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Home My WebLink About41 Paradowski Caw Office DP 05-68 1580 Copperfield PkwyJA~-30 -2006 18:17 FROM : 01/30/2006 17:1 7 9798468252 LETTER OF INTENT PROJECT : Crescent Pointe Subd tvision -Phase 1, Lots l & 2 Lot Dcteodan R,equirement .. FOR: ere.scent Pointe Holdings. Inc. 4500 Corter Creek Parkway, Suite l Ol Bryan, Texas 77802 TO: The City of College Station Development Services rha!'ic l. Lou l & 2 Ston:n~•tcr Deten_tion: T0 :7318809 J anuary ~o , 2006 As Owners and Developers of the 53 acre master planned subdivision, !tis our intent to provide an off-si1C deteuti.on facility for the above teft:n:nccd lots. A pcrmauent, private detention f.aci Hty will be Iocascd between Lots 7 & & of the future Phase 4 as shown on the cum:ot Master Preliminary Plat. Storm water ruooff from Lots l& 2 of l'h.a.se 1 will be conveyed to the detentio n faciliry via private & public storm sewer . Due co dcve.lopment timing of Phase J, lots 1 & 2. we as Owners, inten d to provi de a temporary dctcotion facility to attenuate excess stonnwatcr runoff !Tom said Iota . This temporary facility will be provided at an off-~ite loca.tion to be decided and will remain until such t\lne as the permanent d et::nti on facility is coostructed. ~tmmce of the temporary facility will be the respons ibility of the Crescent Point Holdings, Inc. until such time as the permanent detention facility is constructed . At the time of final completion of the permanent detention facility. tb .e tem.porary facility located will be demolished aod the land reclaimed for development. Crescent Pofrrte Holding$, Inc . ('.d KLIN G ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 B.J. Kling, P.E., R.P.L.S. S.M. Kling, R.P.L.S. Date : March 1, 2006 To : Josh Norton City of College Station From: Jeremy Peters , E .I.T . B.J. Kling, P .E . Re : Crescent Pointe Phase 1 Telephone 979 / 846-6212 Fax 979 / 846-8252 Temporary Detention Pond for Lot 1 Development Post Office Box 4234 Bryan, Texas 77805 Crescent Pointe Phase 1 is located adjacent to SH 30 , and it is bound by SH 30 , Copperfield Parkway, and Crescent Pointe Parkway. Lot 1 of this development is located at the comer of Co pperfield Parkway and Crescent Pointe Parkway. The proposed development of this site include s an 8,000 SF office building and parking facilities. This attached grading plan shows a propos ed temporary detention facility for the development of lot 1. This report will show the proposed temporary de te nti on fa c ility will attenuate excess runoff for the 2-100 yr . events as a result of the dev elopment of lot 1. Lot 1 is currently undeveloped with a grass /wooded land cover. The av erage C v alu e fo r th e undev eloped sit e is 0.45. Runoff from the existing site as shown below. Table 1 Storm Event Runoff(cfs) 2 yr. 3 .3 9 5 yr . 4 .12 10 yr. 4 .62 2 5 yr. 5.2 8 50 yr. 5 .97 100 yr. 6.23 A temporary detention pond is proposed to provided detention for the increased runo ff from the de velopment of lot 1. The detention pond has an earthen berm w ith a top of berm e lev ation of 2 88.00'. pg l of2 The runoff from lot 1 will drain to the detention pond through an 18" HDPE pipe which has been designed by Pledger Kalkomey, Inc. This pipe terminates at the property line at flowline elevation 286.00'. An additional 20 LF of 18" HDPE pipe will be added to cross the property line and a public utility easement and enter the pond at flowline elevation 285.65'. The pond outlet works consists of a 25 .54 LF of 12" CMP pipe , with an upstream flowline of 285.26' and a downstream elevation of 285.00'. The post-developed site has an average C value of 0. 72. This results in increased runoff as can be seen in Table 2. In addition, Table 2 also shows the outflow from the pond. Table 2 Post-Developed Storm Event Q into Pond (cfs) Q out of Pond (cfs) 2 yr. 3.94 2.24 5 yr. 4 .60 2.59 I 0 yr. 5.09 2 .81 25 yr . 5 .84 3.03 50 yr. 6.47 3 .28 100 yr. 6.76 3.36 As can be seen, the outflow from the pond is below the pre-developed rates . The temporary detention facility adequately detains for the proposed lot 1 improvements. The facility detains for the 2 yr. through 100 yr. storm events. Documentation supporting the flowrates and pond routing can be found attached to this letter. Certification: "I hereby certify that this report for the temporary drainage desi gn of Lot 1 of Crescent Pointe Phase 1 was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." .......... --..~..,.,,~-~,., ...,,---_,., .. ~ o;: ch ;;'" ;';t ~;; ... ~c ~ ("-; .':,-"-~ ,,.,, ,, ~· ,.\ "''\ '\. ~ ·' I'*/ ~' \7' ··~&'~t, ff~! p•:\ '\ <;. ~ ~··••••f'MltB•M•j· .. ·~~..,.-l·~;;:-;G-.1~.~-~ ~. . . h .i.. ~ ~>O f> .. : •n,,. ~" ,.,.,..,.._,. 1 ·• '"" ... ~cO •tt~r,.l)«('J ~~;-.~ ~ 24705 ,.. In:~ 't ~4A,~,·J~>-·!' _.-4 t' ~·;;,~ /1•'.j~ ~ • <r..,•,,":.·-·; :···· <•".· . · AA. ? ,,._~ r •• •ilC;•iil ,.,~ ) "UI...~ 1-...~V' b pg 2 of2 Job File: H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Rain Dir: .\util\ ========================== CR ESCENT POINTE, PHASE 1 TEMPORARY DETENT ION SOLUTION J .W. SCOTT, A-49 COLLEGE STATION, TEXAS BRAZOS COUNTY JOB TITLE S/N: HOMOL0902508 Kling Engineering & Surveying Pond Pack Ver : 8-01-98 (61 ) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Tc Ca l es Page 1 .0 1 Nam e .... LOTl File .... H:\ENGINE-l \CRES CE-l\DRAINAGE\PONDPA-1\T EMP-S OL .PPK Title ... LOT 1 Tc ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LOT 1 Tc Segment #1 : _c : User Defined Segment #1 Time : .1 700 h rs Total Tc : .1 700 h r s S /N : HOMOL 0 9 0 25 08 Kling Engineering & Surv eying Pond Pack Ver : 8 -0 1 -98 (61 ) Compute Time : 13 :52 :1 6 Da te : 03 -01 -2 JC 6 Type .... Tc Cales Page 1 .02 Name .... LOTl File .... H:\ENGINE-1 \CR ESC E-l \DRAINAGE\PONDPA-l\TEMP -SOL .PPK Title ... LOT 1 Tc Tc Equations used ... User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S /N : HOMOL0902508 Kling Engineering & Surveying Pond Pack Ver : 8 -0 1 -98 (61) Compute Time: 13 :52 :16 Date : 0 3 -0 1 -2006 Type .... Rational Pe a k Q 's Page 1 .01 Name .... EX -LO T l File .... H :\ENG I NE-l\CRESC E-1\DRAINAGE \POND PA-l\T EMP -SO L .PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q CiA * Units Conversion ; Where Conversion = 43560 I (12 * 360 0 ) Rational Storms : BRAZOS .IDQ RATIONAL Tag Freq File IDF Cu r ve ---------------------------------- 2 YR 2 BRAZOS . IDQ e = .8060 b 65 .0000 d 8 .0000 5 YR 5 BRAZOS .IDQ e .7850 b 76 .0000 d 8 .5000 10 YR 10 BRAZOS .IDQ e .7630 b 80 .0000 d 8 .5000 25 YR 25 BRAZOS .IDQ e .7540 b 89 .0000 d 8 .5000 50 YR 50 BRAZOS .IDQ e .7450 b 98 .0000 d 8 .5000 100 YR 100 BRAZOS .IDQ e = .7300 b 96 . 0000 d 8 .0000 Tc = .1700 hrs ----------------------------- Tag Freq c c adj c I Area Pe a k Q (yea rs ) factor final in/hr acres c :'s ------------1-----------------------------1 ---------- 2 YR 2 .450 1 .000 I .450 6 .2704 l .19 0 I 3 .39 5 YR 5 . 4 50 1 .000 I .450 7 .6281 1 .190 4 .12 10 YR 10 .450 1 .000 I .450 8 .5640 1 .19 0 4 . 62 25 YR 25 .450 1 .000 I .450 9 .7819 1 .19 0 5 .28 50 YR 50 .450 1 .000 I .450 11 . 0587 1 .19 0 5 . 91 100 YR 100 . 4 50 1 .000 I .450 11 .5457 1 .19 0 6 .~ ----------------------------- S/N : HOMOL0902508 Kling Engineering & Surveying Pond Pack Ver : 8 -0 1 -98 (6 1 ) Compute Time : 13 :50 :36 Da~e : 0 3 -01 -2 00 6 Type .... Outlet Input Data Page 1.01 Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\TEMP-SOL.PPK Title ... OUTLET FOR TEMPORARY POND REQUESTED POND WS ELE VATIO NS: Min. Elev.= Increment = Max. Elev.= 2 85 .26 ft .50 ft 288.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream ) <---Reverse Fl o w Only (DnStream to Upstream ) <---> Forwa rd and Rever se Both Allowed Struct:ure No. Outfall El, ft Culvert-Ci rcul ar ---> TW 285 .260 TW SETUP, DS Channe l S /N : HOMOL 0902 508 Kling Engineering & Surveying Pond Pack Ver: 8-01 -98 (61) Compute Time: 13:17:31 E2 , ft 288 .000 Date: 03-01-2006 Type .... Outlet Input Data Page 1.02 Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... OUTLET FOR TEMPORARY POND OUT LET STRUCTURE INPUT DATA Structure ID Structure Type Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream I n vert Horiz. Length Barrel Length Barrel Slope OUTLET CONTROL DATA ... Mannings n Ke Kb Kr HW Convergence INLET CONTROL DATA ... Equation form Inlet Control K Inl et Control M Inlet Control c In let Control Y Tl ratio (HW /D) T2 ratio (HW /D) Slope Factor 1 1.0000 285.26 285 .00 28 .26 28 . 26 .00920 .0250 .500 0 . 115657 .5000 .001 1 .0098 2.0000 .03980 .67 00 1.155 1 .302 -.50 0 ft ft f t ft ft ft /ft (forward entrance loss ) (per ft of full flow ) (reverse entrance lo ss ) +/-ft Use unsubmerged inlet control Form 1 equ. below Tl elev . Use submerged inlet control Form 1 equ. above T2 elev . In transition zone between unsubmerge d and interpolate between flows at Tl & T2 ... submerged inlet control, At Tl Elev 286.42 ft ---> Flow At T2 Elev= 286 .56 ft ---> Flow 2.75 cfs 3.14 c fs S /N: HOMOL09 02508 Kling Engineering & Surveying Pond Pack Ve r: 8-01-98 (61 ) Compute Time : 13:1 7:31 Date: 03 -0 1-2006 Type .... Outlet Input Data Page 1 .03 Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\TEMP-SOL.PPK Title ... OUTLET FOR TEMPORARY POND OUTLET STRUCTURE INPUT DATA = TW Structure ID S truct ure Type = TW SETUP, OS Channel FREE OUTFALL CONDITIONS SPECIFIED CON VERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance .01 ft Max. TW tolerance .01 ft Min. HW tolerance .01 ft Max. HW tolerance .01 ft Min. Q tolerance .10 cfs Max. Q tolerance .10 cfs S /N : HOMOL 0902508 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61 ) Compute Time: 1 3:17:3 1 Date: 03-01 -2 00 6 T y pe .... Composite Rat i n g Cur v e Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... OUTLET FOR TEMPORARY POND ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Elev . Q ft c fs 28 5 .2 6 285 .76 286 .26 286.76 287.26 287.76 288 .0 0 .00 .61 1. 92 2.76 3.38 3.91 4.13 TW Elev ft Converge Error +/-ft Free Outfal l Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Contributing Structures None contributing S /N : HOMOL0902 5 08 Kling Engineering & Sur v eying Page 1.0 4 Po nd Pack Ver: 8 -0 1-98 (61) Compute Time: 13 :1 7 :31 Da te : 03 -01 -2006 + + Type .... Pond Routing Summary Name .... TEMP POND Tag: 10 YR File .... H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting In filtr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-l \ TEMPPOND.HYG -TEMP POND 10 YR NONE STORED -TEMP POND OUT 1 0 YR TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac -ft cfs cf s Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW /OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Pea k Elevation Peak Storage = 5.09 cfs 2 .81 cfs 286.81 ft .080 ac-ft MASS BALANCE (ac-ft ) Initial Vol .000 HYG Vol IN .154 Infiltration .000 HYG Vol OUT = .154 Retaine d Vol .00 0 ---------- at at .1700 hrs .4300 . hrs Un routed Vol -.000 ac-ft (.017 % of Inflow Volume ) WARNING : Inflow hydrograph truncated on left side. S /N: HOMOL 0 902508 Kling Engineering & Surveying Page 2.0 1 Pond Pack Ver : 8-0 1-98 (61 ) Compute Time: 13:17:31 Date: 03-0 1 -2006 Type .... Pond Routing Surrunary Name .... TEMP POND Tag: 100 YR File .... H:\ENGINE-1\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outfl ow HYG file Pond Node Data Pond Volume Data Pond Outlet Dat a No Inf i l tration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 100 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cf s cfs OUT 100 YR Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMAR Y Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BA LANCE (ac -fc ) + Initial Vol + HYG Vol IN Infil tration -HYG Vol OUT -Retained Vol Unrouted Vol 6.76 cfs 3.36 cfs 287.25 ft .120 ac-ft .000 .214 .000 .214 .000 at at .1700 hrs .4700 hrs -.000 ac-ft (.012 % of Inflow Volume) WARNING: Inflow hydrograph truncated on left side . S /N : HOMOL 0902 508 Kling Engineering & Surveying Page 2.02 Pond Pack Ver: 8-01 -98 (61 ) Compute Time: 13 :17:31 Date: 03-01-2 0 06 Type .... Pond Routing Summary Name .... TEMP POND Tag: 2 YR File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr . LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 2 YR NONE STORED -TEMP POND OUT 2 YR TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cfs cf s Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vo l + HYG Vol IN I n f i ltrat ion HYG Vol OUT Retained Vol Unrouted Vol 3.94 cfs 2.24 cfs 286.45 ft .051 ac-ft .00 0 .1 03 .000 .103 .000 at at .1700 hrs .3900 hrs -.000 ac-ft (.023% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.03 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Na me .... TEM P PON D Ta g: 25 YR File .... H:\ENGINE -l\CRESCE -1 \DRA INAGE \POND PA-l \TEMP-S OL.PP K T itle ... T EMPO RAR Y POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Po n d Out l et Data No Infiltrati on I NITIAL CO NDIT IONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1 \ TEMPPOND .HYG -TEMP POND 25 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cf s cfs OUT 25 YR Starting Total Qout= .00 cfs Time Increment .0200 hrs I NFLOW /OUTFLOW HYDROGRAPH SUMMAR Y Pea k Inf low Pea k Outf l ow Pea k Elevat i on Pea k Storage = 5.84 cfs 3.03 cfs 286.98 ft .095 ac-ft at at .1700 hrs .4500 h r s ===================================================== MASS BALANCE {ac-ft ) + Initial Vo l + HYG Vol IN Infiltration -HYG Vol OUT - Re t a i ned Vol Unrouted Vol .000 .177 .000 .177 .000 -.000 ac-ft (.013 % of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.0 4 Pond Pack Ver: 8-01 -98 (61 ) Compute Time: 13:17:3 1 Dat e : 03-0 1-20 06 Type .... Pond Routing Summary Name .... TEMP POND Tag: 5 YR File .... H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l \ TEMPPOND.HYG -TEMP POND 5 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cf s cf s OUT 5 YR Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration -HYG Vol OUT Retained Vol Unrouted Vol 4.60 cfs 2.59 cfs 286.66 ft .068 ac-ft .000 .133 .000 .133 .000 at at .1700 hrs .4300 hrs -.000 ac-ft (.018 % of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.05 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Name .... TEMP POND Tag: 50 YR File .... H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Ou tlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\ TEMPPOND .HYG -TEMP POND 50 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cfs cfs OUT 50 YR Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outf low Peak Elevation Peak Storage = MASS BALANCE (ac-ft ) + Initi al Vol + HYG Vol IN Infiltration HYG Vol OUT Retai ned Vol Unrouted Vol 6.47 cfs 3.28 cfs 287.18 ft .114 ac-ft .000 .205 .000 .205 .000 at at .1700 hrs .4700 hrs -.000 ac-ft (.012 % of Inflow Volume ) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.06 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 11/05/2007 15 :30 9798 457 858 ~ 11 /05/2007 11:40 19798232659 LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: G.W.WILL IAMS, INC. BRAZOS PAVING I i I i PAGE 02 PAGE 02/02 ThA purpose of our Jetter is to reque~ that the following listed Improvements be apprnved and aooepted as being ronstrudted under City inspect.,io,; and oompletad according to plans and specfflcatlons es approved and required by me City of College Station, Texas. This approval and acceptanbe by the City is requested in order thai we may finalize any subconttacts end. to affirm jtheir warranty on the work. This approval and acceptance by the City of the improvements listed below de@s hereby void the letter of guarantee for the listed improvements on t~e above referenced project. The one.-year warranty is hereby affirmed an~ agreed to by G, W , C. ON -;, t ~vc.t: o t4 and by their SL.lbcontractors as indicated by s;bnatures below. WORK COMPLETEQ __ ').Ml;~ ~·~~ Mailing Address:. ____ _ 'PD. °Bex '.?:> 3~ DATE 10)11/0 7 Contractor; 6. kl. u{ L.L-~. I MC. Addresa:AOCfD BA'dVlttJQSn>~H:&N Co~ STAilW4 Tx.. 17'04ti Signature: ~W~ .t>ENT DATE, TIME FAX NO ./NAME DURATION PAG E(S) RESULT MODE TRANSMISSION VERIFICA TI ON REPORT 11 /09 10: 34 97742223 00 :00 :3 5 02 OK STANDARD ECM TIME NAM E FAX TEL SER .# 11/09/2007 10:34 PUBLIC :WORKS 9797543489 BROG7J572549 Public Works CITY OF CoLLEGE .STATf.O·N ro:.--'-j_·. ---:...\b_rcx_d.....:........,~---~----=-~-· __ _ {company name) a Administration CJ Engineering o Facility Maintenance CJ Fleet o Sanitation 0 Streets/Drainage D Traffic Signals This FAX i.s being sent to you from:_____.Q>o..,. '\J,~±al This fax contains 2 pages including the cover sheet, please call if you didn Jt receive all the information. Additional Comments: TRANSMISSION VERIFICA TION RE PORT DATE, TIME FAX NO./NAME DURATION PAGE (S) RESULT MO DE CITY OF COLLEGE STATION (company name) This FAX is being sent to you from: 11 /09 10: 29 9845 7858 00 :00 :35 02 OK STANDARD ECM TIME NAME FA X TEL SER.# 11/09/2007 10:29 PUBLIC:WORKS 9797543489 BROG7J572549 Public Works o Administration D Engineering Q Facility Maintenance o Fleet a Sanitation o Streets/Drainage o Traffic Signals This fax contains Z pages including the cover sheet, please call if you didn't receive au the in.formation. Additional Comments: CI TY OF COLLEGE STATIO N Planning & Droelopmmt Services SITE PLAN APPLICATION FOR OFFICE USE ONLY P&Z CASE "NO .: OS-9) ') DATE SUBMITTED: j;). ~ MINIMUM SUBMITTAL REQUIREMENTS .,. _X__ Site plan application completed in full. _X __ $200 .00 Application Fee . _X__ $200 .00 Development Permit Application Fee . N/A $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 .) __K_Eleven (11) folded copies of site plan __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 . NIA Traffic Impact Analysis (if applicable for non-residential buildings). __K_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. __x_ Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). Date of Preapplication Conference: ______ """'M"'""'o'""n""""d"""a .... v ..... N ..... o.;;;..v"""'e""""m.-b-...e"""r"""'7 ....... ..-2..;;..00.;;;..5"----------- ADDRESS intersection of Co erfield Parkwa and Crescente Pointe Parkwa LEGAL DESCRIPTION Crescent Pointe Phase 1 Block 1 Lot 1 acres 1.11 APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name STEVE DUNCAN PLEDGER KALKOMEY INC Street Address 7020 COYOTE RUN City BRYAN State TX Z ip Code _ __,_7-=--78:::..:0::...:::8'----E-Mail Address ---=S'"""'E=D'"-"@""'-'-P'"-'K=E'"-'N-=G'"'"I N-"E=E=Rc..;.l'"'-N'"-'G~. =C-=O"'"'"M-'----- Phone Number 979-731-8000 F ax Number _--=9~7-=9~-7--=3~1--1~5-=0~0 ________ _ PROPERTY OWNER 'S INFORMATION : Name ____ ~w~·~J~e~ff~P~a~r~ad~o~w~s~k~i------------------------~ Street Address _ ___;1;..:..7=2=-2 ..-B;..:..ro.;;;...a=d=m=o-=-o'"'"'r._, -=S""""u"'""it"""e_2_16~--------City ---=Bry'-'-=an'-'------- State TX Zip Code -~7~7-=-8"""'02~-----E-Mail Address __ ___;;.;w .... jp;:;.;;l=aw.;..;;..>;;;@...-t"""ca=.=n""""et ____ _ Phone Number (979)774-2222 Fax Number (979)774-2223 ARCHITECT OR ENGINEER 'S INFORMATION : Name Antonio Flamenco, Insight Architecture, Inc. Street Address 11830 Telga Road City Cypress State Texas Zip Code _7~7'-4=2=9 ___ _ E-Mail Address a.flamenco@isarchitecture.net Phone Number (281 )955-5504 Fax Number (281)955-5524 6/13/03 I of 6 CITY OF COLLEGE STAT ION Planni"t 6 Dewlopm~nt Sen1ice1 SITE LEGAL DESCRIPTION: Crescent Point Phase 1 Block 1, Lot 1 1.11 Acres DATE OF ISSUE: March 6, 2006 OWNER: W . Jeff Paradowski 1722 Broadmoor, Suite 216 Bryan, Texas 77802 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: DEVELOPMENT PERMIT PERMIT NO. 05-68 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 1580 Copperfield Parkway 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, 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. Full Development Permit 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 with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. I I Date Owner/ Agent/Contractor ~ Oat Item No . GENERAL: 1 SANITARY: 2 3 4 5 6 STORM : 7 8 9 WATER : 10 Paradowski Law Off ice Pub1ic Infrastructure PK Job No . 54305-291 Plans Dated : August 1 8 , 2006 Estimated Quantity Description Mobilization , including insurance 1 LS move -in , move-out , and related items: I SUB -TO 8 " sanitary sewer gravity line in TAL 153 LF trench (6 '-8 ' cut), ASTM D-3034 s DR- 26 PVC with detector tape : 24 Structural backfill entire depth LF under proposed paving: 1 EA 4 ' standard manhole (0 -6 ' cut): 1 EA Tie to existing manhole A-11 : 153 LF Trench safety : SUB-TO TAL I -279 18 " storm sewer line in trench ( 0 LF 6 ' cut), HOPE: 1 Catch basin with 24 "x24 " grate EA inlet : 2 EA 5 ' curb inlet: SUB -TO TAL 1 LS !Relocate existing hydant SUB-TO TAL TO TAL s: \2005\51905 -231 SOUTHCORP-Por Nada\cost estimates\2006-08 -1 8 public engr es timate · xl s ,...._ Estimate of Probab1e Cost I Unit I Total I Price Price $ 1 ,000.00 $ 1 ,000 .00 $ 1 ,000 .00 $ 18.00 $ 2 ,754.00 $ 7.00 $ 168 .00 $ 2 ,000 .00 $ 2 ,000 .00 $ 300 .00 $ 300 .00 $ 1. 00 $ 153 .00 $ 5 ,375 .00 $ 25.00 $ 6 ,975 .00 $ 3 ,200 .00 $ 3 ,200 .00 $ 4 ,000 .00 $ 8 ,000 .00 $ 18 ,175.00 I I $ 1 ,000.00 I $ 1 ,000 .00 I $ 1,0 00 .00 I $ 25 ,550.00 I 1 of 1 KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 05--lti~ 6 -i~ t 2 :30 ~ 4101 Texas Avenue , Suite A Bryan , Texas 77802 TO: C ity of College Stat ion Planning and Development Tel. 979/846-62 12 Fax 979/846-8252 DATE : March 2 , 2006 P.O. Box 4234 Bryan , Texas 77805 , PROJECT NO.: 05-00500Je t--~~~~~~~~~~~~~~~~~~~ PROJECT NAME: Paradowsk i (SP ) ATTENTION: Josh Norton WE TRANSMIT: 0 Under Separate Cover ./Enclosed VIA: 0 Ma i l ./ Messenger 0 Federa l Express 0 Lone Star Overn ig ht 0 UPS 0 Specia l Courier D Picked Up By Your Office NO . 2 Dra inage Report 1 Agreement Letter 1 Explanation Memo THE FOLLOWIN 0 Prints 0 Cop ies 0 Origina ls 0 Plat 0 Field Notes D Plans ./Report o Estimate 0 Cut Sheets 0 Computer Prin 0 File 0 Contract Deten ti on Pond REFERENCE: G : tout FOR: o Your Review & App roval 0 You r Rev iew & Co m ment 0 Your Review & Distri bution O Your Review , Rev is ion & Retu rn ./Your Signature & Re tu rn ./Your File and /or Us e D A s Requested By: O Please Acknowledg e Receipt of Enclosures 0 P lease Return En cl osures To ./ Other -See Be low 0 Cop ies Of Th is Le tt e r Of T ransm ittal Sent To : DESCRIPTION If Enclosures Are No t As Noted Please No tify Us A t Once . KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue, Suite A Bryan, Texas 77802 B .J . Kli ng, P.E., R .P .L.S . S.M. Kling, R.P.L.S . Date: March 2, 2006 To: City of Bryan Planning and Development Josh Norton From: Jeremy Peters Re: Paradowski Site Plan Telephone 979 I 846-6212 Fax 979/846-8252 Drainage Report Comments -02 /28 /06 Post Office Box 42 3 4 Bryan, T exas 77805 1. Revision -18" HDPE pipe extended to prevent extreme grading into public utility easement 2. Clarification -Detention pond outlet works call ed out on plans. Note added clarifying specification for riprap erosion control. Riprap erosion control added to 18" o utfall into pond 3 . Attachment -Agreement letter submitted with this package. Additionally, this Drainage Report has been revised to include the hydrology data re sulting from the Pledger Kalkomey Drainage Report. pg l of l UV .-/ t) Te-(J ~""" °"' I J 7 {._(.rL ut..s.~t r+ ll~ '.)) ~el f"'~ p~ y -l ~er '.I • CERTIFICATION : Drainage Report Prepared/or. PARADOWSKI LAW OFFICE City of College Station Brazos County, Texas PK Job No. 54305-291 Dole: January 12, 2006 Prepared by: Pledger Kalkomey, Inc. Consulting Engineers 7020 Coyote Run • Bryan, Texas 77808 979-731-8000 • 979-731-1500 (Fax) ww _pkerrginee11i1tg .rorn Brenhrtrm • Bryan • Rosenberg I hereby certify that this report was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii05 , u 'b lf. rl /W q ·, c:£) 'fo'L PURPOSE Development of the subject property involves the buildings, sidewalks, drive , and parking spaces. drainag e area in this repo rt consists of two lots approximately 2 .3 acres of total land. Drainage addition of The total conta ining Area 1 is currently being developed, whereas Drainage Area 2 is to be developed at a later date. Reference is made t o the attached Drainage Area Map . This report doc ument s the engineering analysis of the excess runoff d ue to the development. METHODOLOGY Using field surveying data the watershed affected by the proposed development inside the property was delineated. The Rational Method was used to compute the peak flow rates for this study. The area (A) of each drainage area was obtained from the topographical maps. Based on existing land patterns, the weighted c factor for each area was determined. A velocity- distance relationship was used to compute the time of concentration (tc ) for the area with a minimum time of concentrati on of ten ( 10) minutes. The rainfall intensity (I) for the drainage area was determined using the intensity- duration-frequency curves for the City of College Station (Figur e III-1, Drainage Policy and Design Standards). The peak flow rate (Q) for the existing drainage area was computed with the following formula: Q = (CJ(IJ(A) The procedure was then repeated for the developed conditions of each of the watersheds. 5 :12005\54305-291 INSITE-Paradowski\drain report\Drainage Report.doc Page I RESULTS The drainage area information and the calculations for the existing and proposed conditions are attached. The subject property is not within any 100-year flood hazard area. Pre- development runoff from Drainage Areas 1 and 2 sheet flows across the property towards the south. Post-development runoff will be collected by a storm sewer line proposed to run along the southwest boundary of Drainage Ar ea 2 . Stormwater will then flow to a master detention facility provided by the developer. The changes in flow rates are as follows: DRAINAGE AREA 1 AREA= 52,032 SQUARE FEET Storm Event 2 yr 5 yr EXISTING PEAK FLOW (cfs) 3.4 4.1 10 yr 4.6 -----J ----------------- 25 yr ! 5.3 ' -------100-;,r 1--6 .-3 -----_j _____ -- S :\2005\54305--291 INSITE-Paradowskildrain report\Dra in age Report.doc PROPOSED PEAK FLOW (cfs) 5.4 6.6 7.4 8.5 -------- 10.0 Page 2 DRA I NAGE AREA 2 AREA= 47,702 S QUARE FEET Storm Event 2 yr 5 yr 10 yr 25 yr 10 0 yr EXISTING PEAK FLOW (cfs) 2 .9 3.5 4.0 4.5 5.4 S:\2005154305-291 INSI T E-Paradowskil drain report\Ora inage Report.doc PROPOSED PEAK FL OW (cfs) 5 .2 6 .3 7 .1 8.1 9.6 Page 3 • PARADOWSKI LAW OFFICE CI T Y OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REF ERENC E: CO LL EG E STATION DRAINAGE PO LI CY AND DESIGN STANDARDS STORM EVENT: B D E 2 YR STO RM 65 8 .0 0.806 EX ISTI NG DRAIN AGE ARE A 1 TRAVEL V ,FPS TYPE LF % T able 111-2 TC , M IN NATURAL GRASSLANDS 240 2 .6% 2 .50 I TYPE I C (Table 111-1)1 c -NATURAL GRASSLAND S (2 .6% SLO P E) 0.45 I, IN/H R B /{T C+D)"E TYPE A , A CRES NATU RA L GRAS SLAN D S Q ,CFS C IA PRO POS ED DRA IN AGE A R EA 1 TRAVEL TYPE LF % TC , M IN LANDSCAPED 110 1.2 % P AVED 139 2 .3% TYP E I C (Table 111-1 ) I c -LAN D SC APED (1 .2% SLOPE ) 0 .40 IMP ERVI OUS (2.3% SLOPE ) 0 .90 I, IN /H R 8 /{TC +D )"E TYP E A , A CRE S LAN D SC APED IMPERV IOUS Q ,CFS CIA S :\2005154305-291 INS ITE·Paradowski\drain reportldrain area.xis·· 2-yr 1 /12/06 1 :58 PM TIME SEC MIN 96 .00 1.60 10 .00 % c 100 .0% 0.45 100 .0% 0 .45 6 .33 SF ACRES I 52 ,03 2 1.19 52 ,032 1.19 3 .4 T IME SEC M IN 91 .67 1.53 27 .80 0 .46 10 .00 % c I 36.2% 0 .14 63.8% 0 .57 100.0% 0.72 6 .33 SF I ACR ES 18,832 0 .43 33 ,200 0 .76 52 ,0 32 1.19 5.4 Pag e4 • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 2 YR STORM EXISTING 8 65 D E 8 .0 0.806 DRAINAGE AREA 2 TRAVEL V,FPS TYPE LF % Table 111-2 TC , M IN NATURAL GRASSLAND 197 3 .1% 2 .50 I TYPE IC (Table 111-1) I C , -NATURAL GRASSLANDS (3 .1% SLOPE ) I, IN /HR 8 /(TC+D )"E I TYPE A, ACRES NATURAL GRASSLANDS (3.1% SLOPE ) Q , CFS CIA PROPOSED DRAINAGE AREA 2 TRAVEL V ,FPS TYPE LF % Table 111-2 TC , MIN BUS INE SS I COMMERCIAL 200 2 .5% 2 .50 I TYPE IC (Table 111-1) I c -BUSINESS I COMMERCIAL (-2.5% SLOPE) 0 .75 I, IN/HR B/(TC+D )"E I TYPE A , ACRES BUS INESS I COMMERCIAL (-2 .5% SLOPE) Q , CFS CIA S :\2005154305-291 INSITE-Paradowski\drain reportldrain area .xis -2-yr 1112/06 1 :58 PM TIME SEC M IN 78 .80 1.3 1 10 .00 % c 100.0 % 0.42 100.0 % 0.42 6 .33 SF ACRES 47 ,702 1.10 47,702 1.10 2 .9 TIME SEC MIN 80 .00 1.33 10.00 % c I 100 .0% 0.75 100 .0% 0.75 6 .33 SF ACRES 47,702 1.10 47,702 1.10 5.2 Page 5 • PARADOWSKI LAW OFFICE 1/1 2/06 1 :58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 5 YR STORM 76 8 .5 0.785 EXISTING DRAINAGE AREA 1 TRAVEL V ,FPS T IM E TYPE LF % Table 111 -2 SEC MIN TC, MIN NATURAL GRASS LANDS 240 2.6 % 2 .50 96.00 1 .60 10.00 TYPE IC (Table 111 -1) I % c c -NATURAL GRASSLANDS (2.6 % SLOPE) 0.45 100.0% 0.45 100 .0% 0.45 I, IN /HR B/(TC+D)"E 7 .69 I TYPE SF ACRES A , ACRES NATURAL GRASSLANDS 52 ,032 1.19 52,032 1.19 Q ,CFS CIA 4.1 PROPOSED DRAINAGE AREA 1 TRAVEL T IME T'Y'.PE LF % SEC MIN TC , MIN LANDSCAPED 110 1.2% 91 .67 1.53 PAVED 139 2 .3% 27 .80 0.46 10.00 I TYPE IC (Table 111-1) I % c c -LANDSCAPED (1 .2 % SLOPE ) 0.40 36 .2% 0.14 IMPERV IOUS (2.3% SLOPE) 0 .90 63.8 % 0 .57 100.0% 0 .72 I, IN/HR B/(TC+D)"E 7 .69 TYPE SF ACRES A , ACR ES LANDSCAPED 18,832 0.43 IMPERVIOUS 33 ,200 0 .76 52 ,032 1 .19 Q ,CFS CIA 6 .6 S :\2005154305-291 INSITE-Paradowski\drain report\drain area .xis -5-yr Page 6 • PARADOWSKI LAW OFFICE 1/12/06 1:58 PM CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 8 D E SYRSTORM 76 8 .5 0.785 EXISTING DRAINAGE AREA 2 TRAVEL TIME TYPE LF % SEC MIN TC , MIN NATURAL GRASSLAND 197 3.1% 78.80 1.31 -----10.00 I TYPE I C (Table 111-1) I % I c I c -NATURAL GRASSLANDS (3 .1% SLOPE ) 0.42 100 .0% 0.42 100.0% 0 .42 I, IN/HR B/(TC+D)"E 7 .69 I TYPE SF ACRES A , ACRES NATURAL GRASSLANDS (3 .1% SLOPE ) 47 ,70 2 1.10 47 ,702 1.10 Q,CFS CIA 3.5 PROPOSED DRAINAGE AREA 2 TRAVEL TIME TYPE LF % SEC MIN TC , MIN BUS INESS I COMMERCIAL 200 2 .5 % 80 .00 1.33 -----10 .00 TYPE I C (Table 111-1) I % c C , -BUS IN ESS I COMMERCIAL (-2.5% SLOPE ) 0 .75 100 .0% 0.75 ---------100. 0 % 0 .75 I, IN /HR B/(TC+D)"E 7 .69 I TYPE SF ACRES I A, ACRES BUSINESS I COMMERCIAL (-2 .5% SLOPE ) 47 ,702 1.10 47 ,702 1.10 Q ,CFS CIA 6.3 S :\2005154305-291 INSI TE-Paradowski\dra in reportldrain area .xis -5-yr Page 7 • PARADOWSKI LAW OFFICE 1/12/06 1 :58 PM CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 10 YR STORM 80 8 .5 0 .763 EXISTING DRAINAGE AREA 1 TRAVEL TIM E TYPE LF % SEC MIN TC , M.IN NATURAL G RASSLANDS 240 2 .6% 96 .00 1 .60 10 .00 I TYPE I C (Table 111-1) I % c I C , -NATURAL GRASSLANDS (2.6% SLOPE) 0.45 100 .0% 0.45 100 .0 % 0.45 I, IN/HR B/(TC+D)"E 8 .63 I TYPE SF ACRES I A , ACRES NATURAL GRASSLANDS 52 ,032 1.19 52 ,032 1 .19 Q ,CFS CIA 4.6 PROPOSED DRAINAGE AREA 1 TRAVEL V ,FPS TIME TYPE LF % Tab le 111-2 SEC MIN TC , MIN LANDSCAPED 110 1.2% 1 .20 91 .67 1.53 PAVED 139 2 .3% 5.00 27 .80 0.46 10.00 I TYPE IC (Tab le 111-1) I % c I c -LANDSCAPED (1 .2% SLOPE ) 0.40 36 .2% 0 .14 IMPERV IOUS (2.3 % SLOPE) 0 .90 63 .8% 0 .57 100 .0% 0 .72 I, IN/HR B/(TC+D)"E 8 .63 I TYPE SF I ACRES I A , ACR ES LANDSCAPED 18 ,832 0.43 IMPERVIOUS 33 ,200 0 .76 52 ,032 1.19 Q ,CFS C IA 7.4 S :\2005154305-291 INSITE -Paradowski\drain reportldrain area .xis -10-yr Pag e 6 PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, T EXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 10 YR STORM EXISTING B 80 D E 8 .5 0 .763 DRAINAGE AREA 2 TRAVEL V, FPS TYPE LF % Ta ble 111 -2 TC , M IN NATURAL GRASSLAND 197 3.1 % 2 .50 TYPE IC (Table 111 -1) I c -NATURAL GRASSLANDS (3 .1 % SLOPE ) 0.42 I , IN /HR B/(TC+D )"E I TYPE A , ACRES NATURAL GRASSLANDS (3.1% SLOPE ) Q ,CFS CIA P RO P OS ED DRAI NAGE A RE A 2 TRAVEL V ,FPS TYPE LF % Table 111-2 TC, M IN BUS IN ESS I COMMERCIAL 200 2 .5% 2 .50 I TYPE I C (Table 111-1) I c -BUS IN ESS I COMMERCIAL (-2.5% SLOPE) I, IN /HR B/(T C+D )"E I TYPE A, ACRES BUSINESS I COMMERCIAL (-2.5% SLOPE) Q , CFS C IA S :\2005154305·291 IN SITE-Paradowskildra in reportldrain area .xis -10-yr 1/12/06 1:58 PM TIME SEC MIN 78 .80 1.31 10.00 % c 100.0% 0.42 100.0% 0.42 8 .63 SF I ACRES I 47 ,702 1.10 47 ,702 1.10 4.0 TIME SEC M IN 80.00 1.33 10 .00 % c I 100 .0% 0 .75 100.0% 0 .75 8.63 SF I ACRES 47 ,702 1.10 47 ,702 1.10 7 .1 Page 9 • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAG E POLICY AND DESIGN STANDARDS STORM EVENT: B D E 25 YR STORM 89 8 .5 0 .754 EXISTING DRAINAGE AREA 1 TRAVEL V ,FPS TYPE LF % Table 11 1-2 TC , MIN NATURAL GRASSLANDS 240 2 .6 % 2 .50 I TYPE IC (Table 111-1 ~1 c -NATURAL GRASSLANDS (2 .6 % SLOPE) 0.45 I, IN /HR B/(TC+D )"E I TYPE A, ACRES NATURAL GRASSLANDS Q,CFS CIA PROPOSED DRAINAGE AREA 1 TRAVEL TYPE LF % TC , MIN LANDSCAPED 110 1 .2 % PAVED 139 2.3 % I TYPE I C (Table 111-1) I C , -LANDSCAPED (1 .2% SLOPE) 0.40 IMPERVIOUS (2 .3% SLOPE) 0.90 I, IN /HR B/(TC+D)"E I TYPE A , ACRES LANDSCAPED IMPERVIOUS Q ,CFS CIA S :\2005154305-291 INSITE-Paradowskildrain reportldrain area .xis -25-yr 1 /12 /06 1 :58 PM TI M E SEC MIN 9 6.00 1.60 10.00 . % c I 100 .0 % 0.45 100.0% 0 .45 9 .86 SF I ACRES I 52 ,032 1.19 52 ,032 1.19 5.3 TIME SEC M IN 91.67 1.53 27.80 0.46 10.00 % c 36.2% 0.14 63.8% 0 .57 100 .0 % 0 .72 9 .86 SF I ACRES 18,832 0.43 33,200 0 .76 52 ,032 1.19 8.5 Page 10 • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 25 YR STORM EXISTING TYPE TC , M IN NATURAL GRASSLAND B D 89 8 .5 DRAINAGE AREA 2 TRAVEL LF % 197 3 .1% 1 /12/06 1 :58 PM E 0 .754 T IME SEC M IN 78.8 0 1.31 -----10 .00 I TYPE lC (Tablelll-1)l % C I c -NATURAL GRASSLANDS (3 .1% SLOPE ) 0.42 100 .0% 0.42 --------~ 100.0% 0.42 I, IN /HR B/(TC+D)"E 9 .86 I TYPE SF ACRES A , ACRES NATURAL GRASSLANDS (3.1% SLOPE) 47,702 1.10 47 ,702 1.10 Q ,CFS CIA 4 .5 PROPOSED DRAINAGE AREA 2 TRAVEL V,FPS TIME TYPE LF % Table 111-2 SEC M IN TC , MIN BUS INESS I COMMERCIAL 200 2 .5% 2 .50 80 .00 1.33 10 .00 TYPE I C (Table 111-1) I % c c -BUS INESS I COMMERCIAL (-2.5% SLOPE ) 0 .75 100 .0% 0 .75 --------~ 100 .0% 0 .75 I, IN /HR B/(TC+D)"E 9.86 I TYPE SF I ACRES A , ACRES BUSINESS I COMMERCIAL (-2 .5% SLOPE) 47 ,702 1.10 47,702 1.10 Q,CFS CIA 8 .1 S :\2005154305-291 INSITE-Paradowski\drain reportldrain area .xi s -25-yr Page 11 -' • PARADOWSKI LAW OFFICE 1 /12 /06 1 :58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100 YR STORM EXISTING B D 96 DRAINAGE ARE A 1 TRAVEL TYPE LF % TC , M IN NATURAL GRASSLANDS 240 I TYPE C , -NATURAL GRASSLANDS (2.6 % SLOPE ) I, IN /HR B/(TC+D)"E I TYPE A , ACRES NATURAL GRASSLANDS Q ,CFS CIA PROPOSED DRAINAGE AREA 1 TRAVEL TYPE LF % TC , M IN LANDSCAPED 110 PAVED 139 I TYPE c - I, IN /HR A , ACRES Q ,CFS LANDSCAPED (1 .2 % SLOPE) IMP ERVIOUS (2.3 % SLOPE) B/(TC+D)"E LANDSCAPED IMPERVIOUS CIA TYPE E 8 .0 0 .73 T IM E S EC M IN 2 .6% . 96 .00 1.60 1.2% 2 .3% 10 .00 IC (Tab le 111-1) I % c I 0.45 100 .0% 0.45 10 0 .0 % 0.45 11 .64 SF I ACRES 52 ,032 1.19 52 ,032 1.19 6 .3 V ,FPS TIME Table 111-2 SEC MIN 1.20 91.67 1.53 5.00 27 .80 0.46 10.00 I C (Table 111-1 l I % c 0.40 36 .2% 0 .14 0.90 63 .8% 0 .57 ----------------~ 100 .0% 0 .72 SF 18 ,832 33 ,200 52 ,032 11 .64 ACRES 0.43 0 .76 1.19 10 .0 S :\2005154305 -291 INSITE-Paradowslo"\d ra in reportldra in area .xis -100-yr Page 12 • PARADOWSKI LAW OFFICE CITY OF COL LE GE ST ATION, BRAZOS COUNTY, TEXAS REFERENCE: COL LEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100 Y R STORM EXISTING B D 96 DRAINAGE AREA 2 TRAVE L TYP E LF % TC , M IN NATURAL G RAS SLAND 19 7 I TYPE c -NATURAL GRASSLANDS (3.1 % SLOPE ) I, IN/HR B/(TC+D)"E I TYPE A , ACRES NATURAL GRASSLANDS (3 .1% SLOPE ) Q,CFS CIA P ROPOSE D DRAINAG E AREA 2 E 8.0 0 .7 3 3 .1% I C (Table 111-1) I 0.42 TRAVEL V ,FPS TYPE LF % Table 111-2 TC , MIN BUSINESS I COMMERCIAL 200 2 .5% 2 .50 TYPE I C (Table 111-1) I c -BUSINESS I COMMERCIAL (-2.5% SLOPE ) 0 .75 I, IN/HR B/(TC+D)"E I TYPE A, ACRES BUSINESS I COMMERCIAL (-2.5% SLOPE ) Q , CFS CIA S :\2005154305-291 INSITE-Paradowskil drain reportldrain area .xis -100-yr 1/12/06 1:58 PM T IME SEC M IN 78 .80 1.31 10 .00 % c I 100 .0% 0 .42 100 .0% 0 .42 11 .64 SF ACRES I 47 ,702 1.10 47 ,702 1.10 5.4 TIME SEC MIN 80 .00 1.33 10 .00 % c I 100 .0 % 0 .75 100 .0 % 0.75 11 .64 SF ACRES 47 ,702 1.10 47 ,702 1.10 9 .6 Page 13 ' CERTIFICATION: Drainage Report Prepared/or : PARADOWSKI LAW OFFICE City of College Station Brazos County, Texas PK Job No . 54305-291 Dat e : January 12, 2006 Prepared by: Pledger Kalkom ey, Inc. Consulti n g Engineers 7020 Coyote Run • Bryan , Texas 77808 979-731-8000 • 979-731-1500 (Fax) www .pkcnginecring .co m Brenham • Bryan • Rosenb erg I hereby certify that this report was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Cf)-~t miiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiiimiiiiiiii=I ~1 ~/0~ : c;;r,. (Jo(_, PURPOSE Developmen t of the subje ct p rop erty invo lves t he add it i on of bui l dings , s idewal ks , dr ive , a n d park ing s p ac e s. The tota l d ra i nage area i n this repor t c o nsis ts of t wo l ots c ont ai n i ng approximately 2 .3 acres of tota l land . Drai n age Area 1 is currently being d evel oped , wher ea s Dr a i n age Area 2 is t o be developed at a later date . Referenc e is made to the attached Dra i n age Area Map. This report documents the engine ering analysis of the excess runoff due to the development . METH ODOLOGY Using field surveying data the watershed affected by the proposed development inside the property was delineated. The Rationa l Method was us e d t o compute the peak flow rates for this study. The area (A) of each drainage area was obtained from the topographical maps. Based on existing land patterns, the weighted c factor for each area was determined. A velocity- distanc e r ela t ion sh i p wa s u s ed t o compute the time of concentration (te l for the area with a minimum time of concen t ration of ten ( 10) mi n ute s. The . ra i nfall i nten s ity (I) for the drainage area was determined usi n g the in t ensity- duration -frequ e ncy curves for the City of College Station (Figu re III-1 , Drainage Policy a n d Design Standards). The peak flow rate (Q) for the e x isting drainage area was computed with the following formula: Q= (C)(I)(A) The procedure was then repeated for the developed conditions of each of the watersheds. S:\2005154305-291 INSITE-Paradowskildrain report\Dra inage Report.doc Page I • RESULTS The drainage existing and property is area information and the calculations for t h e pro posed conditions are at t ached. The subject not within any 100-year flood hazard area. Pre- f lows development runoff from Drainage Areas across the property towards the south. 1 and 2 sheet Post-developmen t runoff will be collected by a storm sewer line proposed to run along the southwest boundary of Drainage Area 2. Stormwater will then flow to a master detention facility provided by the developer. The changes in flow rates are as follows : DRAINAGE AREA 1 AREA= 52,032 SQUARE FEET S torm Event 2 yr 5 yr 10 yr 4.1 4.6 >------· ________ _, _____ _ 25 yr 5 .3 1 0 0 yr S :\2005\54 305·291 INSITE-ParadowskMrain report\Ora in age Report.doc P RO PO SED PE AK F LO W (c fs) 6.6 Page 2 • DRA I NAGE AREA 2 AREA= 47,70 2 S QUARE F EET Storm Ev ent 2 yr 5 yr 10 y r 25 yr 1 00 yr EXISTING PEA K FL OW (c fs ) 2 .9 3.5 4 .0 4 .5 5 .4 S:\2005\54 305-291 INSI TE-Paradowskil drain report\Ora inage Report .doc P RO POSED PEAK FLOW (cf s) 5 .2 6 .3 7 .1 8.1 9 .6 Page 3 • PARADOWSKI LAW OFFICE 1 /12/06 1 :58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 2 YR STORM 65 8 .0 0 .806 EXISTING DRAINAGE AREA 1 TRAVEL TIME TYPE LF % SEC M IN TC , M IN NATURAL GRASSLANDS 240 2 .6 % 96.00 1.6 0 10 .00 TYPE I C (Table 111-1) I % c I c -NATURAL GRASSLANDS (2 .6% SLOPE ) 0.45 100.0% 0.45 100 .0 % 0.45 I, IN /HR B/(TC+D )"E 6 .33 I TYPE SF I ACRES A , AC RES NATURAL GRASS LANDS 52 ,032 1.19 52 ,03 2 1.19 Q ,CFS CIA 3.4 PROPOSED DRAINAGE AREA 1 TRAVEL V ,FPS T IME TYPE LF % Ta ble 111-2 SEC M IN TC , M IN LAND SCAPED 110 1.2% 1 .20 91 .67 1.53 PAVED 139 2.3% 5 .00 27 .80 0.46 10 .00 I TYPE IC (Table 111-1/I % c c -LANDSCAPED (1.2 % SLOPE) 0.40 36.2 % 0 .14 IM PERVIOUS (2 .3 % SLOPE) 0.90 63 .8% 0 .57 100 .0 % 0.72 I, IN /HR B/(TC+D)11 E 6 .33 I TYPE SF I A CRES I A, AC RES LANDS CAPED 18,832 0.43 IMPERVI OUS 33 ,200 0 .76 52,032 1.19 Q ,CFS C IA 5.4 S :\2005154305-291 INS ITE-Para dowski\drain reportldrain area.xis -2-yr Page4 • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 2 YR STORM EXISTING B 65 D E 8 .0 0 .806 DRAINAGE AREA 2 TRAVE L V ,FPS TYP E L F % Table 111-2 TC , M IN NATURAL GRASSLAND 197 3 .1% 2 .50 I TYPE I C (Tab le 111-1) I C , -NATURAL GRASSLANDS (3 .1% SLOPE) I, IN /HR B/(TC+D )"E I TYPE A , ACRES NATURAL GRASSLANDS (3 .1% SLOPE) Q , CFS CIA PROPOSED DRAINAGE AREA 2 TRAVEL V ,FPS TYPE LF % Table 111-2 TC , MIN BUSINESS I COMMERCIAL 200 2 .5% 2 .50 I TYPE IC (Table 111-1) I c. -BUSINESS I COMMERCIAL (-2 .5% SLOPE ) I, IN /HR B/(TC+D)"E I TYPE A , ACRES BUSINESS I COMMERCIAL (-2 .5% SLOPE ) Q , CFS CIA S :\2005154305-291 INSITE-Paradowski\drain report\drain area .xis --2-yr 1/12/06 1:58 PM TIME SEC M IN 78.80 1.31 10.00 % c I 100 .0% 0 .42 100 .0% 0 .42 6 .33 SF ACRES I 47,702 1.10 47 ,702 1 .10 2 .9 TIME SEC MIN 80 .00 1.33 10 .00 % c I 100 .0% 0 .75 100 .0% 0 .75 6 .33 SF ACRES I 47 ,702 1 .10 47 ,702 1.10 5 .2 Page 5 • .. PARADOWSKI LAW OFFICE 1 /12/06 1 :58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 5 YR STORM 76 8 .5 0 .78 5 EXISTING DRAINAGE AREA 1 TRAVEL TIME TYPE LF % SEC MIN TC , M IN NATURAL GRASSLANDS 24 0 2 .6% 96.00 1.60 10 .00 TYPE I C (Table 111-1) I % c c -NATURAL GRASSLANDS (2.6 % SLOPE ) 0.45 100 .0 % 0.45 100 .0 % 0.45 I, IN /HR B/(TC+D )"E 7 .69 I TYPE SF I ACRES A , ACRES NATURAL GRASSLANDS 52 ,032 1 .19 52 ,032 1.19 Q ,CFS CIA 4 .1 PROPOSED DRAINAGE AREA 1 TRAVEL V ,FPS TIME TYPE LF % Table 111-2 SEC MIN TC , MIN LANDSCAPED 110 1.2% 1.20 91 .67 1.53 PAVED 139 2 .3% 5 .00 27 .80 0 .46 10.00 I TYPE IC (Table 111-1) I % c I c -LANDSCAPED (1 .2 % SLOPE ) 0.40 36 .2 % 0.14 IMPERVI OUS (2 .3 % SLOPE ) 0 .90 63 .8 % 0 .57 100.0% 0 .72 I, IN/HR B/(TC+D)"E 7 .69 I TYPE SF ACRES I A , ACRES LANDSCAPED 18 ,832 0 .43 IMPERVIOUS 33 ,200 0 .76 52 ,032 1.19 Q ,CFS CIA 6 .6 5 :12005154305-291 INSITE-Paradowski\drain reportldrain area.xis --5-yr Page6 • • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 5 YR STORM EXISTING B 76 D E 8 .5 0 .785 DRAINAGE AREA 2 TRAVEL V,FPS TYPE LF % Table 11 1-2 TC , M IN NATURAL GRASSLAND 197 3.1% 2.50 TYPE IC (Tab le 111-1) I c . -NATURAL GRASSLANDS (3.1% SLOPE) I, IN /HR B/(TC+D )"E I TYPE A , ACRES NATURAL GRASSLANDS (3 .1% SLOPE) Q , CFS CIA PROPOSED DRAINAGE AREA 2 TRAVEL V , FPS TYPE LF % Table 111-2 TC , M IN BUS INESS I COMMERCIAL 200 2 .5% 2.50 TYPE I C (Table 111-1) I c -BUS INESS I COMMERCIAL (-2.5% SLOPE ) 0 .75 I, IN/HR B/(TC+D)"E I TYPE A , ACRES BUSINESS I COMMERCIAL (-2 .5% SLOPE) Q , CFS CIA S :\2005154 305-291 INSI TE-Para dowski\d rain reportldrain area.xis -5-yr 1/12/06 1:58 PM TI M E SEC M IN 78.80 1.31 10.00 % c I 100 .0% 0.42 100 .0% 0 .42 7.69 SF I ACRES 47 ,702 1.10 47 ,702 1.10 3.5 TIME SEC M IN 80 .00 1.33 10.00 % c I 100.0% 0 .75 100 .0% 0 .75 7 .69 SF ACRES 47 ,702 1.10 47,702 1.10 6.3 Page 7 4 • PARADOWSKI LAW OFFICE 1 /12 /06 1 :58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: B D E 10 YR STORM 80 8 .5 0 .763 EXISTING DRAINAGE AREA 1 TRAVEL V ,F PS TIME TYPE LF % Table 111-2 SEC MIN TC, M IN NATURAL G RASSLANDS 240 2.6 % 2 .50 96 .00 1.60 10.00 I TYP E I C (Table 111-1) I % c I c -NATURAL GRASSLANDS (2 .6 % SLOPE ) 0.45 100.0% 0 .45 100.0 % 0.45 I, IN /HR B /(TC+D)"E 8 .63 I TYPE SF ACRES A, ACRES NATURAL GRASSLANDS 52 ,032 1.19 52 ,032 1.19 Q ,CFS CIA 4.6 PROPOSED DRAINAGE AREA 1 TRAVEL V , FPS TIME TYPE LF % Tab le 111-2 SEC MIN TC , MIN LANDSCAPED 110 1.2% 1.20 91 .67 1.53 PAVED 139 2 .3 % 5.00 27 .80 0 .46 10.00 I TYPE I C (Table 111-1) I % c I c -LANDSCAPED (1 .2 % SLOPE) 0.40 36 .2 % 0 .14 IMPERVIOUS (2 .3 % SLOPE) 0 .90 63.8% 0 .57 100 .0 % 0 .72 I, IN /HR B/(TC+D)"E 8 .63 I TYPE SF I ACRES I A, ACRES LANDSCAPED 18 ,832 0.43 IMPERVIOUS 33 ,200 0 .76 52 ,032 1.19 Q ,CFS CIA 7-4 S :\2005154305-291 INSITE-Paradowski\drain reportldra in area .x is --10-yr Page 8 • • PARADOWSKI LAW O FFI C E CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STAT ION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 10 YR STORM EXISTING B D 80 DRAINAGE AREA 2 E 8 .5 0 .763 TRAVEL V ,FPS TYPE LF % Ta ble 11 1-2 TC , M IN NATURAL G RASSLAND 19 7 3.1% 2 .50 I TYPE I C (Tab le 111-1) I c -NATURAL GRASS LANDS (3 .1% SLOPE ) 0.42 I, IN /HR B/(TC +D)"E I TYPE A , ACR ES NATURAL GRASSLAND S (3 .1% SL OP E) Q , CFS C IA PROPOSED DRAINAGE AREA 2 TRAVEL TYPE LF % TC , M IN BUS INESS I COMM ERC IAL 200 2 .5% I TYP E I C (Tab le 11 1-1) I c -BUS INESS I COMMERCIAL (-2 .5% SLOPE ) I, IN /HR B/(TC +D )"E I TYPE A , ACRES BUS INESS I COMMERCIAL (-2.5% SLOPE ) Q , CFS CIA S :\200 5154 305-29 1 INSITE-Paradowski\d ra in reportldrain are a .xis -10-yr 1 /12 /06 1 :58 PM T IME SEC MIN 78.80 1.3 1 10 .00 % c I 100.0% 0 .42 100 .0% 0 .42 8 .63 SF I ACRES 47 ,702 1.10 47 ,70 2 1.10 4.0 T IME SEC MIN 80 .00 1.33 10.00 % c I 100.0% 0 .75 100 .0 % 0.75 8 .63 SF ACRES 47 ,70 2 1 .10 47 ,702 1.10 7.1 Page9 • • ~ARADOWSKI LAW OFFICE 1/12/06 1:58 PM CITY OF COLLEGE STATION , BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT : B D E 25 YR STORM 89 8 .5 0 .754 EXISTI NG DRA INAGE AR EA 1 TRAVEL T IM E TYPE LF % SEC MIN TC , MI N NA TU RAL GRASSLAN DS 240 2.6 % 96 .0 0 1.60 10 .00 TYPE I C (Ta ble 111-1) I % c I c -NATURAL GRAS SLA NDS (2.6 % SL OP E) 0.45 100 .0% 0.45 100 .0% 0 .45 I, IN/HR 8 /(TC+D )AE 9 .86 I TY P E SF I ACRES A , A CRES NATURAL GRAS SLANDS 52 ,032 1.19 52,03 2 1.19 Q ,CF S CIA 5 .3 PROPOSED DRAINAGE AREA 1 TRAVEL T IME TYPE LF % SEC MIN TC , M IN LANDS CAPED 110 1.2% 9 1.67 1.53 PAV ED 139 2 .3% 27 .80 0 .4 6 10 .00 I TY PE IC (T able 111-1)1 % c I c -LANDS C APED (1 .2% SLOP E) 0 .4 0 36 .2% 0 .14 IMP ERV IOUS (2 .3% SLOP E) 0 .90 63.8% 0 .57 100 .0% 0 .72 I, IN /HR B/(T C+D)AE 9 .86 I TYPE SF I ACRE S A , AC RES LA N D SCAP E D 18 ,832 0 .43 IMPE RVI OUS 33 ,200 0 .76 52,032 1.19 Q ,CF S C IA 8 .5 S :\200 5154305-291 INS ITE-Para dowski\drain reportld ra in area .xis --25-yr Page 10 • • PARADOWSKI LAW O FFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE : COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 25 YR STORM EXISTING TYPE B D E 89 8 .5 0 .754 DRAINAGE AREA 2 TRAVEL V ,FPS LF "lo Tab le 111 -2 TC , M IN NATURAL GRASSLA ND 197 3 .1% 2 .50 TYPE I C (Table 11 1-1) I c -NATURAL GRASSLANDS (3.1% SLOPE) 0.42 I, IN/HR B/(TC+D)"E TYPE A , ACRES NATURAL GRASSLANDS (3.1 % SLOPE) Q ,CFS CIA PR OPOSED DRA INAG E AREA 2 TRAVEL TYPE LF "lo TC, MIN BUSINESS I COMMERCIAL 200 2 .5% I TYPE I C (Table 111-1) I c -BUSINESS I COMMERCIAL (-2 .5% SLOPE ) I, IN/HR B/(TC+D)"E I TYPE A , ACRES BUSINESS I COMMERCIAL (-2.5% SLOPE) Q , CFS CIA S :\2005154305-291 INSITE-Paradowski\drain reportldrain area.xis -25-yr 1/12 /06 1:58 PM T IM E SEC M IN 78.80 1.31 10.0 0 "lo c I 100.0% 0.42 100 .0% 0.42 9.86 SF I ACRES 47,702 1.10 47,702 1.10 4.5 TIME SEC MIN 80.00 1 .33 10 .00 "lo c I 100.0% 0 .75 100 .0% 0 .75 9 .86 SF ACRES 47 ,702 1.10 47,702 1.10 8.1 Page 11 • PARADOWSKI LAW OFFICE 1/12/06 1:58 PM CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100 YR STORM EXISTING B D 9 6 DRAINAGE AREA 1 T RAV EL TYP E LF % TC , MIN N ATU R AL GRASS LA NDS 240 TYPE C , -NATURAL GRASSLANDS (2 .6 % SLOPE) I, IN /HR B/(TC+D)"E TYPE A, ACRES NATURAL GRASSLANDS Q ,CFS CIA PROPOSED DRAINAGE AREA 1 TC, MIN C, - I, IN /HR A , ACRES Q ,CFS TYPE LANDSCAPED PAVED I TYPE LANDSCAPED (1.2 % SLOPE) IMPERVIOU S (2.3% SLOPE ) B/(TC+D)"E LANDSCAPED IMPERVIOUS CIA S :\2005154305-291 INSITE-Paradowskildrai n reportldrain area.xis -100-yr LF TYPE TRAVEL 1 10 139 % 8 .0 2 .6 % 1.2% 2 .3 % E 0.7 3 TIME SEC M IN 96.0 0 1.60 10.00 I C (Tab le 11 1-1) I % C I 0.45 100 .0 % 0.45 ~--1-0-0.-0-% ____ 0_.4~5 11 .64 SF ACRES 52 ,032 1.19 52 ,032 1.19 6.3 TIME SEC MIN 91 .67 1 .53 27.80 0.46 -----10.00 I C (Tab le 111-1) I % c 0.40 36 .2 % 0 .14 0 .90 63.8 % 0 .57 --------~ 100 .0 % 0 .72 SF I 18,832 33 ,200 52 ,032 11 .64 ACRES I 0.43 0 .76 1 .19 10.0 Page 12 • PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS REFERENCE: COLLEGE STATION DRAINAGE POLICY AND DESIGN STANDARDS STORM EVENT: 100 YR STORM EXISTING TYPE TC , MIN NATURA L GRASSLAND B D E 96 8.0 0 .73 DRAINAGE AREA 2 TRAVE L V ,FPS LF % Tab le 111 -2 197 3 .1% 2 .50 1/12/06 1:58 PM TIME SEC MIN 78.80 1.31 -----10 .00 TYPE IC (Tab le 111-1) I % c I c -NATURAL GRASSLANDS (3.1% SLOPE) 0.42 100 .0% 0 .42 ---------100 . 0 % 0.42 I, IN /HR B/(TC+D )"E 11 .64 I TYPE SF I ACRES I A , ACRES NATURAL GRASSLANDS (3 .1% SLOPE) 47,702 1.10 47,702 1.10 Q ,CFS CIA 5.4 PROPOSED DRAINAGE AREA 2 TRAVEL TIME TYPE LF % SEC MIN TC , M IN BUSINESS I COMMERCIAL 200 2 .5% 80 .00 1.33 ---1-0.-00- I TYPE I C (Table 111-1) I % c C, -BUS INESS I COMMERCIAL (-2.5 % SLOPE ) 0 .75 100 .0% 0 .75 ---------100 . 0 % 0.75 I, IN /HR B/(TC+D )"E 11 .64 I TYPE SF ACRES A, ACRES BUS INESS I COMMERCIAL (-2.5% SLOPE ) 47,702 1.10 47 ,702 1.10 Q ,CFS CIA 9.6 S :\2005154305·29 1 INSITE·Paradowski\drain reportldrain area .xis -100-yr Page 13 KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4101 Texas Avenue , Suite A Bryan, Texas 77802 B.J. Kling, P.E., R.P.L.S . S.M. Kling, R.P.L.S. Date: March 1, 2006 To: Josh Norton City of College Station From: Jeremy Peters , E .l.T. B.J. Kling, P.E. Re: Crescent Pointe Phase 1 Telephone 979/846-6212 Fax 979 / 846-8252 Temporary Detention Pond for Lot 1 Development Post Office Box 4234 Bryan, Texas 77805 Crescent P ointe Phase 1 is located adjacent to SH 30, and it is bound by SH 30, Copperfield Parkway, and Crescent Pointe P arkway. Lot 1 of thi s deve lopment is lo cated at the comer of Co pperfield Parkway an d Crescent P ointe Parkway. The proposed deve lopment of this site includes an 8 ,000 SF office building and parking fac ilities . T hi s attached grading plan shows a proposed temporary dete ntion facility fo r th e develo pment of lot 1. This report will show th e proposed temporary detention facility will attenuate excess runo ff for t he 2-100 yr. events as a resu lt of the develo pment of lot 1. Lot 1 is currently und eveloped with a grass/wood ed land cover. The average C va lue for the undeveloped s ite is 0.45 . Runoff from the existing site as sh own belo w. Table I Storm Eve nt Runoff (cfs) 2 yr . 3.3 9 5 yr. 4.12 10 yr. 4.62 25 yr. 5 .2 8 50 yr. 5 .97 100 yr . 6 .23 A temporary detention p ond is proposed t o provided detent ion for the increased runoff from the developmen t of lot 1. The detent ion pond has an earthen berm with a top o f berm e le vation of288.00'. pg I of2 The runoff from lot 1 will drain to the detention pond through an 18" HDPE pipe which has been designed by Pledger Kalkomey, Inc. This pipe terminates at the property line at flowline elevation 286.00'. An additional 20 LF of 18" HDPE pipe will be added to cross the property line and a public utility easement and enter the pond at flowline elevation 285.65'. The pond outlet works consists of a 25.54 LF of 12" CMP pipe, with an upstream flowline of 285.26' and a downstream elevation of 285.00'. The post-developed site has an average C value of 0. 72. This results in increased runoff as can be seen in Table 2. In addition, Table 2 also shows the outflow from the pond. Tab le 2 Post-Developed Storm Event Q into Pond (cfs) Q out of Pond (cfs) 2 yr. 3.94 2.24 5 yr. 4 .60 2.59 10 yr. 5.09 2.81 25 yr. 5 .84 3.03 50 yr. 6.47 3 .28 100 yr. 6 .76 3.36 As can be seen, the outflow from the pond is below the pre-developed rates. The temporary detention facility adequately detains for the proposed lot 1 improvements. The facility detains for the 2 yr. through 100 yr. storm events. Documentation supporting the flowrates and pond routing can be found attached to this letter. Certification: "I hereby certify that this report for the temporary drainage design of Lot 1 of Crescent Pointe Phase 1 was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." pg 2 of2 Job File: H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-1\TEMP-SOL.PPK Rain Dir: .\util\ JOB TITLE ========================== CRESCENT POINTE, PHASE 1 TEMPORARY DETENTI ON SOLUTION J.W. SCOTT, A-4 9 COLLEGE STATION, TEXAS BRAZOS COUNTY S/N: HOMOL0902508 Kling Engineering & Surveying Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Tc Cales Page l .Ol Name .... LOTl File .... H:\ENGINE-l \CR ESCE-l\DRAINAGE\PONDPA-1\TEMP -SO L .PPK Title ... LOT 1 Tc ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCEN TRAT ION CALCU LAT OR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LOT 1 Tc Segment #1 : Tc : User Defined Segme n t #1 Time : .1700 hrs Total Tc: .:i.700 h r s S /N : HOMOL 0 9 0 25 0 8 Kling Engineering & Surveying Pond Pack Ver : 8 -0 1 -98 (61 ) Compute Time : 13 :52 :1 6 Dat e : 03 -0 l -2 0~6 Type .... Tc Cales Page 1 .02 Name .... LOTl File .... H:\ENGINE -l \CR ESCE-1 \DRAINAGE\PONDPA-l\TEMP -SOL .PPK Tit le ... LOT 1 Tc Tc Equations used ... User Defined ====================================================== Tc = Value entered by user Where : Tc = Time o f concentration S /N : HOMOL0902508 Kling Engineering & Surveying Pond Pack Ver : 8 -01 -98 (61) Compu te Time : 13 :52 :1 6 Date : 03 -0 1 -2006 Type .... Rational Peak Q 's Page 1 .01 Na me .... EX-LOTl F ile .... H :\ENGIN E-l\CRE SCE-1\DRA I NAG E \PONDPA-l\TE MP -SO L .PPK SUMMARY OF RATIO NAL METHOD PEAK DISCHARG ES Q CiA * Units Conversion ; Where Conversion = 43S60 I (12 * 360 0) Rational Storms : BRAZOS . IDQ RATIONAL Tag Freq File IDF Cu r ve ---------------------------------- 2 YR 2 BRAZOS .IDQ e = .8060 b 6S .OOOO d 8 .0000 s YR s BRAZOS. IDQ e .78SO b 76 .0000 d 8 .SOOO 10 YR 10 BRAZOS . IDQ e .7630 b 80 .0000 d 8 .SOOO 2S YR 2S BRAZOS. IDQ e .7S40 b 89 .0000 d 8 .SOO O so YR so BRAZOS .IDQ e .74SO b 98 .0000 d 8 .S OOO 100 YR 100 BRAZOS. IDQ e = .7300 b 96 . 0000 d 8 .0000 Tc= .1700 hrs Tag Freq c c adj c I Area I Peak Q (years ) factor I final in /h r acres I c fs ------------1-----------------------------1 ---------- 2 YR 2 .4SO 1. 000 I . 4 so 6 .2704 1 .190 I 3 .39 s YR s .4SO 1. 000 I . 4 so 7.6281 1 .190 I 4 .12 10 YR 10 .4SO 1. 000 I .4SO 8 .S640 1 .190 I 4 .62 2S YR 2S .4SO 1. 000 I .4SO 9 .7819 1 .190 I S .28 so YR so .4SO 1. 000 I .4SO 11 . OS87 1 .190 I S .97 100 YR 100 .4S O 1. 000 I .4SO 11 .S4S7 1 .190 I 6 .23 ----------------------------- S /N : HOMOL0902S 08 Kling Enginee r ing & Surveying Pond Pack Ver : 8 -0 1 -98 (61) Compute Time : 13 :S0 :36 Date : 03 -0 1 -2006 Type .... Outlet Input Data Page 1.0 1 Name .... TEMP POND File .... H:\ENGINE-l\CRESCE -1\DRAINAGE\PONDPA-1\TEM P-SOL.PPK Title ... OUT LE T FOR TEMPORARY POND REQUESTED PON D WS ELE VATIONS: Mi n. Ele v.= I n crement = Ma x . Elev.= 28 5.26 ft .50 f t 2 88.00 f t ********************************************** OUTLET CONN ECTIVITY ********************************************** ---> Forward Flow On ly (Upstream to DnStream } <---Reverse Flow On ly (DnStream to Upstream ) <---> Forwa r d a n d Re ver s e Bo t h Allowe d S t ructure No. Outfa ll El, ft Culvert -Ci rcu l a r ---> TW 2 85.260 TW SET UP, DS Channe l S /N : HO MOL 0 9 02 508 Kli n g Engineering & Surveyi ng Pond Pack Ver : 8-01-98 (61) Compute Time: 13 :17:31 E2 , ft 288 .00 0 Date : 03 -01 -2006 Type .... Outlet Input Data Page 1 .02 Name .... TEMP POND File .... H :\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\T EMP-SOL .PPK Title ... OU TLET FOR TEMPORARY POND OU TLET STRUCTURE INPUT DATA Structure ID Structure Type Culvert-Circular Use Use No. Barrels Barre l Diameter Upstream Invert Dnstream Invert Horiz . Length Barrel Length Barrel Slope OU TLET CONTROL DATA ... Mannings n Ke Kb Kr HW Convergence INLET CONTROL DATA ... Equation form Inlet Control K I n let Control M Inlet Co ntrol c Inl et Control y Tl ratio (HW /D) T2 ratio (HW /D) Slo pe F a ctor unsubmerged inlet control Form submerged inlet control Form 1 1 .0000 285.26 285 .00 28.26 28.26 .00920 .0250 .500 0 .11565 7 .5000 .001 1 .0098 2 .0000 .03980 .6 700 1.155 1. 302 -.500 1 equ . 1 equ. In transition zone between unsubmerge d and inte rpolate between flows at Tl & T2 ... At Tl Ele v 286.42 ft ---> Flow At T2 Elev= 2 86.56 ft ---> Flow ft ft ft ft ft ft/ft (forward entrance loss) (per ft of full flow ) (r everse entrance loss) +/-ft below Tl elev . above T2 elev. submerged inlet control , 2.75 cfs 3.14 c fs S/N: HOMOL 0902508 Kling Engineering & Surveying Pond P a ck Ver : 8-01-98 (61 ) Compute Time: 13 :17 :31 Date: 03-01-2006 Type .... Outlet Input Data Page 1.03 Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... OUTLET FOR TEMPORARY POND OUTLET STRUCTURE INPUT DATA = TW Structure ID Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance .01 ft Max. TW tolerance .01 ft Min. HW tolerance .01 ft Max. HW tolerance .01 ft Min. Q tolerance .10 cf s Max. Q tolerance .10 cf s S/N : HOMOL 0902508 Kling Engineering & Surve y ing Pond Pack Ver: 8-01-9 8 (61 ) Compute Time: 13 :17:31 Date : 03 -01 -2006 Type .... Composite Rat i n g Cur v e Name .... TEMP POND File .... H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\TEMP -S OL.PPK Title ... OUTLET FOR TEMPORARY POND ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev , Total Q Notes Elev. Q ft cfs TW Elev ft Converge Error +/-ft 2 85 .2 6 285.76 286.26 286.76 287.26 287.76 288 .0 0 .00 Free Outfall .61 Free Outfall 1. 92 2.76 3.38 3.91 4.13 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Contributing Structures None contributing S /N: HOMOL 0 9 0 25 0 8 Kling Engineering & Surv eying Page 1 .0 4 Pond Pack Ver: 8 -01 -98 (61 ) Compute Time : 1 3:17 :31 Date: 03-01 -2006 + + Type .... Pond Routing Summary Name .... TEMP POND Tag: 10 YR File .... H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMP ORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 10 YR NONE STORED -TEMP POND OUT 1 0 YR TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac -ft cf s cfs Starting Total Qout= .0 0 cfs Time Increment . 0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = 5.09 cfs 2 .81 cfs 286.81 ft .080 ac-ft at at .1700 hrs .4300 hrs ===================================================== MASS BALANCE (ac-ft ) Initial Vol .000 HYG Vol IN .154 Infiltration .000 HYG Vol OUT = .154 Retained Vol .000 ---------- Un routed Vol -.000 ac-ft (.017% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S /N: HOMOL 0902 5 0 8 Kling Engineering & Surveying Page 2.0 1 Pond Pack Ve r : 8-0 1-9 8 (61 ) Co mpute Time: 13 :17:31 Dat e : 03-0 1-2006 Type .... Pond Routing Summar y Name .... TEMP POND Tag: 100 YR File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Da ta Pond Out let Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infil tr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\ TEMPPOND.HYG -TEMP POND 100 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cf s cf s OUT 100 YR Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Pea k Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft ) + Initial Vol + HYG Vo l IN Infiltration HYG Vol OUT Retained Vol Unrouted Vol 6.76 cfs 3.36 cfs 287.25 ft .120 ac -ft .000 .214 .000 . 214 .000 at at .1700 hrs .4700 hrs -.000 ac-ft (.0 12 % of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.02 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Name .... TEMP POND Tag: 2 YR File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-1\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Out le t Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-1\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 2 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cfs cfs OUT 2 YR Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = 3.94 cfs 2.24 cfs 286.45 ft .051 ac-ft at at .1700 hrs .3900 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration -HYG Vol OUT Retained Vol Unrouted Vol .000 .1 03 .000 .103 .000 -.000 ac-ft (.023% of Inflow Volume ) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2 .03 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Name .... TEMP POND Tag : 25 YR File .... H:\ENGINE-l \CRESCE-l\DRAINAGE\PONDPA-1 \TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 25 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac -ft cf s cfs OUT 25 YR Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol Unrouted Vol 5.84 cfs 3 .03 cfs 286.98 ft .095 ac-ft .000 .177 .000 .177 .000 at at .1700 hrs .4500 hrs -.000 ac-ft (.013% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.04 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Name .... TEMP POND Tag: 5 YR File .... H:\ENGINE-l \CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr . LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-l\DRAINAGE\PONDPA-1\ TEMPPOND.HYG -TEMP POND 5 YR NON E STORED -TEMP POND OUT 5 YR TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft a:c-ft cfs cf s Starting Total Qout= .00 cf s Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft ) + Initial Vol + HYG Vol IN -Infiltration HYG Vol OUT Retained Vol Unrouted Vol 4.60 cfs 2.59 cfs 286.66 ft .068 ac-ft .000 .133 .000 .133 .000 at at .1700 hrs .4300 hrs -.000 ac-ft (.018% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0902508 Kling Engineering & Surveying Page 2.05 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 Type .... Pond Routing Summary Name .... TEMP POND Tag: 50 YR File .... H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\TEMP-SOL.PPK Title ... TEMPORARY POND FOR LOT 1 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY H:\ENGINE-l\CRESCE-1\DRAINAGE\PONDPA-l\ TEMPPOND.HYG -TEMP POND 50 YR NONE STORED -TEMP POND TEMP POND TEMP POND TEMP POND 285.26 .000 .00 .00 ft ac-ft cfs cfs OUT 50 YR Starting Total Qout= .00 cfs Time Increment .0200 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak Outflow Peak Elevat ion Peak Storage = MASS BALANCE (ac-ft } + Initial Vol + HYG Vol IN Infiltration HYG Vol OUT Retained Vol Unrouted Vol 6.47 cfs 3 .28 cfs 287.18 ft .11 4 ac-ft .000 .205 .000 .205 .00 0 at at .1700 hrs .4700 hrs -.000 ac-ft (.012 of Inflow Volume } WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL 090250 8 Kling Engineering & Surveying Page 2 .06 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:17:31 Date: 03-01-2006 CALCULATED FLOW Fire Flow at hydrant G-011: PARADOWSKI LAW OFFICE CITY OF COLLEGE STATION PK JOB #54305-291 FIRE FLOW CALCULATION With 20-psi pressure at Static Hydrant G -0 35 : Qr = 29.83cdD 2 JP: Qr = (29 .83)(0.9)(2 .5 )2 .J80=1,500 "gpm ( J 0.54 Q I =Qr ~ =~~ ( 96-20 )0 · 54 Q I = (1,500) = 3084 gpm 96-76 Where: Qr = residual flow at the pitot pressure (gpm) Q 1 = Fire Flow (gpm) cd = friction loss (usually 0.9 for smooth 2.5-in opening) D = diameter of opening in inches (2.5 in most cases) PP = pitot pressure (psig) Pr = residual pressure (psig) P.,. = static pressure (psig) REQUIRED FLOW Building ype = V-B (Section 602 and 1505of2000 Int erna tional Building Code) Fire Ar,ea = 8000 square feet (Section B 104 of 2000 Int erna tional Fire Code) Required Fire low = 2,500 gpm (Table B105 .1 of 2000 Int ernational Fire Code) Number of hydrants required = 3 (Table C105.1of2000 Int ern ational Fire Code) RESULTS 3,084 gpm available > 2 ,5 00 gpm required =OK 3 hy drants available = 3 hydrant required = OK Hydrant Flows Flow Hydrant G-011 Date 11/4/1998 Pitot Reading 80 GPM 1140 Static Hydrant G-035 Static Pressure 96 Residual Pressure 76 Location LINDA LANE@ HWY 30 Cl c:: F Cl ...J 0 ~G-098 G ~ CHAPTER 6 TYPES OF CONSTRUCTION SECTION 601 GENERAL 601.1 Scope. The pro vis ion s of this chapter shall control the classification of build ings as to type of construct ior.. SECTION 602 CONSTRUCTION CLASSIFICATION 602.1 General. Buildings and structures erected or to be erected. altered or extended in height or are a sh a ll be cla ssi~ · - fied in one of the five construction types defined in Sections 602 .2 through 602.5. The building elements shall ha ve a fire resistance rating not less than that specified in Table 60 I and 1~ exterior walls shall have a fire-resistance rating not le ss than that specified in Table 602 . 602.1.1 Minimum requirements. A building or po rtion thereof shall not be require d to confonn to th e detail s of a type of construction hi gher than that type, which meets the minimum requirements based on occupa ncy even th ough certain features of such a building actually confonn to a higher type of construction . 602.2 Types I and II. Types I and II construction are those types of construction in which the building elements lisied in Table 601 are of noncombustible material s . 6023 Type Ill. Type III construction is th at type of con- struction in which the exterior walls are of noncombu stible material s and the interior building elements are of an y mate- rial permitted by this code. Fire-retardant-treated wood fram- ing complying with Section 2303.2 shall be permitted within exterior wall assemblies of a 2-hour rating or le ss. 602.4 Type IV. Type IV construction (Heavy Timber , HT) is that type of construction in which the exterior walls are of noncombu stible material s and the interior building element s are of solid or laminated wood without concealed spaces . The details of Type IV cons truction shall comply with the pro vi- sions of thi s section. Fire-retardant-treated wood framing complying with Section 2303.2 shall be permitted within exterior wall assemblies with a 2-hour rating or le ss. 602.4.1 Columns. Wood columns shall be sawn or glued laminated and shall not be less than 8 inches (203 mm), nominal , in any dimension where supporting floor loads and not less than 6 inches ( 152 mm) nominal in width and not less than 8 inches (203 mm) nominal in depth where supporting roof and ceiling loads only. Columns shall be continuous or superimposed and connected in an approved manner. 2000 INTERNATIONAL BUILDING CODE~ 6-02.4.2 Floor framing. Wood beams and girders shall be of sawn or glued lamin ated timber and sha ll be not les s than 6 inches (152 mm) nominal in width and not les s than 10 inches (254 mm) nomin al in depth . Framed sawn or glued laminated tim ber arches , which spring from the floor l ine and support floor loads, shall be not less than 8 inches (203 mm) nominal in any dimension. Framed timber truss e s sup- porting floor loads shall have members of not less than 8 inches (203 mm) nominal in any dimension . 602.43 Roof framing. Wood-framed or glued laminated- arches for roof construction , which spring from the floor li ne or from grade and do not support floor loads shall have members not less than 6 inches (152 rrlin) nominal in width and have less than 8 inches (203 mm) nominal in depth for the lower half of the height and not less than 6 inches (152 mm) nominal in depth for the upper half. R_amed or glued laminated arches for roof construction that spring from the top of walls or wall abutments, framed timber trusses, and other roof framing, which do not support floor loads, shall have members not less than 4 inches (102 mm) nominal in width and not less than 6 inches (152 mm) nominal in depth. Spaced members may be composed of two or more pieces not less than 3 inches (76 mm) nominal in ·thickness where blocked solidly throughout their intervening spaces or where spaces are tightl y closed by a continuous wood cover plate of not le ss th an 2 inches (51 mm) nominal in thickness secured to the underside of the members. Splice pl a te s shall be not les s than 3 inches (76 mm) nominal in thickness . Where pro- tected by approved automatic sprinklers under the roof deck. framing members shall be not less than 3 inches (76 mm ) nominal in width. 602.4.4 Floors. Floors shall be without concealed spaces. \Vood floors shall be of sawn or glued laminated planks, splined, or tongue-and-groove, of not less than 3 inches (76 mm) nominal in thickness covered with 1-inch (25.4 mm) nominal dimension tongue-and-groove flooring, laid crosswise or diagonally, or 0 .5-inch (12 .7 mm) particle board or planks not less than 4 inches ( 102 mm) nominal in width set on edge close together and well spiked and covered with l inch (25 .4 mm), nominal, dimension floor- ing or 112-inch ( 12 .7 mm) wood structural panel or 0 .5 -inch (12 .7 mm) particle board . The lumber shall be laid so that no continuous line of joints will occur except at points of support . Floors shall not extend closer than 0.5 inch (12.7 mm) to walls. Such 0.5-inch (12.7 mm) space shall be cov- ered by a molding fastened to the wall and so arranged that it will not obstruct the swelling or shrinkage move . 87 602 .4.5 -603.1 men ts of th e floor. Corbeling of masonry walls under the fl oo r may be use d in place of molding. 602.45 Roofs. Roofs shall be witho ut con cealed space s and wood roof decks shal l be sawn or glued lami nated , splined or tongue-and-groove plank , not les s than 2 inche s (51 ·mm) thi ck, 1 l/s (32 rnm)-inch-thi ck wood stru ctural pan el (exteri- or glue), or of pl anks not less than 3 inches (76 mm) nominal wide set on ed ge clo se togethe r and lai d as required for floors . Oth er types of decking may be used if providin g equiva lent fire resistan ce and structural propenies . 602.4.6 Partitions. Panitions shall be of solid wood con- struction formed by not le ss than two layers of l-inch (25 mm) mat ched boards or laminated construction 4 inches ( l 00 mm) thick , or of l-hour fire -re sistance-rated construction . 602.4.7 Exterior structural members. Where a horizon - tal se paration of 20 feet (6096 mm) or more is provided , wood column s and arche s conformin g to he avy timber sizes ma y be used extern ally . .Jl-6025 Type V. Type V construction is th at type of con struc- tion in which th e struc tu ral elements, exterior walls and int e- rior walls are of any mat e ri als permitted by thi s cod e . SECTION 603 COMBUSTIBLE MATERIAL IN TYPES I AND II CONSTRUCTION TYPES OF CONSTRUCTION 4 . Roof coverin gs th at have an A, B or C cl assi fication . 5 . Interior fl oo r fini s h a nd interio r finish. trim and mi ll- work suc h as doors , door frame s , win dow sa she s and fr ames. 6 . Where not in sta ll ed over 15 fee t (4572 mm) ab ove gra de, show windows , nail ing or furring strips, wood - en bulkhead s bel ow sh ow windows . their frames , apron s and show cases. 7 . Finish floo rin g appl ied direct ly to the floor slab or to wood sleepe rs that are fir estoppe d in acco rd ance with Section 716.2 .7 . 8. Partition s dividing portions of stores, offices or simil ar · · -pl aces occupied by one ten ant only and which do not establish a corridor serving an occupant load of 30 or more may be constructed of fire-retardant-treat ed \~ wood , 1-hour fire-resisti ve construction or of wood panel s or similar light construction up to 6 feet ( 1829 mm) in he ight. 9. ·. Pl atforms as permitte d in Section 410 . 10. Mat-;;nals complying with Section 602 of th e Internationa l Mechanical Code . 11 . Combu stible exterior wall coverings, balconies, ba y or oriel windows, or s imil ar appendages in accordan ce wi th Chapter 14 . 603 .1 Allowable uses . Combu st ible materi als are permiued --. 12 · in buildings of Type I and Type II constru ctio n in th e follow - Blocking ~~ch as for handrails , mill work, cabinets, and window and door frames. in g applications : 13. Light -tra nsmitting plasti cs as permitted by Chapter 26 . I. 2 . Fire-retard ant-treated wo od shall be permitted in : l .l . Nonbearin g panition s where the required fire - re sis tance rating is 2 hour s or less. 1.2 . Nonbearing exterior walls where no fire ratin g is required . 1.3 . Roof construction as permitted in Table 601, Note c, Item 3. Thermal and acou sti cal insulation, other th an foam plas ti cs, ha ving a flam e spread index of not more th an 25. Exceptions: 1. In sulation pl aced between two layers of noncom - bu stible mat erials without an int erve nin g air space shall be allowed to have a fl ame spread index of not more than 100. 2 . In sulation installed betwe e n a finished floor and solid decking without intervening air sp ace shall be allowed to have a flame spread index of not more than 200 . 3 . Foam plastics in accordance with Chapter 26. " 88 '. 14. Mastics and caulking materials applied to pro vide flex- ibl e sea ls bet wee n components of exterior wall con - struction. 15. Exterior plastic venee r in stalled in accordance with Secti on 2605 .2. 16. Nailing or furrin g st rip s as pe rmitted by Secti on 803.3. 17. Heavy timber as permitted by Kate C , Item 2, to Table 601 and Sec tions 602.4.7 and 1-W6.3. 18. Aggregate s , component mat eria ls and admixtures as permitted by Section 703 .2.2 . 19. Sp rayed cementitious and mineral fiber fire-resistiv e materials in stall ed to comply with Section 1704 .11. 20. Materials used to protect penetrations in fire-resistance-rated assemblies in accordance with Section 71 l . 21 . Materials used to protect joints in fire-resistance-rated assemblies in accordance with Se ction 712 . 22. Materials allowed in the concealed spaces of build ings of Types I and II construction in acc ordance with Section 716.5. 2000 INTERNATIONAL BUILDING CODE® TYPES O F CONSTRUCTION TA B L E 60 1 -TA B LE 602 TA B LE 601 FIRE-R ES ISTANCE RATING REQ UIRE MENT S FOR BUI LDI NG E LEMENTS (hours) TYPE I TYPE II TYPE Ill I TYPE IV ~ BUIL DI NG ELEMENT A B Ad I B Ad B HT Ad 6) Stru ctural frame" I Includin g columns. g ird e rs. tru sses 3b 2b I I 0 I 0 HT I 0 Bearin !? walls ' Exterio rf 3 2 I 0 2 2 2 I 0 Inte ri or I 311 ,r I 0 I () I I/H T I 0 I I I Nonbearing wall s and part ition s Ext erior See Table 60 2 Int eri or' See Se cti on 60 2 Floor con stru cti on . -I Includ ing supportin g be ams 2 2 I I 0 1 0 HT I 0 and j ois ts Roof con struct ion ; -" ; Including supporting beams J lhC I ' I ' (}: I c 0 HT )C 0 and joi sts For SI: I fo ot = 30-1 .8 mm . a . b . c . d . e . r. For SI : Th e stru ctural fra me shall be con s id.:red tl.l be the co lumn s and the girders. b~:<. trus ses and sp andrels hJ ving dire ct connecti ons to the colum ns and brJcin g membe rs d.:s igned 10 carry grJv iry loads . The members of ll oor or ro o f panels which have no connection to the column s shall be conside red secondary members and not a part of the stru.:cural frame . · Roo f support s: Firc-re sistam:e racings of st ru ctu ral frame and be ar ing wall s are p.:nnitted to be reduced by I hour v. here supporting a roof only. I. Excep t in Fa cto f)-l ndustri al (F-IJ. Hazardou s (H l. 1'.krcantile (~I) and Modera te Hazard St ora ge (S -1) occupancie s. fire protec tion of struc tur- al members sha ll no t b.: required . induding protection of roof framing and decki ng where every part of the roo f con structio n is 20 feet or more above any ll oor immediately bel ow. Fire-retardant-treated wo od members sha ll be all o wed to be used for su ch unprotec ted member s. 2. In all occupancies. heavy timber shall b.: all owed where a I -hour or less fire -res istance rating is required. 3. In Typ.: I and Type II construction . fi re -retardant-treated wood sha ll be allowe d in buildings not over tw o st orie s includi ng gi rders and tru sses as part of the roof construction . . . __ An app ro ve d autom at ic sprinkler system in acco rdance with Se cti on 903 .3.1.1 sh all be all owed to be substituted for 1-hnur fire ·res istance-rated con- structio n. provided such syst.:m is not otherwise requi red by other provisi ons of the code or u ·ed for an all o" able ar ea increa se in accordance with Secti on 506 .3 or an allowable he ight incn:ase in accordance with Sec ti on 50-l .2. The I -h our substitution for the fire resi,tance of exteri or walls shall not be p.:nnitted . For int erio r nnnbcar ing part iti o ns in T) p.: I\" cons tru cti on. al so see Sec ti on 60~.-1 .6 . :\ot ks~ than the fire-r es istan a rating ba sed on fir~ sc:pa rJt ion di·;tan.:e h.:e Tabk 60 2.) TABLE 602 FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE 3 FIRE SEPARATION DISTA NCE TYPE OF GROUP GROUP F-1 , GROUP A ,B ,E, (feet) CONSTRUCTION H M , S·1 F-2 , I, Rb , S-2, U <Y All 3 2 I ~ 5 I-A 3 2 I <IO Others 2 1 I ~ 10 I-A, 1-8 2 I I < 30 11 -8 , V-8 I 0 0 Others 1 I I ~ 30 All 0 0 0 I foot = 30-1.8 mm . a . Load-bearing ex te ri o r wa ll s sha ll al so comp ly wi th th e fir e-resis tance rating require ment s of Table 60 I. b . Group R-3 and Group U whe n used as access ory to Grou p R-3, as app licable in Sectio n 101.2 shall not be required to have a fire -res istance rating wh t:n: fi re separat io n di stan ce is 3 fee t or more . c . See Sectio n S03.2 fo r party wall s. 2000 INTERNAT IONAL BUIL DING coo~ ' ;.. . 89 . ... I 1503 -1505.1 SECTION 1503 WEATHER PROTECTION 1503.1 General. Roof decks shall be covere d with appro ved roof co verings secured to the building or structure in accor- dance with the provi s ion s of thi s ch a pter. Roof coverings shall be de sig ne d , in stall ed and maintained in accordan ce wit h thi s codo:: and th e appro ved manufacturer's in stall a tion in struction s such th a t the roof co ve rin g s h a ll serve to proto::ct the bu ild ing or structure. 1503.2 Flashing. Flas hing sha ll be in s tall o::d in such a m an - ner as to pre vent mo isture entering th e w all throu gh the joints in th e coping , throu g h moi s ture-permeable mat e rial. at int er- sections with th e roof plane or at parapet \Va ll penet rat ions . 1503.2.1 Locations. Flashing shall be in s ta lled at wall and roof intersections; at gutters; wherever there is a ch a nge in roof slope or dire c tion; and around roof openings . ·where flashing is of metal , the metal shall be corrosion re sista nt with a thickn ess of not less th a n 0 .019 inch (No . 26 gal- vanized sheet). 15033 Coping. Parape t wall s shall bl! properl y coped with no ncombus tibl e , weathe rpro of materials of a width no le ss than the thickne ss of the parape t wall. [P] 1503.4 Roof drainage. Design and in sta llation of roof drainage systems shall comply with the /nrernarional Plumbing Code. 1503.4.1 Gutters. Gutters and leaders pl ace d on the out- side of building s. other than Group R-3 as applicable in Se ctio n 101.2 , private garages , and buildings of Type Y con st ruction, s hall be of noncombu s tible mate rial or a minimum of S c hedule 40 pla stic pipe!. 1503.5 Roof ventilation. Intake and exhaust ve nt s shall be provided in accordance with Section 1202 .2 and the manu - facturer ·s in s tallation in struction s. SECTION 1504 PERFORMANCE REQUIREMENTS 1504.1 Wind resistance of roofs. Ro.of decks and roof cov- erings shall be designed for wind loads in accordance with Chapter 16 and Sections 1504 .2, 1504.3 and 1504.4 . Exception: Asphalt shingles shall be connected to the roof deck in accordance with Section 1507 .2. 1504.2 Wind resistance of clay and concrete tile. Clay and concrete tile roof coverings shall be connected to the roof deck in accordance with Chapter 16. 276 .I • ROOF ASSEMBLIES AND ROOFTOP STRUCTURES 1504.3 Wind resistance of nonballasted roofs. Roof co ver- ings installed on roofs in accordance with Section 1507 th at a re mechanicall y attached or adhered to th e roof deck shall be dl!s ig ne d to resis t th e de s ign wind load pressures for cl add in g in Chapte r 16. 15043.1 Other roof systems. Roof systems with built - up '. modified bitumen. full y adhered or mechanically a tt ac hed sing le-pl y thro ugh fastened metal pa ne l roof sy s - tems. an d oth e r types of mem brane roof cove rin gs shall a lso be tes ted in accorda nce with™ 445 0. FM 4-170 . UL 5 80 o r UL 1897 . · 150-U.2 Metal panel roof systems. Metal panel roof sys- tems throu gh fastened or standing seam shall be tested in · accordance with UL 5 80 or ASTM E 1592 . 150-4.4 Ballasted low-slope roof systems. Ballas.re d low- slope (roof slope < 2: 12 ) sing le -ply roof system covering s inst~lled in accordance with Section 1507 shall be designed in accord~ce with ANSI/RMA/SPRI RP -4 . 1504.5 Physical properties. Roof coverings installed on low slo pe roofs (roof slope < 2: 12) in accordance with Secti on 1507 shall demonstrate physical integrity o ve r the working life of the roof based upon 2,000 hours of exposure to accel- erated weathering tests conducted in accordance with ASTM G23. ASTM m6 or ASTM G53 . Those roof covering s th at are subject to cyclical flexural re s po nse du e to wind lo ads shall not demon strate any significant los s of ten sile strength for unre inforced membranes or brea kin g streng th for rein- forced membranes when tes ted as herein required. . 1504.6 Impact resistance. R oo f c ove ring s in stalled on lo w- slope roofs (roof slope < 2: 12) in accordance with Se cti on 1507 shall res ist imp act d a mage based on th e re su lt s of tests conducted in accord a nce with ASTM D 37-16. ASTM D 4272 , CGSB 37-GP-52M or FM 4-170. SECTION 1505 FIRE CLASSIFICATION 1505.1 General. Roof assemblies shall be di vided into the classes defined below. Class A , B and C roof assemblies and roof covering s required to be listed by this section shall be tested in accordance with ASTM E 108 or UL 790 . In addi- tion, fire-retardant-treated wood roof coverings shall be te st - ed in accordance with ASTM D 2898 . The minimum roof coverings installed on buildings shall comply with Table 1505.1 based on the type of construction of the building . 2000 INTERNATIONAL BUILDING cooE® ROOF ASSEMBLIES ANO ROOFTOP STRUCTURES IA B TABLE 1505.1 a ,b MINIMUM ROOF COVERING CLASSIFICATION FOR TYPES OF CONSTRUCTION IB llA llB lllA 1119 I IV VA B B cc B cc I B B Fo r SI : I foot= 30.+.8 mm . I squ a re foo t= 0 .09 19 m~. 6> cc a . Unl ess otherwise required in accordance w ith th e Urban Wil d/and /111erface Code o r due to th e locati o n of th e building with in a fi re di stri c t in accord ance with Ap pendi .~ D . b . t\o nclass ified roof coverings shall be perm med on bui ldin gs of G roup R- 3 as applicable in Section l 01.2 and U oc cu pancies. where there i' a min- imum fire-separatio n di st .i nce of 6 fee t me asured fr o m the leading edge of the roof. c. Bu ildings that are not mo re th an t\\O st o ries in height an d having not more tha n 6 .000 square feet o f projected roof areJ an d where there is a minim um I O-foot fi re-separa ti on d istance fr om the leading edge of th e roo f to a lo t line on all sides of the bui lding . except for street fr o nts or pu b li c way s . shall be perm itted to hJ ve roofs of :\o. I cedar or red wood shakes an d No. I shingks constru cted in accordance with Sec tio n '- 1505.6 . j~ 1505.2 Class A roof assemblies. Class A roof assemblies are those that are effective ag a inst se vere fire test exposure. Class A roof assembli es and roof co ve rings shall be listed and identifi e d as Cla ss A by an appro ved te st ing agency. Class A roof assemblie s shall be permitt<:!d for use in buildings or s tru c ture s of all ty pe s of c o nstru c ti on. Exception: Class A roof as semblies include tho se with co ver- ings of brick , masonry, slate, clay or concre te roof tile, expose d concrete roof deck, ferrous or copper shingles or sheets. 1505.3 Class B roof assemblies. Class B roof assemb11es are those th a t are effective against moderate fir e -tes t expo sure . Class B ro o f assemblie s and roof coverings shall be li sted and identified a s Clas s B by an app ro ved testing agency . Exception: Class B roof as se mblie s include th ose with coverings of me ta l sheets and shingles . "*1505.4 Class C roof assemblies . Cla ss C roof assemblie s are those th at are effective again s t li g ht fire-test exposure. Cla ss C roof assemblies and roof covering s shall be li sted and iden- tified as Class C by an approved testing agency . 1505.5 Nonclassified roofing. Nonclassified roofing is approved material that is not listed as a Class A , Class B or Class C roof covering . 1505.6 Wood shingles and shakes . \\'hen testing wood shin- gles and shakes in accordance with ASTM E 108 and ASTM D 2898 (including Method A and B of the rain test), the fire tests shall include the intermittent flame test, spread of flam e te st, burning brand test and flying bra nd test. Additionally , at the conclu sio n of the rain test, test panels shall be subjected to the intermittent flame test, burning brand test and flying brand test. Shakes and shingles shall also be subjected to the weathering test as specified in UL 790. 2000 INTERN ATIO NAL BUILDING cooe® TABLE 1505.1 -1507.1 1505 .6.1 Fire-retardant-treated shingles and shakes. Fire -re tardant-treated wood shakes and shingles shall be treated by impregnation with chemic a ls by the full-cell vacuum-pressure process, in accordance with AWPA Cl. Each bundl e s hall be marked to iden tify th e manufactured u nit and the manufacturer. and sh a ll also be la be led to id en tify the classi ficati on of th e m aterial in accordance with th e testing require d in Section 15 0 5 .6 (C lass B or C). th e treating compa ny a nd the qu a lit y control age ncy. 1505.7 Special purpose roo fs. Spec ial purpos e wood shin gle o r wood shake roofi ng s ha ll confonn with the grading . and app li catio n requirements of Secti o n 1507 .8 or 1507 .9 . In addi ti o n. an underl ay ment of 0 .625 inch (15.9 mm) Type X water-resi stant gypsum backing board or gypsum sheathin g sh a ll be placed under minimum nominal 0.5-inch-thick (12.7 mm) wood structural panel solid sheathing or I-inch (25 mm) nominal spaced sheathing . SECTION 1506 MATERIALS 15~1 Scope. The requirements set forth in thi s section shall apply to the application of roof covering material s specified herein . Ro of coYe rings sh all be applied in accordance with this chapter and the manufacturer's in stallation instructions. Installation of roof coverings shall comply with the applica- ble provisions of Section 1507. 15062 Compatibility of materials . Roofs and roof coverings shall be of material s that are compatible with each other and with the building or structure to which the materials are app li ed. 1506.3 Material specifications and physical characteris - tics . Roof covering material s shall conform to the applicable stand a rd s li sted in this c hapter. In the abse nce of applicab le st andards or where material s are of questionable suitability, te sting by an appro ve d tes tin g agency shall be required by the building official to determine the character, quality and limi - tati ons of application of the material s . 1506.4 Product identification. Roof covering materials shall be delivered in packages bearing the m anufacturer's identifying marks and approved testing agency labels required in accordance with Section 1505. Bulk shipments of ma teri als shall be accompanied with the same information is s ued in the fonn of a certificate or on a bill of lading by the manufacturer. SECTION 1507 RE QUIREMENTS FOR ROOF COVERINGS 1507 .1 Scope. Roof coverings shall be applied in accordance with the applicable provisions of this section and the manu- facturer's installation instructions. Appendix B FIRE-FLOW REQUIREMENTS FOR BUILDINGS SECTION 8101 GENERAL BlOl.1 Scop e. The pro cedure for detennining fire-flow re- quirem ent s for bui ldin gs or portion s of buildings hereafter con- structe d shall be in accordance wi th t his app endix . This append ix does not a pp ly to structures other than bui ld in gs. SECTION 8102 DEFINITIONS B102.1 Definitions. For th e purpose of thi s appendix, certai n terms are defined as follows : FIRE AREA. The fl oor area, in square feet , used to detennine ;l the req uir ed fir e flow. FIRE FLO\\". The fl ow rate of a water supply, measur ed at 20 pounds per square inch (psi) ( 13 8 kPa) re sidual pres sure , that is ~ avai lab le fo r fir e fightin g. SECTION 8103 MODIFICATIONS B103.1 Decreases. Th e fire chief is authorized to reduce the fire-flow requ irements for iso lated buildings or a group of buildings in rural areas or small communities where-the-tlevel- opment of full fire-flow requirements is impractic al. B103.2 Increases. The fire chief is authorized to increase the fire-flow requirements where conditions indicate an unusual su sc eptib ili ty to gro up fire s or conflagrati o ns. An increa se shall not be more than twic e that required for the building under con- sideration . B 103.3 Areas without water supply systems. For inform a- tion re garding water suppli es for fire-fighting purpo ses in rural and suburban areas in which adequate and reliable water suppl y systems do not exist, the code official is authorized to utiliz e NFPA 1231 or the IFCI Urban Wild/and Interfa ce Cod e. _Ul SECTION 8104 "F° FIRE AREA B 10 -U General. Th e fir e area shall be the total flo or area of all floor level s within the exterior walls, and under the horizont al projections of the roof of a building used to protect storage or use areas, except as modified in Sections B 104 .2 and BI 04 .3 . B104.2Areaseparation. Portions of buildings which are sepa- rated by fire walls without openings constructed in accordance with the International Building Code are allowed to be consid- ered as separate fire areas . 2000 INTERNATIONAL FIRE CODE~ BlO.t .3 Type IA and Type IB construction. The fire ar ea of bu ildings constructed of Type IA and Type IB con s tru ctio n shall be the area of the thr ee large st success ive floors . Exception: Fire area for open parkin g garages shall be de- termined by th e area of the larg est fl oor. SECTION 8105 FIRE-FLOW REQUIREMENTS FOR BUILDINGS B105.1 One-and two-family dwelling s. The minimum fir e flow req uirement s for one -an d two -fam ily dwellin gs ha ving a fire area which does not exceed 3,600 square feet (344 m~) sh all be 1,000 gallons per minute (3785 Umi n). Fire flow and fl ow duration for d welli ngs having a fir e an;a in excess of 3,600 square feet (344 m2 ) shall not be less th an that specified in Table BIOS .I. Exception: A reduction in required fire flo w of 50 percent , as approved, is allowed whe re th e building is equipped ihrnughout with an appro ve d automatic sprinkler system in accordance with Chapter 9 of th e Imematio nal Fire Cod e. B 105.2 Buildings other than one-and two-family dwellings . Th e minimum fire flow and flow dura tion for buildings other than one-and two-family dwell ings sh all be as specified in Ta - ble B 105.1. Exception: A reduction in required fire flow of up to 75 per- cent , ~appro ve d, is allow ed when the building is pro vi ded with an approved automatic sprinkler system installed in ac- cordance with Sec ti on 90 3 .3.1.1 or 903.3.1.2 of the Interna- ti onal Fir e Code. Th e re sulti ng fire flow shall not be less than 1,500 gall o ns per m inute (567 8 Um in.). 357 j j j 1 APPENDIX B FIRE-FLOW RE QUIREMENTS FOR BUILDINGS TABLE B105 .1 ' MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS FIRE AREA (square fee t) ~, FIRE FLOW FLOW Type IA and 10• Type llA and lllA• Ty pe IV and V·A • Type 118 and 1110• Typ e V-e• (gallons per minute)b DURATION (h ours) 0-22,700 0 -12.700 0 -8.200 0-5,900 0-3.600 1.500 22 ,701 -30.200 12 ,701-17,000 8.201-10.900 5.901-7,900 3 .6 01-4 .800 1.75 0 30.201 -38.7 00 17 .001-21.800 10 .901-12 .900 7 .90 1-9.800 4 .80 1-6 .200 2,000 2 38 ,7 0 1-4 8.300 21 .801 -2 4 .200 12 .901-17.400 9 .801-12.600 6.201-7,7 00 2.250 48 .30 1-5 9.000 2-f.2 01 -33.200 17.401 -2 1.3 00 12.601-15.400 l'7.701-9.40 6) _,5 00 <:--- 59 .00 I· 70 . 900 33.201-39.700 21.3 0 1-25 .500 I SAO 1-18.-1 00 9.-1 01 -1 1.300 2.7 50 70 .901 -83.700 39,70 1--17.100 25 .5 01 -3 0.100 I 8.40 1-2 I .800 I I 1.3 0 I-I 3.4 00 3,000 83,701-97 .700 47.1 0 1-5-1.9 00 30.101-35 .200 21.801 -25 .9 00 13 .401-15 .600 3.25 0 97 .701-112.700 54 ,90 1-63,400 35.20 1-40,600 25 .90 l-2 9,300 15.601-18.000 3,500 3 . - 112 ,701-128.7 00 63.40 I-7 2 .4 00 4 0.60 1-4 6 .4 00 29.3 0 l-33.5 00 18 .00 1-2 0 .600 3,750 128.701-145 ,900 72,401-82.100 46 ,401 -5 2,500 33 ,50 1-37 ,900 20,60 l-23.300 4 ,000 145 ,901 -1 64 ,200 82, I 01-92,400 52,501-59 ,100 37 ,901-42 ,700 23.301-26.300 4,250 ~ " 164 .201-183,400 92,401-103.100 59, l 01-66,000 ;t 42,701-47,700 26.301 -29,300 4,500 183.401-203 .700 10 3 .101-114.600 66 .001 -7 3.3 00 47.701-53,000 29,301-32 .6 00 4 ,75 0 203,701-225 .200 114 ,601-126,700 73.301-81.100 53 .001 -5 8 .600 32 .601 -36 ,000 5.000 225 ,201 -247 ,700 12 6.7 01-139,400 81.101-89 .200 58.601 -65.4 00 ' 36.00 1-39,600 5.250 247.701 -271.200 139 .401-152.600 89 .201-97,700 65.4 0 1-70.600 39.601-43 .400 5.500 271.20 1-295 .900 152 .601-166.500 97,701-106.500 70.60 I-77 .000 43.401-47.400 5.750 29 S, 90 I -Greater 166.50 I-Greate r 106.501-115.800 77.00 1-83 .70 0 47.401-51.5 00 6,000 4 --115 .801-125.500 83.701-90.600 51.501-55 .700 6.250 --125.50 l -1 35 ,500 90 .601-97 .900 55.701-60.200 6.500 -· --135 .501-145 ,800 97,901-106.800 60.201-64.800 6.750 --145.80 1-15 6 .700 106 .801-11 3.200 64.801-69.600 7,000 --156 .701-167.900 11 3.20 l-121.300 69 .601-7 4.600 7.250 --167 .901-17 9.400 121.301 -12 9,600 74 .60 1-79.800 7.500 --179.401-191.400 129 .601-138.300 79.80 1-85.100 7.75 0 --191.40 I -Greater 138.3 0 I-Greater 85 .10 I-Greate r 8.000 For SI: I square foo t= 0 .092 9 m2• I gall on per minute= 3 .785 Um. I pound per squ:i.re in ch= 6.895 kPa . a . Ty pc:s of construction :ire bas e d on the: l nrem ativ 11al Building Code . b. Mc:asured at 20 psi. 358 2000 INTERNATIONAL FIRE CODE® • -1,r" .... • t t. . <Y Appendix C FIRE HYDRANT LOCATIONS AND DISTRIBUTION SECTION C101 GENERAL ClOl. l Scope. Fire hydra nts shall be provided in accord a nce with this appendix for the pro tec ti o n of buildi ngs. or portion s of buil din gs. here:iite r c onst ru cted. SECTION C102 LOCATION C 102.1 Fire hydrant locat ions. Fire hydr ant s s h:ill be p ro~ vid e d al ong required fir e apparatus acces s road s and ad jace nt public street s. SECTION C103 NUMBER OF FIRE HYDRANTS C103.1 Fire hydrants a vailable. Th e minimum nu mber of fire hydrants available to a building shall not be le ss than that li sted in Tabl e C 105 . l . Th e number of fire hydrants available to a comp lex or subdivision shall not be le ss than that determined by spacin g require ments listed in Table C 105.1 whe n app lied to fire apparatus access roads and perimeter public streets fr om whic h fir e operati ons co uld be conducted . SECTION C1 04 CONSIDERATION OF EXISTING FIRE HYDRANTS C 10~.1 Existin g fire h y drants. Exis ting fi re hydr ants on pub - lic streets are all owed to be conside red as avai lable. Existi n!Z fi re hydra nt s on adja ce nt prop e rti es sha ll not be conside red ava ilable unl ess fi re a p para tu s ac cess ro ads exte nd between properties a nd eas e m ents ar e esta bli shed to prev ent obs tructi on of su c h ro ads . SECTION C105 DISTRIBUTION OF FIRE HYDRANTS ClOS .1 H ydrant spacing. The average spacing between fire hydrants shall not exceed th at li sted in Table CI 05.1 . E xce ption: Th e fire chief is authorized to accept a defi- ~ncy of up to I 0 percent where existing fire hydrants pro- vid e all or a portio n of th e require d fir e hydrant service. Regardless of th e average spacing , fire hydrants shall be lo- cated such that all points on streets and access roads adjace nt to a buildin g are within th e dist ances li sted in Tab le C 105 .1. . .. _.TABLE C105 .1 NUMBER AND DISTRIBUTION OF FIRE HYDRANTS AVERAGE SPACING MAXIMUM DISTANCE FROM FIRE ·FLOW REQUIREMENT MINIMUM NUMBER BETWEEN HYDRANTS•· b , • ANY POINT ON STREET OR ROAD (gpm) OF HYDRANTS (feet) FRONTAGE TO A HYDRAN-ri 1.7 50 or less 500 250 2.000 -2.250 2 45 0 225 2.5 00 3 450 225 3.000 3 400 225 3.500-4 .000 4 350 210 4.500-5.000 5 300 180 5.500 6 300 180 6.000 6 25 0 150 6.500 -7 .000 7 250 150 7 .500 or more 8 or more' 200 120 For SI: I foot= 304 .8 mm , I gallon per minute= 3.785 Um . a. Reduce by I 00 feet for de ad-end streets or road s. b. Where stre ets are provided with median d ividers which can be crossed by fire light ers pull ing hose lin es, or where arterial streets ar e provided with four or more tr affic lan es and h:m: a tra ffic cou nt of more than 30 ,000 ve hicl es per day , hydrant s pacin g sha ll average 500 feet on eac h side of the st reet and be arranged on an al - tern:uin g basis up to a fire -fl ow requirement of 7,000 gall ons per minute and 400 feet for higher fire -fl ow requirements . c . Where new water mains are exte nded along streets whe re hydrants are not needed fo r protection of structures or similar lire problem s, fir e hydra nt s shall be pro - vided at spacing no< to exceed J ,000 feet to pro vide for tran sp ortat io n hazards . d. Reduce by 50 feet for dead -e nd streets or road s. c . One hydrant for each 1,000 gallons per minute or fraction thereof.