap bags (or equivalent barrier). These traps shall be cleaned as soon as their capacity has been reduced by 50%, Page 1 . ' .. " d) a location within the project area and near its entrance shall be identified as a truck washing area, e) a location within the project shall be identified as on-site storage of construction waste materials such broken concrete, concrete washout and waste asphalt. 3 . STABILIZATION PRACTICES a) where called for in the design rubble riprap shall be installed consisting of 20-lb pieces placed on plastic liner or cement stabilized , b) all disturbed ground, including the detention pond, shall be hydromulched at the conclusion of construction . 4. SCHEDULED MAINTENANCE The attached schedule lists the maintenance operations for the activities described in this plan. CHRISTIAN A. GALINDO, P.E., R.P.L.5 . August10 , 2004 Page 2 8/10/2004 UALITY SUITES HOTEL & QUALITY OFFICE SUITI 12-04 O PERAT OR: I '.,,,:~~:SWP.3 MAINTENANCE SCHEDULE ·~ .. ;i'.::r" I I Activity Date Date Mainten . Special Week Week Week Week Week Week Week Week Week Week Installed Completed Frequency Conditions 1 2 3 4 5 6 7 8 9 10 Clearing & Grubbing O nce l Silt Fencing Weekly Until compl. Construction Entrance Weekly Temporary Site Grading Weekly Until compl. I Utilities I Weekly Until c ompl. Concrete structures Weekly 1Until compl. ; Riprap structures Weekly Until compl. 1 - Hydromulching Weekly Until compl. , Truck washout are a I Weekly Until compl. , I i I I I I I I I I I I I I I I I I Activity /Date Date Mainten . Speci a l : Week W eek Week Week I Week Week Week Week Week I Week Installed Completed Frequency Conditions 11 12 13 14 15 16 17 I 18 19 20 I Clearing & Grubbing Once Silt Fencing I Weekly Until co mpl. Constru cti on Ent ra nce I Weekly Tem po rary Site Grading I Weekly Until compl. Utilities I Weekly Until compl. Concrete structure s Weekly Until co mpl. Riprap structures Weekly Until compl. Hydromulching Weekly Until compl. Truck washout area Weekly Until compl. CITY OF C OLLEGE S TATION Planning & Development Services SITE LEGAL DESCRIPTION: LOTS 5-10 SOUTHWOOD VALLEY PH 4B DATE OF ISSUE: 10/27/04 OWNER: GILLUM , KENDALL 6329 GUN CLUB RD TEMPLE , TX 76501-6716 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO . 04-47 Project: QUALITY SUITES HOTEL AND OFFICES FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 3600 SH 6 S DRAINAGE BASIN: Bee Creek Trib . "A" VALID FOR 9 MONTHS CONTRACTOR: Clearing and Grading 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 operat ions of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil , solvents, asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . EROSION CONTROL REQUIRED AS PER PLANS . HAYBALE CHECK DAM REQUIRED AT END OF PUBLIC CHANNEL. PERMIT SUBJECT TO REVOCATION IF IN VIOLATION. SILT FENCE REQUIRED FOR WATERLINE PROJECT AT ALL TIMES . SWPPP REQUIRED TO MEET TCEQ 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 Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance w ith Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date ... ---~- \ "-- I H.t.Y BAI.ES NIO SILT FENCE TO BE USED IH AREAS OF CONCENTRATED DRAINAGE fl...OWS . SILT ~ FABRIC SILT FENCE W/ HAY BALES NTS STAl<ES-8' SPACING OR "T" POSTS-10' SPACING BURY BOlTOM Fl.AP SILT FENCE NTS OR PROPOSED EXISTING PU8UC ROAD OR STREET CONSTRUCTION NOTES: PAVEMENT Nf£A 0 PEA GRAVE.. OR SAND F1U£O N'l'LON MOS (OR APPRO\IED EQUIVALENT) e• HEJCHT (MIN.), lAIO DID TO ENO. EDGE OF OUTTE TOP OF CURB CURS/GRATE INLET OR JUNC'TlOH BOX ,... ..... INLET PROTECTION NTS HAY BALE CHECK DAM NTS 1 e• MIN . DEPTH BELOW EXISTNG GROUND 3• OIA. CRUSHm STONE. MIN 1HICl<N£SS -e· / MIN. ROCK EXIT lENC1ll -30•, SIZE, LOCATION AS SHOWN ON lHIS SHEET. lHE EXIT SHAU... BE MAINTNHEO ANO KEPT IN A CON OITlON THAT PRE\IENTS MUO FROM LEAVING lHE SITE. A00m0NN.. CRUSHED STONE SHAU.. BE AOOED AS NECESSARY. CONSTRUCTION EXIT NTS FOR OFFICE us~ ONL y P&Z CASE NO .: 0~ .....-}Cf Cf DATE SUBMITTED:---- SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS /Site plan application completed in full. / $200 .00 Application Fee. ~ $200 .00 Development Permit Application Fee . ~ $600 .00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public waterline, sewerline , sidewalk, street or drainage facilities is involved.) ~en (10) folded copies of site plan. _717_ A A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off . .tJ..Ai_ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). NAME OF PROJECT QUALITY 5Ut/F;$ Hore.L AND QUA.LITV OrE/CE. SUITES ADDRESS 3512 TEXA.:5 AVENVE !Sour# 3Co00 5 H (p S. LEGAL DESCRIPTION Lozcs S-/O, BL~Ck 18. Sour//~op vALlEY -5EC77CN' 1-B > > APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name KENDAL.~ Gt.Lh. UM Street Address &32 CJ GuN CL tJ B ROAD City ~~~'£~M~P_L~£...~---- State rx Zip Code 7 ft:;S-tJ I Phone Number ~S4 -413-f/'17 PROPERTY OWNER'S INFORMATION : Name .SAME. E-Mail Address ------------ Fax Number ::Z..S-4-77 / -373 9 Street Address -----------------City ---------- State _____ Zip Code _____ _ Phone Number----------- ARCHITECT OR ENGINEER'S INFORMATION : Name CHRISTIAN A. GALINDO Street Address 3 g,33 s. r£.k AS AVE. State TX Zip Code 77$~7- Phone Number $46-$8" fS E-Ma il Address ------------ Fax Number _____________ _ ~£, "2-13 City -=8'-'--K~Y. ...... 'A_,_N,__.__ _____ _ E-Mail Address chrisga.l~lllyriac/. f)ef Fax Number U&-S«(,8 OTHER CONTACTS (Please specify type of contact, i.e . project manager, potential buyer, local contact, etc.) Name ---------------------------'-------- Street Address -----------------City ---------- State _____ Zip Code _____ _ E-Mail Address ------------ Phone Number ----------- Fax Number _____________ _ Site Plan Appl.doc 8/11/2004 1 of 3 CURRENTZONING._~-L------------------------- PRESENTUSEOFPROPERTY__.V~A_C.._A.i\/"-'-'r-'--------------------~ PROPOSED USE OF PROPERTY VARIANCE(S) REQUESTED AND REASON (S) ----'N"-"O=-A/-'-=£'------------------ #OF PARKING SPACES REQUIRED ---'9'--f_s-__ #OF PARKING SPACES PROVIDED <J9 -~-- MULTI-FAMILY RESIDENTIAL Total Acreage _. _. Floodplain Acreage . Housing Units ____ _ ___ # of 1 Bedroom Units ___ # of 2 Bedroom Units ___ # of 3 Bedroom Units # of 4 Bedroom Units --- FOR 2 BEDROOM UNITS ONLY --~#Bedrooms= 132 sq . ft. ___ # Bedrooms < 132 sq . ft. PARKLAND DEDICATION #of Multi-Family Dwelling Units ---x $457 = $ ______ _ _ __ # of acres in floodplain ___ # of acres in detention ___ # of acres in greenways COMMERCIAL Total Acreage 4 . ..S-7 & 9 HorEL = 1~9g/ s.r, Building Square Feet OFr/c,e = 24/ 7otJs.r. Floodplain Acreage NoA/£ NOTE: Parkland Dedication fee is due prior to the issuance of a Certificate of Occupancy. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. Date ' 7 Site Plan Appl.doc 8 /11/2004 2 of 3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations: CO/I/VERT/NG E?<f.ST/NG OPS-/\/ C:!fANNGL 7V ~¢PEN~ co~ V5'l'f:r ACKNOWLEDGMENTS: The information and conclusions contained in the a ove pans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application acco ing t these d um nts and t e requirements of Chapter 13 of the College Station City Code . Contractor CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) A.I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm . Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code , Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study . Engineer Date Conditions or comments as part of approval: -------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply Site Plan Appl.doc 8/11/2004 3 of 3 GALINDO ENGINEERS AND PLANNERS, !NC. 3833 South Texas Ave ., Suite 213 Bryan , Texas 77802 (979) 846 -8868 September 23 , 2004 Mr. Alan Gibbs, P. E . . Engineering Department City of College Station College Station , TX Subject : Dear Alan : Revised Drainage Report Quality Suites Hotel and Quality Office Suites College Station , TX 12-04 Please find enclosed the referenced report for your review. This document replaces the original report dated August 10 , 2004 (amended August 12, 2004). The purpose of this revision is to adjust the detention design to a 25-year storm. The combined 4 .58-acre tract of land to be occupied by the two projects listed above is included in this report. Sincerely , GALINDO ENGINEERS AND PLANNERS, /NC. Christ1an A. Galindo, P.E., R.P.L.S. President cc: Kendall Gillum BCS Hospitality Developing , L. P. - ~.... :\.'\\\\\\k' ,... F "\a.. ~ "~ o r £'. .,, ; ,,(. ~ ................. .,.,......., ., .. -r._' • '• -7.C\ r1. ~ --' .. ·· : • .. v~ --~ s *... . ···* ~ ~*:' ;.•~ if1!••••••••••••••••••.,••c•••••••••••••••••1 i c HRIST.AN A. GALIN DOI ~··••••~eeoe•oeeeeeee9oeee~oeeeHeeeeeeee •eee .. -if!!. ~-o\ 53425 /Q:-# r1, ~ ··.~ ~ •• • 4.1 S 1e: 0-<' • ••• ttQ1s1t~~.· ~4.1 .: i;:! ~Sn ........ ···JJ ···:,<;.' : "!h u/ONAL t.'" -~-~\ ~ .... \\\:'!{;.~,,'ii GALINDO ENGINEERS AND PLANNERS, !NC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (979) 846-8868 1. TRACT DESCRIPTION QUALITY SUITES HOTEL AND QUALITY OFFICE SUITES REVISED DRAINAGE REPORT 12-04 This project covers approximately 4. 58 acres of land and it includes Lots 5 through 10 , Block 18 , Southwood Valley Section 4-B , College Station , TX. The tract is zoned C-1, it is currently vacant and it is located at the northwest corner of the intersection of the southwest service road of S.H. 6 (Texas Avenue South) and Ponderosa Road . To the west the tract is bound by vacant land and by a storage facility. To the north it is bound by two residential and one educational structure. The present report is to be used in conjunction with the construction design drawings issued separately in 24"X36" format and herein referred to as Exhibit 1. In particular Sheet 2 (Grading and Drainage Plan) is of importance. The northwest half of the tract will be developed as a one-story office complex referred to as Quality Office Suites. The southeast half will be developed as a three -story hotel called Quality Hotel Suites. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0205 C, July 2, 1992). 2. STORMWATER RUNOFF Two drainage areas have been defined , each one corresponding to one of the two Quality projects. A third area (off-site pass-through) has been identified adjacent to the west of the referenced Lots 8, 9 and 10. This adjoining area is vacant but is currently being developed. The drainage report for this adjoining project was prepared by Michael McClure, P. E. No. 32740, on February 18, 2003 and it indicated that its post-development run -off (at pre -development levels) would drain into the same drainage system being used by the subject project. See further discussion below. Exhibit 2 (in two pages) shows the runoff calculations (pre and post development conditions) for 2, 5, 10 , 25 , 50 and 100-year storms for each of the two previously defined drainage areas . Two detention facilities , one for each drainage area , are being provided in each of the two parking lots . Additionally the subject project will provide adequate pass -through for run -off that originates from Ponderosa Rd. and that enters this tract through a restricting 20"x26 " CMP pipe as shown in Exhibit .J.. This pipe restricts the pass-through flow to a maximum 15.43 cfs. The McClure report estimated runoff from the adjoining western tract, after development and with two detention areas, for the 100 -yr storm to be 8.75 cfs (3.23 cfs from the upper pond and 5.10 cfs -1 - from the lower pond). Therefore the drainage system designed herein provides pass-through capacity for the estimated 8. 75 cfs . Run-off coefficients used in this exhibit, and the approx i mate velocities used to compute Tc, were obtained from TX DOT Hydraulic Manual (Bridge Division). 3. INFLOW HYDROGRAPHS Calculations for this section were made using Haestad Methods Quick Tr -55 V. 5.47. 3.1. QUALITY SUITES HOTEL Inflow hydrographs for the multiple storms given in Exhibit 2, page 1, are shown in Exhibit 4 (7 pages). The estimated required storage from these hydrographs for the 100-yr frequency is 0.163 ac- ft. 3.2. QUALITY OFFICE SUITES Inflow hydrographs for the multiple storms given in Exhibit 2, page 2, are shown in Exhibit 5 (7 pages). The estimated required storage from these hydrographs for the 100-yr frequency is 0.151 ac- ft . 4. DETENTION FACILITIES All calculations in this section were made using Haestad Methods Pond -2, V. 5.21. The detention volumes were calculated for Q25. 4. 1. QUALITY SUITES HOTEL A detention area, as shown in Exhibit 1, is located in the rear parking lot. Exhibit 6 calculates the available storage capacity of the designated pond area to be 0.14 ac-ft. Exhibit 7 (two pages) estimates the ponding requirements at 0.2 ac-ft when the inflow hydrographs and the actual topography of the pond are input. The detention pond will drain through a grate inlet located in the center of the parking lot into a 38' - long 12" RCP at 1.00% grade . This pipe constitutes the restricting weir for the pond. Exhibit 8 (Z: pages) shows the characteristics of this weir. The grate inlet will consist of a 3'x3' box with a 2'x2' heavy duty steel grate and is designed to allow a greater flow capacity than the 12" RCP and therefore will not act as a restrictor, Exhibit 9. All construction details for this system are given in Exhibit 1. Exhibit 10 (4 pages) shows the routing computations for 2, 5, 10 and 25-yr storms. The results are as -2 - follows: Storm 2-year 5-year 10 -yea r 25-yea r Max . Outflow Allowed 6.00 7.30 8.19 9.36 Peak Outflow Attained 6.15 6.98 7.22 7.47 Max. Elevation 288 .87 289 .05 289.15 289.25 Runoff from through the 12" RCP restrictor will flow into a 30" RCP to be built at the downstream of the 24"x36" CMP that brings Ponderosa Rd . runoff into this tract. Therefore this new 30" RCP will carry at least 15.43+3.23 = 18 .66 cfs . Exhibit 11 shows the design characteristics of this pi pe that can carry 31.20cfs at maximum flow . This pipe will transition into an open concrete rectangular box culvert before it enters the west side of the Quality Office Suites project. A pond spillway designed for the excess Q100 post development will be located at the northwest of the hotel parking lot consisting of a 4 '-wide cu r b cut. See Exhibit 11-A. This spill way will convey up to 15.20 cfs which is slightly greater than Q100 less the amount conveyed by the pond restrictor at Q25 , that is 22.09 -7.47 = 14 .62. The overflow will go into the downstream concrete open culvert that carri es all the flown to the north end of the property (see below). 4.2. QUALITY OFFICE SUITES A detention area , as shown in Exhibit 1, is located in the rear parking lot. Exhibit 12 calculates the available storage capacity of the designated pond area to be 0.14 ac -ft . Exhibit 13 (two pages) estimates the ponding requirements at 0.1 ac-ft when the inflow hydrographs and the actual topography of the pond are input. The detention pond will drain through a curb cut weir located in the west curb of the rear parking lot. Exhibit 14 (2 pages) shows the characteristics of this wei r . The 3. 75' curb cut will drain directly into t~e open box culvert referred to above. All construction details for this system are given in Exhibit 1. A spillway for flows exceeding Q25 is provided by the top of curb along the western edge of the proposed driveway. This curb slopes to the open concrete culvert along almost its total length. Exhibit 15 (4 pages) shows the routing computations for 2, 5, 10 and 25-yr storms . The results are as follows: Storm 2-year 5-year 10-yea r 25 -year Max. Outflow Allowed 5.58 6.78 7.62 8.70 Peak Outflow Attained 5.66 6.55 7.12 7.85 Max . Elevation 285.14 285.20 285 .24 285.30 Runoff from through the 3.75' curb cut restrictor will flow into a 4.0 'x2 .0' rectangular concrete open - 3 - box culvert that is designed to carry all preceding upstream flows, including 8. 75' cfs from the referenced adjoiner currently under development. Exhibit 16 shows the design characteristics of this open culvert that can carry 66.80 cfs (15 .43+20 .53+22 .09+8.75 = 66 .80) reaching a water depth of 2.01 ', which is equal to the concreted edges of the culvert . At the northwest end of the project this rectangular open culvert will transition into an 8' long, 12' wide baffled section followed by a 20'x20' cement rubble riprap section to mitigate the impact of the water flow. These sections will discharge into the existing offsite concrete triangular pilot channel. shown in Exhibit 17. 7. CERTIFICATION This report and design conform to the City of College Station Drainage Policy and Design Standards. CHRISTIAN A. GALINDO , P.E. # 53425, R.P.L.S. # 4473 September 23, 2004 - 4 - Job: 12-04 Date : 06-Jul-04 RUNOFF CALCULATIONS -RATIONAL METHOD QUALITY SUITES HOTEL COLLEGE STATION, TEXAS (County: Brazos) Tc= 10.0 when the calculated value is less than 10.0 ===== =========== ===== ===== ===== ====== ====== ====== ====== ====== ====== ====== ======= ====== ====== ====== ====== Sectior Soil Type A Acres c Veloc . Length fps ft Tc in min. Cale . Used 2 yrs 5 yrs 10 yrs 25 yrs 50yrs 100yrs Q 2 yrs Q 5yrs Q 10 yrs Q Q 25 yrs 50yrs Q 100yrs ==::;== =========== ===== ====== ====== ====== ====== ====== ====== ====== ======= ====== ====== ====== ====== Pre-development Grass 2 .372 0.400 1 .30 550 7 .1 10.0 6 .327 7.693 8 .635 9.861 11 .148 11 .639 6 .00 7 .30 8 .19 9.36 10.58 11 .04 Total 6 .00 7 .30 8 .19 9 .36 10 .58 11 .04 Post-development 2 Commercial 2 .372 0 .800 3 .00 600 3.3 10.0 6.722 7.693 8 .635 9.861 11 .148 11 .639 12 .76 14 .60 16.38 18.71 21.15 22.09 Total 12 .76 14.60 16.38 18 .71 21 .15 22 .09 County : Constants for use in formula : l=b/(t+d)•e Brazos 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr b 65 .000 76.000 80 .000 89 .000 98.000 96 .000 e 0 .806 0 .785 0 .763 0 .754 0 .745 0 .730 d 8 .000 8 .500 8 .500 8 .500 8 .500 8 .000 Job: 12-04 Date : 20-Jul-04 ===== =========== ===== RUNOFF CALCULATIONS -RATIONAL METHOD QUALITY OFFICE SUITES COLLEGE STATION, TEXAS (County: Brazos) Tc= 10.0 when the calculated value is less than 10.0 ====== ====== ====== ====== ====== ====== ====== ======= ====== ====== ====== ====== Sectior Soil Type A Acres c Veloc . Length Tc in min . Q 2 yrs Q 5yrs Q Q Q Q fps ft Cale . Used 2 yrs 5 yrs 10 yrs 25 yrs 50yrs 100yrs 10 yrs 25 yrs 50yrs 1 OOyrs ===·== =========== ===== Pre-development Grass 2.205 0.400 1.00 490 8.2 10.0 6 .327 7.693 8 .635 9 .861 11 .148 11.639 5 .58 6 .78 7 .62 8.70 9 .83 10.27 Total 5 .58 6 .78 7.62 8 .70 9.83 10.27 Post-development 2 Commercial 2 .205 0 .800 3.00 580 3 .2 10.0 6 .722 7.693 8 .635 9 .861 11 .148 11 .639 11 .86 13.57 15 .23 17.39 19.66 20 .53 Total 11.86 13 .57 15.23 17.39 19 .66 20.53 County : Constants for use in formula: l=b/(t+d )•e Brazos 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr b 65 .000 76.000 80 .000 89 .000 98 .000 96 .000 e 0 .806 0.785 0.763 0 .754 0 .745 0 .730 d 8 .000 8.500 8 .500 8 .500 8 .500 8 .000 Circular Channe l Analysis & Design Solved with Manning 's Equ ati o n Open Channel -Uniform flow Worksheet Name: QUALITY SUITES HOTEL Comment: CAPACITY OF EXISTING 26"X20 " CMP Solve For Full Flow Capacity Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Ful l Capacity .... . QMAX @.94D ....... . Froude Number .... . 2.00 ft 0.0137 ft /ft 0.024 14.34 cfs 14.34 cfs 2 .00 ft 4.5 7 fps 3.14 sf 1.36 ft 0 .0209 ft /ft 100.00 % 14.34 cfs 15.43 cfs FULL Open Channel Flow Module, Version 3.21 (c ) 1990 EXHIBIT 3 Haestad Methods, Inc. * 37 Brooks ide Rd * Waterbury, Ct 06708 EXHIBIT 4 Quick TR -55 Ver.5.47 S /N: Executed: 13:06 :51 08-06-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc h ydrograph recession leg . I QUALITY SUITES HOTEL ********************************************************************** * RETURN FREQUENCY: 2 yr * 'C' Adjustment: 1.000 Allowable Outflow: Re qui red Sto r age : 6.00 cfs * 0.087 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 10.71 cfs Inflow .HYD stored: 2IN .HYD * ********************************************************************** Td = 13 minutes I Return Freq: 2 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 x . I. Tc = I Q 10.00 6.327 12.01 I x x x x x x x ix I minutes in /hr cf s I I I I I I I Required Storage I 0.087 ac-ft J I x x x x x x x x x x Are a (ac): We ighted C: Adjusted C: 2.37 0.80 0.80 Td= 13 minutes I 5.646 in/hr Q 10.71 cfs x s o o o o o o o o o o o o o o o o Q= 6.00 cfs x o I. Ix (All ow .Outflow) o I I x 0 I NO T TO SCALE I x I o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15 .00 minut es 17.40 minutes Quick TR -55 Ver.5.47 Executed: 12:20:45 S /N: 08-06 -2 004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I QUALITY SUI TES HOTEL ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment : 1.000 All owable Outflow: Required Storage: 7.30 cfs 0.107 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow : 13.10 cfs Inflow .HYD stored: SIN .HYD * ********************************************************************** Td = 13 minut es I Return Freq: 5 yr !-------Approx . Duration for Max. Storage ------/ C adj.factor : 1.00 x . I. Tc= I Q 10.00 7 .693 14 .60 I x x x x x x x ix I minutes in /hr cf s I I I I I I I Required Storage I 0.107 ac-ft I I x x x x x x x x x x Area (ac): Weighted C: Adjusted C: 2.37 0.80 0 .80 Td= 13 minutes I 6 .903 in/hr Q 13.10 cfs x s o o o o o o o o o o o o o o o o Q= 7.30 cfs x o I. Ix (Allow.Outflow) o I I x 0 I NO T TO SCALE I x o I ============ I I o I I x '-----------------------1-----------------------------1 ------------ 15 .00 minut es 17.43 minutes Quick TR-55 Ver.5.47 S/N : Executed: 12:20:45 08-06-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. QUALITY SUITES HOTEL ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 . I I Allowable Outflow: Required Storage: 8 .19 cfs 0 .121 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 14.75 cfs Inflow .HYD stored: lOIN .HYD * ********************************************************************** I /------- Td = 13 minutes I Approx. Duration for Max. Storage ------/ Return Freq: 10 yr C adj.factor: 1.00 1 I I I I x . I. Tc= I Q 10.00 8.635 16.39 I x x x x x x xJx I minutes in/hr cf s I I I I I I I Required Storage J 0.121 ac-ft J I x x x x x x x x x x Area (ac) : Weighted C: Adjusted C: 2.37 0.80 0.80 Td= 13 minutes I 7.770 in/hr Q 14.75 cfs x s o o o o o o o o o o o o o o o o Q= 8.19 cfs x o J. Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.00 minutes 17.45 minutes Quick TR-55 Ver.5.47 S/N: Executed: 12:20:45 08-06-2004 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. QUALITY SUITES HOTEL ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable Outflow: 9.36 cfs * Required Storage : 0.138 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 16.86 cfs Inflow .HYD stored: 25IN .HYD * ********************************************************************** I Td = 13 minutes I Return Freq: 25 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I I I 9.861 in/hr I Area (ac): 2.37 I Q 18.71 cfs I Weighted C: 0.80 I -1· I Adjusted C: 0.80 F I I L I I Required Storage I 0 I 0.138 ac-ft I Td= 13 minutes W I I I I 8.885 in/hr I xx xx xx xix xx xx x x xx xx Q 16.86 cfs c I I f J x x s I o o o o o o o o o o o o o o o o Q= 9.36 cfs I x o I. Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I o I ============ I I o I I x ~-----------------------1-----------------------------1------------ 15.00 minutes 17 .45 minutes Quick TR-55 Ver.5 .47 S /N: Executed : 12:20:45 08-06-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Requi red Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. QUALITY SUITES HOTEL ********************************************************************** * RETURN FREQUENCY: 50 yr * 'C' Adjustment : 1.000 Allowable Outflow: Required Storage: 10.58 cfs * 0.156 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 19.08 cfs Inflow .HYD stored: 50IN .HYD * ********************************************************************** I /------- Td = 13 minutes I Approx . Duration for Max. Storage ------/ x . I. Tc= I Q 10.00 11 .148 21.15 I x x x x x x xix I minut es in /hr cfs I I I I I I I Require d Storage I 0 .15 6 ac-ft I I x x x x x x x x x x Return Freq: 50 yr c adj.factor: 1.00 Area (ac): Weighted C: Adjusted C: 2.37 0.80 0.80 Td= 13 minutes I 10.056 in/hr Q 19.08 cfs x s o o o o o o o o o o o o o o o o Q= 10.58 cfs x o I . Ix (Allow.Outflow) o I I x 0 I NO T TO SCALE I x o I ============ I o I I x -----------------------1-----------------------------1------------ 15.00 minutes 17.46 minutes Quick TR-55 Ver.5.47 S/N: Executed: 12:20:45 08-06-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I QUALITY SUITES HOTEL ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1 .000 Allowable Outflow: Required Storage : 11.04 cfs 0.163 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 19.91 cfs Inflow .HYD stored: lOOIN .HYD * ********************************************************************** Td = 13 minutes I /-------Approx. Duration for Max . Storage ------/ Return Freq: 100 yr C adj .factor: 1.00 1 I x . /. TC= I Q 10 .00 11. 639 22.09 I x x x x x x x/x I minutes in /hr cfs I I I I I I I Required Storage / 0.163 ac-ft I I x x x x x x x x x x Area (ac): Weighted C: Adjusted C: 2.37 0.80 0.80 Td= 13 minutes I 10.495 in/hr Q 19. 91 cfs x s o o o o o o o o o o o o o o o o Q= 11.04 cfs x o I. /x (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I I o I I x '-----------------------!-----------------------------/------------ 15.00 minutes 17.46 minutes Quick TR-55 Ver.5.47 S /N: Executed: 12:20:45 08-06-2004 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METH OD * * ----Grand Summary For All Sto rm Frequencies * * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg. Area = . . . . . . . . . ..... . . . . . . . . . . . . . . . . QUALITY SUITES HOTEL 2.37 acres Tc = 10.00 minutes . . . . . . . . ................................ . ...... . . . . . . . . . . . . . ................. . VOLUMES Frequency Adjusted Duration Intens . Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I lac-ft) (ac-ft) ------------------------------------------------------1--------------------- 2 5 10 25 50 100 0.800 13 0 .800 13 0.800 13 0.800 13 0.800 13 0.800 13 5.646 6.903 7.770 8.885 10.056 10.495 10. 71 13 .10 14.75 16.86 19.08 19.91 6 .00 7.30 8.19 9.36 1 0 .58 11. 04 1 I I I I I 0.192 0.235 0.264 0.302 0.342 0.357 0.087 0.107 0.121 0.138 0.156 0.163 EXHIBIT 5 Quick TR-55 Ver.5.47 S /N : Executed: 16:44:03 08-09 -2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur a t Tc hydrograph recession .leg. I QUALITY OFFICE SUITES ********************************************************************** * * RETURN FREQUENCY: 2 yr 'C' Adjustment : 1.000 Allowable Outflow: Required Storage: 5.58 cfs 0.081 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 9.96 cfs Inflow .HYD stored: 2IN .HYD * ********************************************************************** Td = 13 minutes I Return Freq: 2 yr /-------Approx. Duration for Max. Storage ------/ C adj .factor : 1 .00 1 x . I . Tc= I Q 10.00 6 .327 11.16 I x x x x x x xJx I minutes in /h r cf s I I I I I I I Required Storage I 0.081 ac-ft I I x x x x x x x x x x Area (ac): Weighted C: Adjusted C: 2.20 0 .80 0.80 Td= 13 minutes I 5.646 in/hr Q 9.96 cfs x s o o o o o o o o o o o o o o o o Q= 5.58 cfs x o I . Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -----------------------1-----------------------------1------------ 15 .00 minutes 17.40 minutes Quick TR-55 Ver.5.47 Executed: 16:10:27 S/N: 08-09-2004 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Requ ired Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. QUALITY OFFICE SUITES ********************************************************************** * RETURN FREQUENCY: 5 yr * 'C' Adjustment: 1.000 Allowable Outflow: 6.78 cfs * Required Storage: 0 .099 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 12.18 cfs Inflow .HYD stored: SIN .HYD * ********************************************************************** I Td = 13 minutes I Return Freq: 5 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I I I 7. 693 in/hr I Area (ac) : 2. 20 I Q 13.57 cfs I Weighted C: 0.80 I .1. I Adjusted C: 0.80 F I I L I I Required Storage I 0 I 0.099 ac-ft I Td= 13 minutes W I I I I 6.903 in/hr I xx xx xx xix xx xx xx xx xx Q 12.18 cfs c I I f I x x s I o o o o o o o o o o o o o o o o Q= 6.78 cfs I x o I. Ix (Allow .Outflow) I o I I I x 0 I NOT TO SCALE I x I o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.00 minutes 17.43 minutes Quick TR-55 Ver.5.47 S/N: Executed: 16:10:27 08-09-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I QUALITY OFFICE SUITES ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 7.62 cfs 0.112 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 13.71 cfs Inflow .HYD stored: lOIN .HYD * ********************************************************************** Td = 13 minutes I Return Freq: 10 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 x . I. Tc= I Q 10 .00 8.635 15.23 I x x x x x x xix I minutes in/hr cfs I I I I I I I Required Storage I 0.112 ac-ft I I x x x x x x x x x x Area (ac): Weighted C: Adjusted C: 2.20 0.80 0.80 Td= 13 minutes I 7.770 in/hr Q 13.71 cfs x s o o o o o o o o o o o o o o o o Q= 7.62 cfs x o I. Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.00 minutes 17.44 minutes Quick TR-55 Ver.5.47 S/N: Executed: 16:10:27 08-09-2004 F L 0 w c f MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. I QUALITY OFFICE SUITES ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 8.70 cfs 0.128 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 15.67 cfs Inflow .HYD stored: 25IN .HYD * ********************************************************************** Td = 13 minutes I Return Freq: 25 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor: 1.00 Tc= 10 .00 I 9.861 Q 17.39 . I I x x x x x x xjx I x minutes in/hr cfs I I I I I I I Required Storage I 0.128 ac-ft I I x x x x x x x x x x Area (ac) : Weighted C: Adjusted C: 2.20 0.80 0.80 Td= 13 minutes I 8.885 in/hr Q 15.67 cfs x s o o o o o o o o o o o o o o o o Q= 8.70 cfs x o jx (Allow.Outflow) o I x 0 NOT TO SCALE I x I 0 I ============ I I 0 I I x ------------------------!-----------------------------!------------ 15.00 minutes 17.45 minutes Quick TR-SS Ver.S.47 S /N: Executed : 16:10 :27 08-09-2004 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc h ydrograph recession leg . QUALITY OFFICE SUITES ********************************************************************** * RETURN FREQUENCY: SO yr * 'C' Adjustment: 1.000 Allowable Ou tflow : 9.83 cfs * Required Storage: 0.14S ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 17.74 cfs Inflow .HYD stored : SOIN .HYD * ********************************************************************** I Td = 13 minutes I Return Freq : SO yr /-------Approx. Duration for Max. Storage------/ C adj.factor : 1.00 I I I I I Tc= 10 .00 minut es I J I 11.148 in /hr I Area (ac) : 2. 20 J Q 19.67 cfs I Weighted C: 0.80 I .1. I Adjusted C: 0.80 F I I L I J Required Storage I 0 J 0.14S ac-ft I Td= 13 minutes W I I I I 10.0S6 in/hr J xx xx xx xix xx x x xx xx xx Q 17.74 cfs c I I f I x x s I o o o o o o o o o o o o o o o o Q= 9.83 cfs I x o I. Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I I o I I x '-----------------------1-----------------------------1------------ lS .00 minutes 17.46 minutes Quick TR-55 Ver.5.47 S/N: Executed: 16:10:27 08-09-2004 MODIFIED RATIONAL METHOD ----Graphical Summary for Maximum Required Storage ---- First peak outflow point assumed to occur at Tc hydrograph recession leg. QUALITY OFFICE SUITES ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 Allowable Outflow: Required Storage: 10.27 cfs * 0.151 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 18.51 cfs Inflow .HYD stored: lOOIN .HYD * ********************************************************************** I Td = 13 minutes I Return Freq: 100 yr /-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00 I I I I I Tc= 10.00 minutes I I I 11.639 in/hr I Area (ac): 2.20 I Q 20.53 cfs I Weighted C: 0.80 I -1· I Adjusted C: 0.80 F I I L I Required Storage I 0 I 0.151 ac-ft I Td= 13 minutes W I I I I 10.495 in/hr I xx xx xx xix xx xx xx xx xx Q 18.51 cfs c I I f I x x s I o o o o o o o o o o o o o o o o Q= 10.27 cfs I x o I. Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I I o I I x '-----------------------1-----------------------------1------------ 15.00 minutes 17.45 minutes Quick TR-55 Ver.5.47 S /N: Executed: 16 :10:27 08-09-2004 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL MET HOD * * * ----Grand Summary For All Storm Frequencies * * * * ************************************************************************ ************************************************************************ First peak outflow point assumed to occur at Tc hydrograph recession leg . Area = . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . QUALITY OFFICE SUITES 2.20 acres . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tc = 10.00 minutes ................ . ................... . VOLUMES Frequency Adjusted Duration Intens . Qpeak Allowable I Inflow Storage (years) 'C' minutes in/hr cfs cfs I (ac-ft) (ac-ft) ------------------------------------------------------1--------------------- 2 5 10 25 50 100 0.800 0.800 0.800 0.800 0 .800 0.800 13 13 13 13 13 13 5.646 6.903 7.770 8.885 10.056 10.495 9 .96 12.18 13.71 15.67 17.74 18 .51 5.58 6.78 7.6 2 8.70 9.83 10.27 1 I I I I I 0.178 0.218 0.245 0.281 0 .318 0.331 0 .079 0 .099 0.112 0.128 0.145 0 .151 POND-2 Version : 5.21 S/N: QUALITY SUITES HOTEL CALCULATED 09-23-2004 11:13:03 DIS K FILE: c:\l data \data2004\12-04\pond-h\12-04 .VOL Planimeter scale: 1 inch 1 ft. * EXHIBIT 6 Elevation (ft) Planimeter (sq. in.) Area (acres) Al+A2+sqr(Al*A2) (a cres ) Volume (acre-ft) Volume Sum (acre-ft) 286.40 9.00 0.00 0.00 0.00 0.00 288.50 9.00 0.00 0.00 0.00 0.00 288.70 3,000.00 0.07 0.07 0.00 0.01 288.90 10,000.00 0.23 0.42 0.03 0.03 289.30 13,500.00 0.31 0 .81 0 .11 0.14 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl, EL2, respectively Incremental vo lume between ELl and EL2 POND-2 Versi o n : 5.21 S/N: >>>>> OUTFLOW HYDROGRAPH ESTIMATOR <<<<< Inflow Hydrograph: c:\ldata \data2004 \12-04\pond-h\25IN .HYD Qpeak = 16.9 cfs Estimated Outflow: c:\ldata \data2004 \12-04 \pond-h\ESTIMATE.E ST Qpeak = 9.4 cfs Approximate Storage Volume (computed from t= 0.00 to 0.29 hrs) 0.2 acre-ft EXHIBIT 7 POND-2 Version: 5.21 S/N: Plotted: 09-23 -2004 .02 .03 .O S .07 .08 .1 .12 .13 .15 .17 .18 .2 .22 .23 .25 .27 .28 .3 .32 .33 .35 .37 Flow (cfs) 0.0 2.0 4.0 6.0 8 .0 10 .0 12.0 14.0 16 .0 18 .0 20.0 22 .0 .------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1 - 1 -I x * I x -I I -I I -I I -I I -I I -I I -I I -I I -I TIME (hrs) x x x * * * x x x x * * * * x x x x x x x x x x x * * * * * * * * * * * * * * * * * * x * x * x * x * x * x * x * x * x * x * x * x * x * * * * * * * File: c :\ldata\data2004\12-04\pond-h\2 5IN .HYD x File: c:\ldata\data2004 \12-04\pond-h\ESTIMATE.EST Qmax Qmax 16.9 cfs 9 .4 cfs Ou t l et Structure File: 12-04 .STR POND-2 Version: 5.21 Da te Execu t ed: S/N: Time Executed: ******************** QUALITY SUITES HOTEL ******************** >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft)? E2 elev . (ft) ? Diam. (ft)? Inv. el. (ft)? Slope (ft/ft)? Tl ratio? T2 ra t io? K Coeff.? M Coeff.? c Coeff.? Y Coeff.? Form 1 or 2? Slope factor? 286.4 289.301 1. 00 286.4 .01 .534 .555 .0 1 96 .89 2 -0 .5 Out let Stru cture File: 12-04 .STR Out flow Rat i ng Table for Structure #1 CUL VERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** E l e vation (f t ) Q (cfs) Computation Messages --------------------------------------------- 286.4 0 0.0 No headwater 287.1 0 0 .7 Equ.2: HW =.5 2 87 .6 0 2.4 Equ.2: HW =l. 0 288.10 4.4 Submerged: HW =1.5 288 .6 0 5.9 Submerged: HW =2.0 289.1 0 7.1 Submerged : HW =2.5 289.30 7.6 Submerged: HW =2.7 EXHIBIT 8 Used Uns ubmerged Equ. Form (2) for elev. less tha n 28 7 .6 7 ft Used Subme r ge d Equ a t ion for elevations greater than 2 87 .8 ft HW =Head wa t er (ft) Transition flows interpolated from the following value s: E l=28 7 .67 f t ; Ql=2 .75 cfs; E2=287.8 ft; Q2=3 .14 cf s Outlet Structure File: 12-04 POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: ******************** QUALITY SUITES HOTEL ******************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures -------------- 286.40 287.10 287.60 288.10 288.60 289.10 289.30 ------- 0.0 0.7 2.4 4.4 5.9 7.1 7.6 1 1 1 1 1 1 1 Outlet Structure File: 12-04 .STR POND-2 Version: 5.21 Date Executed: S/N : Time Executed: ******************** QUALITY SUITES HOTEL ******************** Min. Elev. (ft) = 286.4 Max. Elev. (ft ) = 289.3 Iner. (ft) Additional elevations (ft) to be incl uded in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table CULVERT-CR 1 -> 1 . 5 EXHIBIT 9 08/10/04 QUALITY SUITES HOTEL GRATE INLET Use Weir Equation : Q=An *C*(2*g*h)"1 /2 Q = discharge , cfs L = grate length , ft W = grate width , ft At= gross grate inlet area , s.f. An = grate net area , s.f . 50 .00% of gross H = maximum possible height of water above grate at 0100, ft c = 0 .7 L w At An H (2*g*h)"1/2 Q INLET ft ft sq . ft . sq . ft. ft cf s 2.00 2.00 4.00 2.00 1.30 9.15 12.81 I -------------------- EX HIBI T 10 POND-2 Version: 5 .21 S /N : EXECUTED: 09-23-2004 12 :31:2 8 S TORM # 1 Page 1 Re turn Freq: 2 years ************************** * * * QUALITY SUITES HOTEL * * * * * * * ************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph : c:\ldata\data2004 \12-04 \pond2-hr \12-04 c:\ldata\data 2 004 \12-04 \pond2-hr \2IN c:\ldata \data20 0 4 \12-04 \p o nd2-hr \2 OUT Starting Pond W.S . Elevation 28 6 .6 0 ft .PND .HYD .HYD ***** Summary of Peak Outflow and Peak Elevation ***** Pond File: Peak Inflow Peak Outflow Peak Elevation 1 0.71 cfs 6 .15 cfs 288 .8 7 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.05 ac-ft 0.05 ac-ft STORM # 1 Return Freq: Inflow Hydrograph: c:\ldata \data2004 \12-04 \pond2-hr \12-04 c:\ldata\data2004 \12-04 \pond2-hr \2IN c:\ldata\data2004 \12-04 \pond2-hr \2 OUT Outflow Hydrograph: 2 years .PND .HYD .HYD EXECUTED: 09-23-2004 Peak Inf l ow Peak Outflow Peak Elevation 10.71 cfs 6.15 cfs 288.87 ft 12:31:28 POND-2 Version: 5.21 S /N: Page 2 Return Freq: 5 years EXECUTED: 09-23-2004 11:0 9:34 STORM # 2 ************************** * * * QUALITY SUITES HOTEL * * * * * * * * * ************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph: c:\l data\data 2004\12-04 \pond-h\12-04 c:\ldata \data2004 \12-04 \pond-h\SIN c:\ldata\data2004 \12 -04 \pond-h\5 OUT .PND .HYD .HYD Starting Pond W.S. Elevation 286.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevati on 13.10 cfs 6.98 cfs 289.05 ft ***** Summary of Approximate Peak Storage ***** Pond File: Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.07 ac-ft 0.07 ac-ft STORM # 2 Return Freq: 5 years Inflow Hydrograph: c:\ldata\data2004\12-04\pond-h\12-04 .PND c:\ldata\data2004\12-04\pond-h\5IN .HYD c:\ldata\data2004\12-04 \pond-h\5 OUT .HYD Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation 13.10 cfs 6.98 cfs 289.05 ft EXECUTED: 09-23-2004 POND-2 Version : 5.21 S /N: Page 3 Return Freq: 10 years EXECUTED: 09-23-2004 11:09:34 STORM # 3 ************************** * * * QUALITY SUITES HOTEL * * * * * * * * * ************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph: c:\ldata \data2 004\12-04 \pond-h \12 -04 c:\ldata \data2004 \12-04 \pond-h\10IN c :\ldata \data2004\12-04 \pond-h \10 OUT .PND .HYD .HYD Starting Pond W.S. Elevation 286.60 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 14.75 cfs 7 .22 cfs 289 .15 ft ***** Summary of Approximate Peak Storage ***** Pond File: Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.10 ac-ft 0.10 ac-ft STORM # 3 Return Freq : 10 years Inflow Hydrograph: c:\ldata \data2004\12-04 \pond-h\12-04 .PND c:\ldata\data2004\12-04 \pond-h\10IN .HYD c:\ldata\data2004\12-04 \pond-h\10 OUT .HYD Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation 14.75 cfs 7.22 cfs 289.15 ft EXECUTED: 09-23-2004 POND-2 Version: 5.21 S/N : Page 4 Return Freq: 25 years EXECUTED: 09-23-2004 11 :09:34 STORM # 4 ************************** * * * QUALITY SUITES HOTEL * * * * * * * * * ************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph: c:\ldata\data2004 \12-04\pond-h\12-04 c:\ldata\data2004\12-04\pond-h\25IN c:\ldata\data2 004 \12-04 \pond-h \25 OUT .PND .HYD .HYD Starting Pond W.S. Elevation 286.60 ft ***** Summary of Peak Outflow and Peak Ele v ation ***** Peak Inflow Peak Outflow Peak Elevation 16 .86 cfs 7 .47 cfs 289.25 ft ***** Summary of Approximate Peak Storage ***** Pond Fi l e: Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac-ft 0.13 ac-ft 0.13 ac-ft STORM # 4 Return Freq: 25 years Inflow Hydrograph: c:\ldata\data2004\12-04\pond-h\12-04 .PND c:\ldata\data2004\12-04 \pond-h\25IN .HYD c:\ldata\data2004\12-04 \pond-h\25 OUT .HYD Outfl o w Hydrograph : Peak Inflow Peak Outflow Peak Elevation 16.86 cfs 7.47 cfs 289.25 ft EXECUTED: 09-23-2004 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: QUALITY SUITES HOTEL Comment: FLOW IN 30" RCP Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Co mputed Results: Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . 2 .50 ft 0.0050 ft /ft 0 .013 23.15 cfs 1.69 ft 6.56 fps 3 .53 sf 1.64 ft 0.0054 ft/ft 67.55 % 29.00 cfs 31.20 cfs EXHIBIT 11 Froude Number .... . 0.94 (flow i s Subcritical) Open Channel Flow Modul e , Version 3 .21 (c ) 1 99 0 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Rectangul ar Cha nnel Analysis & Design Open Channel -Uniform flow Worksheet Nam e: QUALITY SUITES HOTEL Co mment: CURB CUT SPILLWAY So lve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ........... . Com pute d Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . 4.00 ft 0 .013 0 .0150 ft /ft 0 .50 ft 15.20 cfs 7.60 fps 2.00 sf 4 .00 ft 5 .00 ft 0 .7 7 ft 0.0042 ft/ft EXHIBIT 11• A Froude Number ... . 1.89 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1 990 Haestad Methods, Inc. * 37 Brooksi d e Rd * Waterbury, Ct 06708 EXHIBIT 12 POND-2 Version : 5 .21 S /N : QUALITY OFFI CE SUITE S CALCULATED 09-2 3-2 004 14 :04 :50 DISK FILE: C :\1DATA \DATA 2 0 04 \1 2 -0 4 \POND-OR \12 -04 .VOL Planimeter scale : 1 i n ch 1 ft. * Elevation (ft) Planimeter (sq . in .) Area (acres) Al+A2+sqr(Al*A2) (acr e s) Volume (acre-ft) Volume Sum (acre-ft) 284.50 0.00 284.90 5,400.00 2 85.30 23,300 .00 0 .00 0.1 2 0 .53 0.00 0 .1 2 0 .9 2 0.00 0.02 0.12 0.00 0.02 0.14 * Incremen tal vol um e computed by the Conic Me thod for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Are al+ Area 2 +sq .rt. (Areal *Area2)) where: ELl, EL2 Areal,Area2 Volume Lower and upper elevations of the increment Areas computed for ELl, EL2, respective l y Incremental volume between ELl and EL2 POND-2 Version: 5.21 S /N: >>>>> OUTFLOW HYDROGRAPH ESTIMATOR <<<<< Inflow Hydrograph: C:\1DATA \DATA2004\12-04 \POND-OR \25IN .HYD Qpeak = 15.7 cfs Estimated Outflow: C:\1DATA \DATA2004 \12-04 \POND-OR\ESTIMATE.EST Qpeak = 8 .7 cfs Approximate Storage Volume (computed from t= 0.00 to 0.29 hrs) 0 .1 acre-ft EXHIBIT 13 POND-2 Version : 5.21 S /N: Plotted: 09-23-2004 Flow (cfs) 0.0 2.0 4.0 6 .0 8.0 10.0 12.0 14.0 16.0 18.0 20 .0 22.0 .------1-----1-----1-----1-----1-----1 -----1-----1-----1-----1-----1- 1 .02 -I x * I x * . 03 -I x * I x * . 05 -I x * I x * .01 -I x * I x * . 08 -I x * I x * .1 -I x * I x * .12 -I x * I x * .13 -I x * .15 .17 .18 .2 .22 .23 .25 .27 .28 .3 .32 .33 .35 .37 TIME (hrs) * * * * x x x x x x x x * * * x x x x x x * x * x * x * x * * * * * * * * * * * * * * * * * * * File: C:\1DATA\DATA2004\12-04\POND-OR\25IN .HYD x File: C:\1DATA\DATA2004\12-04\POND-OR\ESTIMATE.EST Qmax Qmax 15.7 cfs 8.7 cfs Outlet Structure File: 12 -04 .STR S /N: POND-2 Version: 5.21 Date Executed: Time Executed: ********************* QUALITY OFFICE SUITES ********************* >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical Rectangular El elev. (ft)? E2 elev. (ft)? Weir coefficient? Weir elev. (ft)? Length (ft)? Contracted/Suppressed Outlet Structure File: 12-04 .STR 284.5 285.301 3.087 284.5 3.75 (C/S)? C POND-2 Version : 5.21 Date Executed: S/N: Time Executed: ********************* QUALITY OFFICE SUITES ********************* Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Comp ut ation Messages --------------------------------------------- 284 .50 0.0 H =0.0 284.70 1.0 H =.2 284.90 2.9 H =.4 285.10 5.2 H =.6 285.30 7.9 H =.8 C = 3 .087 L (ft) = 3.75 H (ft) Table elev. -Invert elev . ( 284. 5 ft ) Q (cfs) = C * (L-.2 H) * (H**l.5) --Contracted Weir EXHIBIT 14 Outlet Structure File : 12-04 .STR POND-2 Version: 5 .21 Date Executed: S /N : Time Ex e c uted: ********************* QUALITY OFFICE SUITE S ********************* ***** COMPOSITE OUTFL OW SUMMAR Y **** Elevation (ft) 284 .50 284.70 284.90 285.10 285.30 Q (cfs) 0.0 1.0 2.9 5.2 7.9 Contributing Structures 1 1 1 1 1 Outlet Structure File: 12-04 .STR POND-2 Version : 5.21 Date Executed: S /N: Time Ex ecuted: Outlet Structure File : Planimeter Input File : ·Rating Table Output File: ********************* QUALITY OFFICE SUITES ********************* C:\1DATA \DATA2004\12-04\POND-OR\12-04 C:\1DATA \DATA2004 \12-04 \POND-OR\12-04 C:\1DATA \DATA2004 \12-0 4 \POND-OR\12-04 .STR .VOL .PND Min. Elev. (ft) = 284.5 Max. Elev. (ft) = 285.3 Iner. (ft) Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No . Q Table Q Table WEIR-VR 1 -> 1 Outflow rating table summary was stored in file: C:\1DATA\DATA2004 \12-04\POND-OR\12 -04 .PND . 2 EXHIBIT 1 5 POND-2 Version: 5.21 S/N: EXECUTED: 09-23-2004 14:11:31 STORM # 1 Page 1 Return Freq: 2 years *************************** * * * QUALITY OFFICE SUITES * * * * * * * * * *************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fil e: Inflow Hydrograph: Outflow Hydrograph: C:\1DATA\DATA2004\12-04\POND2-0R\12-04 C:\1DATA\DATA2004\12-04\POND2-0R\2IN C:\1DATA\DATA2004\12-04 \POND2-0R\2 OUT .PND .HYD .HYD Starting Pond W.S. Elevation 284.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 9 .96 cfs 5.66 cfs 285 .14 ft ***** Summary of Approximate Peak Storage ***** Pond F ile: Initial Storage P eak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.07 ac-ft 0 .07 ac-ft STORM # 1 Return Freq: 2 years Infl ow Hydrograph: C :\1DATA\DATA2004\12-04\POND2-0R\1 2-0 4 .PND C:\1DATA\DATA2004\12-04\POND2-0R\2IN .HYD C:\1DATA\DATA2004 \12-04\POND2 -0R\2 OUT .HYD Outf low Hydrograph: Peak Inflow Peak Outflow Peak Elevat i on 9.96 cfs 5.66 cfs 285.14 ft EXECUTED: 09-23-2 0 04 14:11:31 POND-2 Version: 5.21 S/N: Page 2 Return Freq: 5 years EXECUTED: 09-23 -2004 14:03:41 STORM # 2 *************************** * * * QUALITY OFFICE SUITES * * * * * * * * * *************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph: C:\1DATA\DATA2004\12-04\POND-OR\12-04 C:\1DATA\DATA2004\12-04\POND-OR\5IN C:\1DATA\DATA2004 \12-04 \POND -OR \5 OUT .PND .HYD .HYD Starting Pond W.S . Elevation 284.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 12.18 cfs 6.55 cfs 285.20 ft ***** Summary of Appr~ximate Peak Storage ***** Pond File: Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.10 ac-ft 0 .10 ac-ft STORM # 2 Return Freq: 5 years Inflow Hydrograph : C:\1DATA\DATA2004\12-04\POND-OR\12-04 .PND C:\1DATA\DATA2004\12 -04\POND-OR\5IN .HYD C :\1DATA \DATA 2004\12-04 \POND-OR \5 OUT .HYD Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation 12.18 cfs 6.55 cfs 285.20 ft EXECUTED: 09-23-2004 14:03:41 POND-2 Version: 5.21 S /N: Page 3 Return Freq: 10 ye ars EXECUTED: 09-23-2004 14:03:41 STORM # 3 *************************** * * * QUALITY OFFICE SUITES * * * * * * * * * *************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : Inflow Hydrograph: Outflow Hydrograph: C:\1DATA \DATA2004\12-04 \POND-OR\12-04 C :\1DATA\DATA2004\12-04 \POND-OR\10IN C:\1DATA\DATA2004\12-04 \POND-OR\10 OUT .PND .HYD .HYD Starting Pond W.S. Eleva tion 284 .50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 13.71 cfs 7.12 cfs 285.24 ft ***** Summary of Approximate Peak Storage ***** Pond File: Initial Storage Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.12 ac-ft 0.12 ac-ft STORM # 3 Return Freq: 10 years Inflow Hydrograph: C:\1DATA\DATA2004\12-04\POND-OR\12-04 .PND C:\1DATA\DATA2004\12-04\POND-OR\10IN .HYD C:\1DATA\DATA2004\12-04 \POND-OR\10 OUT .HYD Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation 13 .71 cfs 7.12 cfs 285.24 ft EXECUTED: 09-23-2004 14 :03:41 POND-2 Version: 5 .21 S/N: Page 4 Return Freq: 25 years EXECUTED: 09-23-2004 14:03:41 STORM # 4 *************************** * * * QUALITY OFFICE SUITES * * * * * * * * * *************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: Inflow Hydrograph: Outflow Hydrograph: C:\1DATA\DATA2004\12-04 \POND-OR\12-04 C:\1DATA\DATA2004\12-04\POND-OR\25IN C:\1DATA\DATA2004 \12-04 \POND-OR \25 OUT .PND .HYD .HYD Starting Pond W.S. Elevation 284.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 15.67 cfs 7.85 cfs 285.30 ft ***** Summary of Approximate Peak Storage ***** Pond File: Initial Storage Peak Storage From Storm Total Storage in Pond 0 .00 ac-ft 0.14 ac-ft 0 .14 ac-ft STORM # 4 Return Freq: 25 years C:\1DATA\DATA2004\12-04\POND-OR\12-04 .PND Inflow Hydrograph: C:\1DATA\DATA2004\12-04\POND-OR\25IN .HYD Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation C:\1DATA\DATA2004\12-04\POND-OR\25 OUT .HYD 15.67 cfs 7.85 cfs 285.30 ft EXECUTED: 09-23-2004 14:03:41 Rectangular Channel Analysis & Design Ope n Channel -Uniform flow Worksheet Name: QUALITY OFFICE SUITE Comment: FLOW IN OPEN CONCRETE CULVERT Solve For Depth Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4.00 ft 0.013 0 .0053 ft/ft 66.80 c f s 2.01 ft 8.33 fps 8.02 sf 4 .00 ft 8 .01 ft 2 .05 ft 0.0050 ft/ft 1.04 (flow is Supercritical) Open Channel Flow Module, Version 3 .21 (c) 1990 EXHIBIT 16 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 , Trapezoidal Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: QUALITY OFFICE SUITE Comment: FLOW IN OPEN RIP RAP CHANNEL Solve For Depth Given Input Data: Bottom Width ..... Left Side Slope .. Right Side Slope. Manning's n ..... . Channel Slope ... . Discharge ....... . Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4.00 ft 2.00 :1 (H :V) 2 .00 :1 (H:V ) 0 .0 3 0 0.0050 ft /ft 6 6 .80 cfs 2.03 ft 4.07 fps 16.41 sf 1 2 .1 4 ft 13.10 ft 1.57 ft 0.0140 ft/ft 0.6 2 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 EXHIBIT 17 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 AUG-2 4 -0 4 TUE 11:05 GALINDO ENGINEERS 979 8 46 8868 GALINDO ENGINEERS AND PLANNERS, [NC. 3833 South Texas Ave., Suite 213 Bryan. Texas 77802 (979) 846 -8868 QUALITY SUITES HOTEL AND QUALITY OFFICE SUITES .FJRC£L0li___t{ME1~ .~.S.lS P.0 2 Water demand for the hotel is calculated on the basis of 150 gpd per capita. This demand applied to 81 double rooms, and a peaking factor of 3.5 results in a total demand of 85,050 gpd or approximately 59 gpm . Water demand for the office building is calculated on the basis of 60 gpd per capita. Thts demand applied to ten offices, 5 occupants per office, and a peaking factor of 3.5 results in a total demand of 10,500 gpd or approximately 8 gpm . 2. FIREFLOW ANALYSIS The ftre flow analysts for this water line used an assumed pressure value of 60 psi in the existing 6" water line along Texas Ave. South. The analysis was made using the Hazen·Wi\\iams equation with a coefficient of 140. The fire flow requirements were obtained from the 2000 International Fire Codes, Table 6105 .1: Floor area 111 18,250 s.f, Total floor area "' 54,750 s.f. (3 floors) Fire flow for Type V-6 and 1 B construction : 6,250 gpm Credit currently envisioned by City of College Station due to sprinkling the building is 50 %. Therefore the required fire flow is 3, 125 gpm . And the total max1mum demand at the end of a possible fire line is calculated as 31 125 + 59 + 8 ,. 3, 192 gpm This demand divided by three , for each of three fire hydrants, ls 1 ,064 gpm per hydrant. The flow characteristics at the proposed S.H. 6 South fire hydrant (FH-1) are Q Length Elev Diam p v Location gQffi fi fi 1n fil! w FH·1 0 100 60.00 At hose 1,064 5 100 6 159.8~ 12.04 The flow characteristics into the building from proposed fire hydrant (FH -2.) at rear N.W. corner of hotel are Q Length Elev Diam p v Location ~ fi it in ~ ~ fH -2 0 100 60.00 At hose 1,064 290 100 6 l5o.s~ 12.07 Page 1 . AUG -2 4 -0 4 TUE 11:06 GALINDO ENGINEE RS 979 8 4 6 8 868 The flow characteristics at the existing Ponderosa fire hydrant (FH ·3) are Locati on FH·3 At hose 1,064 Length tl 0 5 Elev ft 100 100 Diam !O 6 p ~ 60 \59.841 P .03 v fQ§ 12.04 Thus under the conditions of this analysis the minimum residual pressure at the end of either line will be not be less than the minimum acceptable of 20 psi. Page 2 AUG -24-0 4 TUE 11:0 7 GALINDO ENGINEERS Pressure Pipe Analysis & Des i gn Circular Pipe worksheet Name: QUALITY SUITES HOTEL Comment: FH-1 Solve For Pressure ® 2 Given Input Data: Elevation® 1 .... . Pressure@ 1 ..... . Elevation@ 2 .... . Discharge ........ . Diameter ......... . Length ........... . Hazen-Williams C .. Computed Results: Pressure@ 2 ..... . Velocity ......... . Headloss ......... . 100.00 ft 60.00 psi 100.00 ft 1064.00 $Pm 6.00 in 5.00 ft 140.00 59.84 psi 12.01 fps 0.36 ft 240.69 ft 240.32 ft 979 8 4 68868 Energy Grade@ 1 .. Energy Grade@ 2 .. Friction Slope .... 72.547 ft/1000 ft Open Channel Flow Module, Version 3.21 (c} 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 P.04 AUG -24-0 4 TUE 11:0 7 GALINDO ENGINEER S Pressure Pipe Analysis & Peaign Circular Pipe Worksheet Name: QUALITY SUITES HOTEL Comment: Fl!-2 Solve For Pressure @ 2 Given Input Data: Elevation® 1 .... . Pressure@ 1 ..... . Elevation® 2 .... . Discharge ........ . Diameter ......... . Length~ .......... .. Hazen-Williams C .. Computed Results: Pressure® 2 ..... . Velocity ......... . Headless ......... . 100.00 ft 60.00 psi 100 .00 ft 1064.00 gpm 6.00 in 290.00 ft 140.00 50.88 psi 12.07 fps 21.04 ft 240.69 ft 219.65 ft 979 8 4 68868 Energy Grade® 1 .. Energy Grade@ 2 .. Friction Slope .... 72.547 ft/1000 ft Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 P.05 AUG-24-04 TUE 11:07 GALINDO ENGINEERS Pressure Pipe Analysis & Design Circular l?ipe Worksheet Name: QUALITY SUITES HOTEL comment: FH-3 Solve For Pressure @ 2 Given Input Data: Elevation@ 1 .... . Pressure@ 1 ..... . Elevation@ 2 .... . Discharge ........ . Diameter ......... . Length ........... . Hazen-Williams C .. Computed Results: Pressure@ 2 ..... . Velocity ......... . Headloss ......... . 100.00 ft 60.00 psi 100.00 ft 1064.00 gpm 6.00 in 5.00 ft 140.00 59 .84 psi 12.07 fps 0.36 ft 240.69 ft 240.32 ft 979 8468868 Energy Grade@ 1 .. Energy Grade@ 2 .. Friction Slope .... 72.547 ft/1000 ft Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 P.06 GALINDO ENGINEERS AND PLANNERS, !NC. 3833 South Texas Ave., Su ite 213 Bryan , Texas 77802 (979) 846-8868 1. TOTAL WATER QUALITY SUITES HOTEL AND QUALITY OFFICE SUITES FI RE FLOW WA TER ANA LYS IS 12-04 Water demand for the hotel is calculated on the basis of 150 gpd per capita. This demand applied to 81 double rooms, and a peaking factor of 3.5 results in a total demand of 85 ,050 gpd or approximately 59 gpm . Water demand for the office building is calculated on the basis of 60 gpd per capita . This demand applied to ten offices, 5 occupants per office , and a peak i ng factor of 3.5 results in a total demand of 10 ,500 gpd or approximately 8 gpm . 2. FIREFLOW ANALYSIS The fire flow analys i s for this water line used an assumed pressure value of 60 psi in the existing 6" water line along Texas Ave. South. The analysis was made using the Hazen-Williams equation with a coefficient of 140. The fire flow requirements wer e obtained from the 2000 International Fire Codes, Table B105.1: Floor area = 18 , 250 s. f. Total floo r area = 54, 750 s. f . (3 floors) Fire flow for Type V-B and 1 B construction : 6 ,250 gpm Credit cu r rently en v isioned by City of College Station due to sp ri nkling the building is 50 %. Therefore the required fire flow is 3 , 125 gpm. And the total maximum demand at the end of a possible fire line is calculated as 3, 125 + 59 + 8 = 3, 192 gpm This demand divided by three, for each of three fire hydrants , is 1,064 gpm per hydrant. The flow characteristics at the proposed S.H. 6 South fire hydrant (FH-1) are Location FH-1 At hose 1,064 Length ll 0 5 Elev ll 100 100 Diam in 6 p Qii 60.00 1 59 .8 ~ v ID 12.04 The flow characteri stics into the building from proposed fire hydrant (FH -2 ) at rear N.W . corner of hotel are Q Length Elev Diam p v Location gQ!!! ft ll in Qii ID FH -2 0 100 60.00 At hose 1,064 290 100 6 l5o.8 ij 12.07 Page 1 The flow characteristics at the existing Ponderosa fire hydrant (FH-3) are Location FH-3 At hose 1,064 Length .li 0 5 Elev .li 100 100 Diam in 6 p ~ 60 ls9.a~ v lli 12 .04 Thus unde r the conditions of this analysis the minimum residual pressure at the end of either line will be not be less than the minimum acceptable of 20 psi. ,._.,,,,,,~\\\~-,.. -_.,,. t. 0 F I '~ ~l -"'" ~ ~ . • •••••• .• f:...i.. f e,, --,r " ··· I.A ti.A : c, .-··· ···.:1t.r VIA ;*/ ... *" :I-kl \*~ '1'/~•t1t_••••O•••••••••••••oeeoee•••••••••111~ ~CHRISTIAN A. GAUNDOi ~·······:··~·0•············2···s······ .. ··:······~ ~"'° ... 534 /r...i6 .. , "P. ··.1> ~ •• • Q'-~ 11A 0A'.l'-· ... f91sr£.~~:-:··· ~<,.;,: if~ ,.S,s .... ..... ,Q>\: .,.,.. ~--==--===---=~~~~~~~~~~~~~~----.J·ea, 10NAL ~~ _..:-- Christian A. Galindo, P.E. # 53425, R.P.L.S. # 4473 ~~~:i. ~<t:.' ~\, ........ .._ ............. August 11, 2004 ~""'""' Page 2 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (979) 846-8868 1. TOTAL WATER QUALITY SUITES HOTEL AND QUALITY OFFICE SUITES EIRE FLOW WATER ANALYSIS 12-04 Water demand for the hotel is calculated on the basis of 150 gpd per capita. This demand applied to 81 double rooms, and a peaking factor of 3.5 results in a total demand of 85,050 gpd or approximately 59 gpm. Water demand for the office building is calculated on the basis of 60 gpd per capita. This demand applied to ten offices, 5 occupants per office, and a peaking factor of 3.5 results in a total demand of 10,500 gpd or approximately 8 gpm. 2. FIREFLOW ANALYSIS The fire flow analysis for this water line used an assumed pressure va l ue of 60 psi in the existing 6" water line along Texas Ave. South. The analysis was made using the Hazen-Willia.ms eq uation with a coefficient of 140. The fire flow requirements were obtained from the 2000 International Fire Codes, Table B105.1: Floor area = 18,250 s. f. Total floor area = 54 , 750 s. f. (3 floors) Fire flow for Type V-B and 1 B construction : 6,250 gpm Credit currently envisioned by City of College Station due to sprinkling the building is 50%. Therefore the required fire flow is 3, 125 gpm. And the total maximum demand at the end of a possible fire line is calculated as 3,125 + 59 + 8 = 3,192 gpm This demand divided by three, for each of three fire hydrants, is 1,064 gpm per hydrant . The flow characteristics at the proposed S.H. 6 South fire hydrant (FH-1) are Location FH-1 At hose 1,064 Length .tt 0 5 Elev ft 100 100 Diam in 6 p !lli 60.00 159.8~ v w 12.04 The flow characteristics into the building from proposed fire hydrant (FH-2) at rear N.W . corner of hotel are Q Length Elev Diam p v Location gQffi ft .tt in !lli w FH-2 0 100 60.00 At hose 1,064 290 100 6 l5o.8~ 12.07 Page 1 The flow characteristics at the existing Ponderosa fire hydrant (FH-3) are Location FH-3 At hose Q gQ.!]} 1,064 Length ft 0 5 Elev ft 100 100 Diam in 6 p JIB 60 159.8~ 12.04 Thus under the conditions of this analysis the minimum residual pressure at the end of either line will be not be less than the minimum acceptable of 20 psi. ..._,,,,,~\\\\\~· . ___ .... ~ t 0 F I }i~l .= '\ 't-............... '..+· ,,, : Cj •• ••• * "·.:?u-l11. ;:*/ "-* ~ ~*:' ... *I!! it!~··········"····················: ...... ~ /J jl j j A fl ~CHRISTIAN A. GALINDO~ y~l-C4_,tz:;_ ... · ... · ,1 .. .xv:x!!!~~ t,;i;:.:::;;s3-;;·2s::7~1 ,~ ___.. II ~~:···.f}IST'l~ ... ·" ~'<; _: It S,s ............ \~"\ :· --""--===---""""---------------"ti ~ 10NAL t.'' .... - Christian A. Galindo, P.E. # 53425, R.P.L.S. # 4473 t~:. ... ~ ... -~\\\'\'\''-""'" August 11, 2004 Page 2