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Home My WebLink About98 Development Permit 440 University Commons IIrl I rl r-co I Ill Q f\) <( IL .. • N 0 0 0... co r- N M 0 z r- 0 °' 0 4/97 16 :46 FAX 409 693 4243 M D G r Ile _, u c 1r 141002 D? UL/U MUNICIPAL DEVELOPMENT GROUP 203 Holl~man Drive £a.st· College S1ariol'I. Ta:OJ 778+0 • J09-693-5359 • FAX: 409-693-4243 Engineering, Surveying, Planning and Environmental Consultants April 14, 1997 Steve Homeyer, Assistant to the City Engineer City of College Station P .O. Box 9960 College Station, TX 77840 RE : Headwall Construction & Location on SLonn Drain at UNIVERSITY COMMONS 11 Dear Steve, We have made a field inspection of the headwall installation questioned in your letter of April 3rd_ While the distance of the headwall from the inlet box at the parki~g lot is somewhat longer than rhe design dimension, we did determine that the outlet flowline ekvation is com;et. The 45° bend installed before the headwall was intended to direct the outflow dov.11stream and the: location of the strucn1re was intended to approximate the high bank of the creek . Since th~ structure is in the floodway, we did not want to impede any flow in the creek. Also, since the creek makes a tum back to the northwest immediately below the headwall location , moving chc headwall from its present location would necessitate considerable excavation to allow proper tlow. We arc attaching a design sketch (u.ith seal) which we feel we can recommend, after the field inspection, and which reflects the current construction with some modification of the designt":d rubble rip rap proposed for installation. North B . Bardell, P .E . ip /-:{op vouted place L,1wi1~ OF £,A.A'&&~ /A./TO C,/h4.1JtJc1-. ./' ./ .-----___ /. # .5 Do ~vel /~ Dr/J/~d In tk:.ad'vVcJ/I fl---· /·~-1 3o ''ru: r ·-'j . ····· . --··----·-\-- ,, 1j-- -------. I Preca st /feo d .,. >tt//rVi' J.•1/:./ f :: ·' Povrr.:.,d in p!o<;·.-::.: Concyete Toewo.11 24 11 Th1c/.:.. Out let Strvc ·tut·e /\lot" t.o 5co.le~ MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East• College Station, Texas 77840 • 409-693-5359 •FAX: 409-693-4243 Engineering, Surveying, Planning and Environmental Consultants April 14, 1997 Steve Homeyer, Assistant to the City Engineer City of College Station P .O . Box 9960 College Station, TX 77840 RE : Headwall Construction & Location on Storm Drain at UNIVERSITY COMMONS II Dear Steve, We have made a field inspection of the headwall installation questioned in your letter of April 3'd. While the distance of the headwall from the inlet box at the par~g lot is somewhat longer than the design dimension, we did determine that the outlet flowline elevation is correct. The 45° bend installed before the headwall was intended to direct the outflow downstream and the location of the structure was intended to approximate the high bank of the creek. Since th~. structure is in the floodway , we did not want to impede any flow in the creek . Also , since the creek makes a turn back to the northwest immediately below the headwall location, moving the headwall from its present location wo uld necessitate considerable excavation to allow proper flow. We are attaching a design sketch (with seal) which we feel we can recommend, after the field inspection, and whic h reflects the current construction with some modification of the designed rubble rip rap proposed for installation. North B . Bardell, P .E . I _.._, ~ ( . 17 ~ c_..'·,. ' I Q , • ") . f .. () • "' ( ·;;; :' "•' '· #5 Dowell~ Dn'//od In HcadH,.<:i/i /ieo d 't i'\/1 i "J '"/ ),y'.-d /.:.; -·' Poured in p!o ct.::' Concrete Toewo.11 2 4 11 T hl c A Ou .t let .Structure Not to Sea.le: }. RE C K.V5 QUALITY ENTERPRISES P .O . Box 9962 College Station, Texas (409 ) 6 9 3-33 96 UNIVERSITY COMMONS COLLEGE STATION, TEXAS PROPOSED MATERIAL SUBMITTALS Section I : 4" & Unde r Water Line Material Fittings Pipe Sec ti on 2 : Fire Line Material Fittings Pipe Q 1 ~, Valves and Hydrants Section 3 : Sanit ary Sewer Materials Fittings Pipe Manhole s Section 4 : Stonn Sewer Materials Catch Basins Curb Inlet Saddle Grate 30" H eadwall All Storm Sewer Pipe is to be RCP Class Ill 6 7-8 9 -11 12 -13 14 15 -22 23 24 25 26 • Grode 60 Reinforcemen t for H20 Loading 4 500 PS I QJncrete r · -----.... -·-------- ' lf'EcrteA I IOHI t0Htnc1c ·: CAS llt"15: P. "" TAIU • ~ 0, 0 DtMlHltONI r -• " .. ' • wr •'-o• > so" .. ·.o ,. .. , .. o· t' .. 1 PARK EQUIPMENT CO ANY Ooitt I c:onerel• •Ith dul9n tltenoth ol 4'°° ......,,!,~ '!' .. !!*!..... rSI el 11 cfo,e. UNt It ef rncin .. IUlff •«utt11e tle11 _...--. ·-,,.,.. lnclucfllto "Oii• ... d loor. Qo .. enip 1 ~·t •• ._ ______ c..,1_,.,_1.S1_-1_•_• ______ '"1 ~adlcoted . R••ff •• n-20 looe1t19 . · r.1 04'• eo •ehlorud. No. 4 •le.a r•b• '• cenfotm I • ASIM Mii .. 92• c•nl.,• et •411'-'• Co•l '"" Item•• Ofld e•~• are n1e11wfeclw•d of t••t •••t •-«•I•.,,.. l• ASIM A41-7t et••• ;z,. CONCRETE HEADWA LL-D OWi. HO. MV. HW2736 A 0 "'" ' ...... Cl) ' co -.I -----J / --···---.,· ...... 0 .. Cit ...... I ,,, i-.----___ // 'T1 > :>-I "'" 0 co # .5 Dowell~ Or,-1/t'Jd In Head Wo/I Cl) co c..> "'" I->) "'" ). c..> I=:: t.1 C'l APR 1 1997 · 4-'' Th ; c A -::.t-11·~~ _, CONSTRU TION "J)c.V. ?s~ 1'1 04 /16 /97 10:51 FAX 409 693 4243 MD G MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East • College Scatiol'I. Texas 778.:0 • 409-693-)3S9 • FAX: 409-693-4243 Engini:cring, Surveying, Planning and Environmental Consultants April 14, 1997 Steve Homeyer, Assistant to the City Engineer City of College Station P .O. Box 9960 College Station, TX 77840 RE: Headwall Construction & Location 011 Stonn Drain at UNIVERSITY CO?YIMONS II Dear Steve, We have made a field inspection of the headwall inst.allation questioned in your letter of April 3rt1 _ While the distance of the headwall from the inlet box at t:hc parking lor is somewhat longer than the design dimensioa., we did determine that the outlet tlowline elevation is correct. Tue 45° bend installed before the headwall was intended to direct the outflow doVJ11strcam and the location of the structure was intended to approximate the high bank of the creek. Sinci;; th~ structure is in the floodway, wi;; did nor want to impede any flow in the creek. Also, since the creek makes a tum back to the northwest immediately below the headwall location, moving the headwall from its present location would necessitate considerable excavation to allow proper flow . We are attaching a design sketch (with seal) which we feel we can recorrunend., after rhc field inspection, and which reflects the current construction with some modification or the designed rubble rip rap proposed for instillation. North B. Bardell P.E. 141002 • 04 /16 /97 10 :51 FAX 409 693 4243 M D G ~001 MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East• College Station, Texas 778../0 • 409-693-5359 •FAX: 409-693-4243 Engineering, Surveying, Planning and Environmental Consultants FA .. X# 70~-.. 344& 5-rEv·"f: NO. PAGES TO FOLLOW _,z_ ~o M. 'f:: y H<------- DATE04 /!f,(q!;. I I TO FROM ~/U(..Sc,) If there is a problem with rhis transmission, please call us at 409-693-5359. CONFIDENTIALITY NOTICE: This facsimile message and accompanying communication and/or documenr.s are intended for the e.tclusive and confidential use ofrhe individual or entiiy to which the message is addressed. · Figure XII Development Permit City of College Station, Texas Architect/ Engineer: /vi D 6 Address : f&,oo l. IA. ci<:_,' -e..... Dr" ( v e_ , S fe. 4 Z.4 Telephone: tz o ?) 8(z g -I 3 3 '1 Bir"' ··115ni."" • Al.) jS"W Address: 203 tlol(e#M n D.,. Et:t.si cs, Tx 77~4o Telephone No : (1-01) IP f3 -SJS q Contractor: Un\v-c.fs°'-1 Cons+n..1.c.. t or..s Address: ___________ _ Telephone No : ---------- Date Application Filed: ( ( D~ I 9 1 lo Approved:----------- Application is hereby made for the following development specific waterway alterations: +:=I Oo J Pl o,_; V\ y'"e .._ («wt°" n' &I 0 £ c '>II"' h'm s 0 £ !No t-F Pe vz Cre__ek. / ,',, A:c c. o col IA> r ±fr,. f c te ,/,~ vt s f y SCA h m 1 'ft~ d en? s+n" c.. fi'm ~ Application Fee ( -Se.p ca.rC\+c..) 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ---------------------------~ ACKNOWLEDG11ENTS : I, G:r('~() or y 1< .,--;)) l'.v-t-, eesigH engiHeer~ne1, hereby acknowledge or affirm that: oW"'YI~~ ~ ()n'z.e.-t:/ ot.5<?.nr The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this pennit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code . ~ <-¥ p~'.(s) '/ IJ-v:Hto 1 ·~ 4-7'U1_r· Contractor Figure XII Continued CERTIFICATIONS : (for proposed alterations within designate,d flood hazard areas .) d e.7':5 l/) ,,,t{ A I, IJ or t \ ff fhP-iiF)-V J /L , ce~~~=y nonresidential structure on or proposed to be on this site as part of this application is · . to prevent damage to the structure or its con~t ~ t~e 100 year stormj)u;/ / g'_ / 'l z,£ Engineer 1 -D-a-te-----'--;----'--------- B . I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C. I, f,/o R.T H f3 , Br-Jrz..0 '&bl,-~Certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroaclunents of flood ways and of flo/Jr:::OJ ~ !:_ 7-MJ!!JJ2_ ~ ~ cf)U/ I 7}_2 /ti '1 b Engineer Date L JlorfA /]; (fft~ p J,,.V J f2., do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. ~~ ' I Engineer Date Conditions or comments as part of approval: ------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the C ity Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . DEVELOPMENT PERMIT PERMIT NO. 440 UNIVERSITY COMM:ONS PHASE II FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lots 13R, 14R and 15R-l, Eastmark Resubdivision SITE ADDRESS: 7600 Eastmark Drive College Station, Texas 77840 OWNER: University Commons-College Station Phase II 600 Luckie Drive, Suite 424 Birmingham, Alabama 35223 Attn: Kent Campbell (205)868-1339 DRAINAGE BASIN: Wolf Pen Creek TYPE OF DEVELOPMENT: This permit is valid for the all site improvements as indicated on the approved plans. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. 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 inside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved b e City Engineer in the development permit application for the above named pr · e a 1 of the codes and ordinances of the City of College Station that apply . 12-1~ ... ~(.. Date Date 205-871-1455 CAPSTONE DEUELOPMENT CAPSTONE DEVELOPMENT CORP. 600 Lm:ti& Drive SUiia G4 Birmingham. Alabuna 35223 voice: (20S) 171-0020 fu: (1.05} 171-146$ Facsimile Transmission 858 P01 NOU 08 '95 12:17 The i11formation coma.ined in this transmission is confidential , and is intended as a privare communication berween the sender and receiver namc:d below. If Chere are 11ny problems with receip1 of this rransmission, please call the voico number lisr.:d above. To: Steve Homeyer Fax: (409) 764-3496 From: Rob Howland Date: November 8, 1996 Subj: University Commons -College Station Phase II Message: In order to comply with the requirements of our construction lender, Compass Bank, we must provide them with a letter from an authorized official or agent of each entity which furnishes utility services. In this regard, I am writing to ask if you will prepare a brief letter stating that the City of College Station will be able to provide water and sewer services to University Commons Apartments Phase II proposed to be located on Holleman Drive in College Station. I will appreciate your faxing to me a copy of the completed Utility Letter. My fax llllmber is (205) 871-1465. Also, please send the original by mail. I will then forward to Compass Bank and their closing attorney. We anticipate closing to occur in mid-November; therefore, your timely response will be appreciated. Thanks in advance for your cooperation. Number of pages contained in this transmission: (including this cover page) 1 ~ 1/-ZI-,(_ ~X se-r-1'7 ° _ ;-IAi!.."b "r,........ -f::> (;.J t I H A "f o 'F-Dc... L,f>(;.)<= c;o?Y. ~ ccv +:>~ l~ r-1 LE uc IC L/L/O MUNICIPAL DEVELOPMENT GROUP 203 Holleman D rive East • Co llege Station , Texas 77840 • 409-693-5359 •FAX: 409-693-4243 •EMAIL: MDGcs@aol.com E ngin ee rin g, Surveying, Planning and E nvironm ental Consu lt ants February 1 7, 1997 City of College Station P . 0. Box 9960 College Station, TX 77842-9960 Re : Deletion of Proposed Valves at Termination of Lines Band C (University Commons II) This shall serve as notification of permission to delete the two 6 inch standard valves before the blow offs on the two referenced lines . APPROVED FOR FILE NOTE Date : February 3, 1997 To : File: University Commons II -Pavement Design From : Steve Homeyer , ~~ Graduate Engineer fJ/VJ~ Kent Campbell with Capstone Development called me Thursday, January 30, 1997 to discuss the concerns I had regarding the cover of the 15 inch VCT on his property. They were trying to save a tree nearby and could not achieve the minimum cover of 42 inches . The minimum cover that they could achieve is approximately 30 inches . In order to protect the existing sewer line , he and I agreed to bridge the width of the easement with 10 inches of concrete with the same steel that is being used in the remainder of the site which is #3 bars at 12 inch centers . They are to install an expansion joint on both sides of the easement to allow for easier access to the line in the event there is ever a need . The only area that needed this additional concrete was the easement on the west side of Buildings 1 and 2 . They were able to maintain the minimum cover for the rest of the line . This change was red lined by myself on the approved plans that went to everyone. cc : Kent Laza, City Engineer DRAINAGE REPORT for UNIVERSITY COMMONS II 5.22 ACRE DEVELOPMENT College Station, Brazos County, Texas OVED FOR AITN: KENT CAMPBEL 600 LUCK1E DRIVE BIRMINGHAM, ALABAMA 35223 (205) 871-0020 Prepared Jzy • MUNICIPAL DEVELOPME:".T GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 fax Engineering Planning Surveying * Submitted: October, 1996 * ION -DRAINAGE REPORT for UNIVERSITY COMMONS II 5.22 ACRE DEVELOPMENT College Station, Brazos County, Texas Preoared for· . CAPSTONE DEVELOPMENT A TIN: KENT CAMPBELL 600 LUCKIE DRIVE BIRMINGHAM, ALABAMA 35223 (205) 871-0020 Preoared lzy · MUNICIPAL DEVELOP!\llE'.\T GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS _ 77&40 (409) 693-5359 (409) 693 .... 2 -B fax Engineering Planning Surveying * Submitted: October, 1996 * DRAINAGE COMPUTATIONS for UNIVERSITY COMMONS PHASE II 5.22 Acre Development College Station, Brazos County , Texas *Submitted: October, 1996 * SUMMARY The subject property is situated at the end of Eastmark Drive where the roadway intersects with Colgate Drive in College Station. The proposed University Commons Phase II (5.22 acres) development is to be established within the bounds of the 8.67 acre tract. This tract is comprised of Lot 13R, Lot 14R, and Lot 15R-1 of Block B of the Resubdivision of Eastmark Phase II , College Station, Brazos County , Texas . Within this tract however , only 5.22 acres are to be developed into University Commons Phase II. The tract is currently undeveloped with existing, native vegetation. (See the following Vicinity Map.) The terrain slope s toward the north with drainage to the primary waterway of Wolf Pen Creek. The predevelopment drainage condition is as follows: overland flow from this area drains to the north to Wolf Pen Creek and the adjoining tributary at the end of Eastmark Drive. The land slopes away from Colgate Drive at about a 3 to 5 % grade and increases in drop as you approach the creek. Under existing topography, runoff from the site flows across the property to the northwest and collects in this adjoining tributary channel and Wolf Pen Creek. Additional stormwater runoff generated by the new development is to be collected in a storm sewer system and discharged to Wolf Pen Creek. The site is to be graded such that flow drains from the parking lots to the inlet grates of the prbposed storm sewer network. The storm sewer system will incorporate an existing 30" R.C .P. storm sewer line as well as a second proposed line running along the rear of the development. This new line will increase in size over its course to Wolf Pen Creek. The first two segments of the storm sewer will be 24" R.C.P. followed by three sections of 27" R .C.P. The final stretch of this proposed line leading to the outlet structure will also a 30" R .C.P. Relevant calculations and data are provided in the appropriate section of this report and on the Storm Sewer Plan/Profile sheets . P R 0 J E C T S I T E Peak Flow Conditions and Expected Increases with Development This report covers drainage information relating to the runoff flows and corresponding increases with development of the site specifically and the corresponding flow to be discharged to Wolf Pen Creek. No detention was considered as the time of concentration of the additional flows received from this development will precede that of the Wolf Pen Creek drainage basin as a whole. (A more detailed explanation of spreadsheet calculations and flow model is included at the end of this report .) With the proposed University Commons Phase II development , runoff flows are increased and released to Wolf Pen Creek. Storm water runoff peak flow rates are modeled for both the pre-development and post- development peak flows for the 2 -, 5-, 10-, 25-, 50-, and 100-year storm events. These rates are computed UNIVERSITY COMMONS PHASE II -College Station, Brazos County , TX for the 5.22 acres of developed property. (See following Map to delineate the developed area considered .) Also hydrographs of the pre-development and post-development conditions are provided for each storm event. The increase in peak stormwater runoff for the basin under the 100-year storm is computed at 30.16 ft 3/sec . The subsequent peak post-development discharge velocities are projected to be compatible with the outlet devices proposed. DISCHARGE FROM SITE The calculated time of concentration for peak flow from a 100-year event at Cross Section 73.70 (from the Nathan D. Maier Study) of the main channel of Wolf Pen Creek is calculated to be 142 minutes. The estimated time of concentration for the proposed project is assumed to be 10 minutes under standard practice pertaining to a 10 minute minimum value. The actual time of concentration is expected to be even less than this figure. The runoff generated by the proposed development will increase peak flows from those that existed prior to construction. As outlined in the previous section and shown in the following spreadsheet calculations, this increase is expected to be just over 30 cfs under 100-year storm conditions. However, because the water will be discharged immediately and not detained on-site, the post development runoff flows will peak well before the flow of the main channel. Thus , the additional discharge will be released while flows in the creek are just beginning to rise. The worst case scenario would arise if the times of concentration were comparable and the peak flows occurred at the same time and thereby were added. If some rare dynamic storm event should bring the time of concentration of the main channel closer to the actual time of concentration of runoff from the site or the rainfall intensity of the storm remained at the 100-year level for over two straight hours, the additional discharge would be added directly to the peak flow in the Wolf Pen Creek channel. However, even under these extreme conditions the additional flow is negligible. There would be no measurable effects. The increase of 30.16 cfs would represent only 0.0055 of the total design flow of 5510 cfs calculated in the Nathan D . Maier Existing Conditions Study of 1988 . Under worst case conditions an increase in the water surface elevation of less than 0.016 feet would be produced ; not to mention, that such conditions are extremely unlikely. Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology. Beginning on the first page and based on the following: appropriate tributary drainage area of the project (5 .22 acres), the pre- development run-off coefficient estimated at 0.40 , and a minimum time of concentration of 10 minutes- the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre-development discharge rates. The equation that represents the Rational Method is Q = CIA. The variables are defined as follows: "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0.40 in the predevelopment condition), "I" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres. UNIVERSITY COMMONS PHASE II -College Station, Brazos County, TX Computations following are based on the tributary area of 5.22 acres, the post-development run-off coefficient of 0.90, a minimum time of concentration of 10 minutes, to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again utilized to compute the estimated peak post- development discharge rates. The "C" variable, the run-off coefficient in the post-development condition, is computed according to the relative amounts of pervious and impervious surface area and equals 0. 90. Comparison of the peak pre-development discharge rate to the post-development di scharge rate is included in the report. This value is determined as the volume difference generated between the pre-development and post-d evelopment hydrographs -see subsequent pages for these hydrographs. Please note that the post-development hydrograph shown on these pages assumes no detention. All runoff is routed to the storm sewer network and assumed to drain from the site with minimal restriction. In other words, the storm sewer structures are not intended to meter the flow . Any runoff not collected by the storm network is considered negligible or unchanged by the new development and following pre-existing drainage patterns. Tabulations of the pre-development and the post-development hydrographs based on the previous computations are provided ahead of the hydrographs. The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions. Also included is the tabulation of the post-development hydrograph for "free-flow" from the project site. The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project. UNIVERSITY COMMONS PHASE II -College Station, Brazos County, TX PROJECT LOCATION North VICINITY MAP (. i ...... ~ I' i , __ I I i UNIVERSITY COMMONS PHASE II -College Station, Brazos County, TX LOT l SUTTOU PLACE BLOCK ONC LOT • YOlUUC •Ol, PAC C 40J NOW Oil roilh .. (RlY J .,..J UNlSIMOHS a ll:Lll HCHCWY VOLUW( llU, '4CC Ht --- ---z:z._ - - 101 5 NOW 0. IOlti.lllllY llCJ.l Al.Cllt'4Y I , l .P. 't'Oll!M( 'J:IJ&, rAO[ ltt I \\ '°'' 1:;, NOW Olt f <*"'lllll LOI I J .t41 ACllU l•IUtHO 100 YIA• rLOOOWAY llltC MATllAH O. W.U U' (C:ONSUlfltlG IHOIHllUS)......._ l .~95 ACRES .. flOOOWA'f M10M U.MK Of woo"" au• cu f or COii(!;( SfAUOM PHI( \ PUI f'Uf HDICAIK* 6 .80 AC SOUTHCREEK PMASE I VOLUM[ 220~, "·Of JO NOW 011 rottWCM.'1' HAl Al.CtU:M't I , LP, 'VOlUW( IU1, PAO[ UI fUTURE COTTAGE PHASE EASHAARK Pf-1.t...SE II LOT 15R-I RC SU801VISIOH or BLOCK • II"' VOL\JMC 705, rA.CC 613 4.llt AClllU CM.LIO & • .OS AallS HOW Oft fOllWULY AUi. "-lCUIMY I , l .P. VOLVNC 1127, PACI UI lolOW '« '°"""'•' "' ......... ,~ ~~-.l11:.1 ~c'11141 LOT 1 BLOCK 2 6 .36 AC TOTAL SITE BOUNDARY: 8.67 ACRES Universily Commons Aparlmenls Phase II MOW Oii FOftMCltU CAMr HOlotNOS UD VOlUMI iua, r...c.c .SOI LOI U -1 '"""' 7SO AUU wotr "" ltOWllHO CIHllll T 1m"f.:t. •I 'I ~ •·I '!l1~: -1 I I I 'I I N.T.S. .. lllH OlOS UDU.AC MolC , VOLUMC 20S1, rAC( J:11 lOI IJlt J.llt ""'" . t=------- DEVELOPED AREA: 5.22 ACRES Tributary Area ("A"): 5.22 Pervious Area : tmpervious Area : Acres 5 .22 0 .00 Acres Acres Run-Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation: High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vw"): Time: Pastures: Low Elevation: High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vp"): Time: Pavements: Low Elevation: High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year : 6.33 5-Year: 7 .69 10 -Year: 8.63 25 -Year: 9.86 50-Year: . 11. 1 5 100-Year : 11.64 Peak Discharge Rate ("Q"): 2-Year : 13.21 5-Year : 16.06 10-Year : 18.03 25 -Year : 20 .59 50 -Year : 23.28 100-Year : 24.30 c ;: 0.40 c ;: 0.97 0 .00 0.00 0.00 0 .00 0.00 Feet I Second 0.00 Minutes 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0.00 Feet I Second Minutes 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second / Cubic Feet I Second Pag e 2 Tributary Area ("A"): 5.22 Pervious Area : Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.65 Acres 4 .57 Acres 0.90 10 Minutes (Min) 2-Year: 6.54 5-Year: 7.70 10-Year: 8.92 25-Year: 9.92 50-Year: 11.07 100-Year: 11 .61 2-Year: 30.67 5-Year: 36.15 10-Year: 41.86 25-Year: 46.57 50-Year: 51.96 100-Year: 54.47 c = 0 .40 c =-0.97 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second / Cubic Feet I Second Pre-Development Post-Development Increase 2-Year: 13.21 Ft3/sec 30.67 Ft3/sec 17.46 Ft3/sec 5-Year: 16.06 Ft3/sec 36.15 Ft3/sec 20.09 Ft3/sec 10-Year: 18.03 Ft3/sec 41 .86 Ft3/sec 23.83 Ft3/sec 25-Year: 20.59 Ft3/sec 46.57 Ft3/sec 25.98 Ft3/sec 50-Year: 23.28 Ft3/sec 51 .96 Ft3/sec 28.68 Ft3/sec 100-Year: 24.30 Ft3/sec 54.47 Ft3/sec 30.16 Ft3/sec 2-Year: 17 .46 Ft3 /sec x (30 Min. x 60 Sec . I 2 15.718 Cubic 5 -Year : 20 .09 Ft3 /sec x (30 Min. x 60 Sec . I 2 18.083 Cubic 10-Year: 23.83 Ft3 /sec x (30 Min. x 60 Sec . I 2 21,446 Cubic 25-Year: 25.98 Ft3 /sec x (30 Min. x 60 Sec . I 2 23.378 Cubic 50-Year: 28 .68 Ft3 /sec x (30 Min. x 60 Sec. I 2 25.815 Cubic 100-Year: 30. 16 Ft3 /sec x (30 Min. x 60 Sec . I 2 27.147 Cub ic Feet Feet Feet Feet Feet Feet Pag e 3 Time (Minutes) 0 1 2 3 4 5 6 2-Year Storm 0 .00 1.32 2 .64 3.96 5.28 6 .60 7 .93 Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 0.00 1.61 3 .21 4 .82 6 .43 8.03 9.64 10-Year Storm 0 .00 1.80 3.61 5.41 7.21 9 .01 10.82 25-Year Storm 0.00 2 .06 4.12 6.18 8.24 10.30 12 .35 50 -Year 100-Year Storm Storm 0 .00 0 .00 2 .33 2.43 4 .66 4 .86 6.98 7 .29 9 .3 1 9 .72 11 .64 12 .15 13.97 14.58 7 14.41 16.29 17.01 9 .25 11.24 12 .62 8 10.57 12.85 14.42 16.47 18 .62 19.44 9 11 .89 14.46 16.23 18 .53 20.95 21.87 Peak= > ::::::.:::.:.:=:::::::::1:2J.:::::::::,1:=:::::::::.:::::=:.:.::1:~~g1:::·::;:::'f,:·:::::::::=:.J:,§~l!::::::::::::i::::::::r1:~~m::m::[:;i::::·:gq,f::;1;:::::::::=:::::::,:=:,:::::=:g~E·:::rn:;:;:=:::::::::·iaffil1.HMi 11 12.55 15.26 17 .13 19 .56 22.11 23.09 12 11 .89 14.46 16.23 18.53 20 .95 2 1.87 13 1 1 .23 13.65 15.32 17.50 19.78 20 .66 14 10.57 15 9 .91 16 9 .25 17 8 .59 18 7 .93 19 7 .27 20 6 .60 21 5 .94 22 5.28 23 4.62 24 3 .96 25 3 .30 26 2.64 27 1 .98 28 1 .32 29 0 .66 30 0 .00 12.85 18 .62 19 .44 14.42 16 .47 12.05 1 7.46 1 8.23 13.52 15.44 11.24 16 .29 17 .01 12.62 14.41 10.44 15 .13 1 5 .80 11. 72 13.38 9.64 13.97 14 .58 10.82 12 .35 8.83 12 .80 13 .37 9 .92 11 .32 8.03 11 .64 12.15 9.01 10.30 7 .23 10 .47 10 .94 8.11 9.27 6.43 9 .31 9 .72 7.21 8 .24 5 .62 4.82 4.02 3 .21 2.41 1.61 0.80 0 .00 6.31 5.41 4.51 3 .61 2.70 1.80 0.90 0 .00 7.21 6.18 5.15 4.12 3 .09 2 .06 1 .03 0.00 8.15 6 .98 5 .82 4 .66 3 .49 2 .33 1 .16 0 .00 8.51 7 .29 6.08 4 .86 3.65 2 .43 1 .22 0.00 Page 4 Peak=> Time 2-Year (Minutes) Storm 0 0 .00 1 3 .07 2 6.13 9 .20 12.27 15.34 18.40 21.47 24 .54 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 0.00 3 .62 7.23 10.85 14.46 18.08 21.69 25.31 28.92 10-Year Storm 0 .00 4 .19 8.37 12.56 16.74 20 .93 25 .11 29.30 33.49 25-Year 50-Year 100-Year Storm Storm Storm 0.00 0.00 0 .00 4.66 5 .20 5.45 9.31 10.39 10.89 3 4 5 6 7 8 9 yl:(1::::::r. 27.61 32.54 37.67 3oji.TT ..... · .. · •. ·.:.•·.".:·.·:·.·.·.·.·.•.:. < 3s·:i 5 ·~: ;;:: ''<.4:1:•:as· -~· .. _,·,.:·.;·. ,,::;::;; .,.,,,,., ..... . 13.97 18 .63 23.28 27.94 32.60 37.25 41.91 15.59 20.78 25 .98 31.18 36.37 41.57 46.76 51'~96.' .' . :::··. 16.34 21.79 27.23 32.68 38.13 43 .57 49 .02 54~4ifi'\'. .· .. :~;:,;- 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 29 .14 27.61 26.07 24.54 23 .01 21 .47 19.94 18.40 16.87 15.34 13.80 12 .27 10.74 9 .20 7.67 6 .13 4 .60 3 .07 1.53 0.00 34.35 32.54 30.73 28.92 27.12 25 .31 23 .50 21 .69 19 .88 18 .08 16.27 14.46 12 .65 10 .85 9 .04 7 .23 5.42 3 .62 1 .81 0 .00 39.77 37.67 35.58 33 .49 31.39 29.30 27.21 25 .11 23.02 20.93 18.84 16.74 14.65 12.56 10.46 8.37 6.28 4.19 2.09 0 .00 44.24 41.91 39.58 37.25 34.92 32.60 30.27 27.94 25 .61 23.28 20.95 18.63 16.30 13.97 11.64 9 .31 6.98 4.66 2.33 0.00 49.36 46 .76 44.17 41.57 38.97 36 .37 33.77 31 .18 28.58 25 .98 23.38 20 .78 18 .19 15.59 12 .99 10.39 7 .79 5.20 2 .60 0 .00 51.74 49 .02 46.30 43 .57 4 0 .85 38.13 35 .40 32.68 29 .96 27.23 24.51 21.79 19.06 16 .34 13 .62 10 .89 8 .17 5.45 2.72 0 .00 Page 5 35 .00 't:I 30.00 c: 0 I.) Cl> en 25.00 ... Cl> c.. .... 20 .00 Cl> Cl> u.. I.) :c 15.00 :I (..) -Cl> 10.00 Cl ... «I .L; I.) VI 5.00 0 0 .00 't:I c: 0 I.) Cl> en ... Cl> c.. .... Cl> Cl> u.. I.) :c :I (..) Cl> Cl ... «I .L; I.) VI 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event 0 5 10 15 20 25 Time (Minutes) --Pre-Dev elopment Hydrograph -Total Post-Devel opment Hydrograph Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event 40.00 35.00 30 .00 25 .00 20 .00 1 5 .00 10.00 5 .00 0 .00 0 5 10 15 20 25 Time (Minutes) / --Pr e-De v elopme nt Hydro g raph -Post-Dev elopme nt Ou tflo w Hydrograph Without Detention 30 30 45.00 't:I 40 .00 c: 0 c..> 35.00 G) en ... 30 .00 G) Q. ... G) 25 .00 G) u. c..> 20.00 :c :I u G) 15 .00 C) ... «I 10.00 ..c: c..> Ill i5 5.00 0 .00 0 50 .00 't:I 45.00 c: 0 40 .00 c..> G) en 35.00 ... G) Q. ... 30 .00 G) G) u. 25 .00 c..> :c :I 20 .00 u -G) 15.00 C) ... «I ..c: 10 .00 c..> Ill i5 5.00 0.00 0 Total Pre-Development Vs. Total Post-Development (No Det en t ion) Peak Discharge Rates 10-Year Storm Event 5 10 15 20 25 Time (Mi nutes ) --Pre-Development Hydrograph -Post-Development Outfl ow Hydrograph Without De tention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 5 10 15 20 25 Time (Minutes) --Pre -Devel opment Hydrograph -Post-Dev elopme nt Outflow Hydrograph Without Detention 30 ,/ 30 "t:I c: 0 (J Cl> Cl) ... Cl> CL. ..... Cl> Cl> LL (J ::c :I (.) Cl> C) ... "' .r:. (J I/I i:S 60.00 50 .00 40 .00 30 .00 20.00 10.00 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 5 10 15 20 25 Time (Minutes) --Pre -Deve lopment Hydrograph -Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs . Total Post-Development (No Detention} Peak Discharge Rates 100-Year Storm Event 60.00 "t:I c: 0 (J 50 .00 Cl> Cl) ... Cl> 40 .00 CL. ..... Cl> Cl> LL 30.00 (J ::c :I (.) 20.00 Cl> C> ... "' 10 .00 .r:. (J I/I i:S 0.00 0 5 10 15 20 25 Time (M i nu tes) --Pre -Dev elopme nt Hydrograph -Post-Developm e nt Outflow Hydrograph Without Detention 30 30 COLLECTION AREAS for INLET GRATES UNIVERSITY COMMONS PHASE II -College Station , Brazos County , TX -----------···--·-·---·-··-·-------- Lor ~ SUTTON PLACE • BLOCK ONE LOT 4 VOLUME -4 0 1, PAC( •oz NOW OA: rORi.tCRlY J " J INVCS TMCH TS • UAl ALCH(MY VOLUM[ 219', PACC 269 ---~----.----zZ-:--- ----1-.:l~HO 100 YC:R NOW OR rORM[RlY I rLOOOPl.AIH UN[ RUl AlClt("4Y I, l .P. P[llt CITY OAOINAMCC POST OAK MALL VOi.UM( 1128, PAC( IH 1 8}0~£~ s?.J. ,h .. 'il 2 1 1 NOW Olt fORMCMlY I CtlY or COllCC[ Sf4TtOH PAll:k l'[lt PL.U 0(01CAflOH 6.80 AC U>I I l •d A.CllU NOW o" rOltW[Rl y lt[AL AL C1 1£MY I , LP, VOtu1,1( 11121, PAO ( t31 Inlet Grate #6 / \ Inlet Grate SOUTHCREEK PHASE I VOLUM£ no~. P.f.G£ 243 llOWO.IO!Uilt:IU.Y UllMllSIH~ c0t1roc iu.1~,1TD VOU.M( Ult, 'A01 10 LOT 1 BLOCK 2 !U6 AC Un ivers ity Commons Apartments Phase II I I I I I Grate #1 Scale 1" = SD rt BAS IS or OU.RING: PLAT or SOUtllCR[[K '" I PHASC I AS ACCOAOCD. 1M VOLUM( 2205, PAC[ Hl. 1 Inlet Grate #2 NOT"E: roR MORC INrOR WATIOH OH PROPOSCO SlOAW SCWCA: PIPlS .i.110 CAA1CS AHO WAlCALINCS, SH O[U.IL ANO PLAN 6; PR OFILC SH((TS. I I I Inlet Grate #3 HOTE : "TRC C SAV(" A.ACAS ARC TO BC LEH .U CXISTINC c11 .. o c At4D ARC IND lCAT[O BY oonco OUTUMC AND HATCHING . HOW OR FOltMUILY l CAMP HOlDfHOS LlO. VOLUM( 2320, ""CC lOll I IGI l•-1 l\OCk I 1.,U AC.llU Wot.r PCH BOWUHO CU.ITU /Inlet Grate #4 / / Inlet Grate #5 NOW OA: f Ofh~Ul Y AllIH Ot.OS CA.Ott.LAC INC. VOLUM( 20S7, P,f,C( 271 lOJ 1211t !.Ill "CHS A GRADING ANO DRAINAGE PLAN or UUIVCRSllY COM MONS PllAS[ II tlLOCK lit, LOIS IJM, 1.ot, At40 l~M -1 I .UC ACR£S RESUBOIVISIOl-4 Of EASIMA.Rk PtiASE II VOlUlil[ 7'7, PAC[ 338 MORGAN RE C TO R LEA.GU£. A-4.6 CCII.UC( STAJ IOH. l .UZOS COUtHY. 10'.t.S ......,,_.,=-='-'-~~ U• •• _..CO'ot_.."'*I. ---------..... '°" ,.,,.,., ... ,1/1, .. J, ~:.-~! .. .!!. ·E~~--. DRAINAGE COLLECTION AREAS Storm Sewer Line -Grate Inlets Curb Inlet Box AREA (A) = 0. 705 acres Qloo Expected = C I A = ( 0. 90 )( 11.6 in/hr)( 0. 705 acres ) Q 100 Expected = 7.37 ft3/sec / Inlet Grate 1 AREA (A) = 0.35 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in/hr)( 0.35 acres) Q 100 Expected = 3.65 ft3/sec / Inlet Grate 2 AREA (A) = 0.29 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in /hr)( 0.29 acre) Q 100 Expected = 3.03 ft3/sec / Inlet Grate 3 AREA (A) = 0.55 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in /hr)( 0.55 acre) Q 100 Expected = 5.74 ft3/sec / UNIVERSITY COMMONS PHASE II -College Station, Brazos County , TX Inlet Grate 4 AREA (A) = 0. 70 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in/hr)( 0.70 acre) Q 100 Expected = 7.31 ft3/sec / Inlet Grate 5 AREA (A) = 1.60 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in/hr)( 1.60 acre) Q 100 Expected = 16. 70 ft3/sec / Inlet Grate 6 AREA (A) = 0.45 acres Q100 Expected = CI A = ( 0.90 )( 11.6 in/hr)( 0.45 acre) Q 100 Expected = 4. 70 ft3 /sec / Inlet Grate 7 AREA (A) = 0.43 acres Q100Expected = CI A = ( 0.90 )( 11.6 in/hr)( 0.43 acre) Q 100 Expected = 4.49 ft3/sec / UNIVERSITY COMMONS PHASE II -College Station , Brazas County , TX Additional Grate Added to Protect Tree from Ponding Tree Inlet Grate AREA (A) = 0.055 acres Qioo Expected = CI A = ( 0.40 )( 11.6 in/hr)( 0.055 acre) Tree Inlet Grate Q 100 Expected = 0.255 ft3/sec / Q100 Expected = 0.255 ft3/sec Available H Available H 261. 25 Overflow 261.00 Top of Grate = 0.25 feet Required Grate Op ening C A ( 2 g h ] 1 /2 = Q 0.255 ft3/sec = (0.60) A ( (64.4)(0.25)] 1h A = 0.02 ft2 Therefore use NEENAH R-1879-Al G with Type "A " Inlet Box -with 0. 4 Jt2 opening or approved equal. UNIVERSITY COMMONS PHASE II -College Station , Bra zos Coun ty, TX Storm Sewer Inlets GRATES SELECTED: Inlet #1 Inlet #2 Inlet #3 Inlet #4 Inlet #5 Inlet #6 Inlet #7 R-1878-B6G R -1878-B6G R-1878-B6G R -1 878-B9G R-1878-B l OG R -1 878-B6G R -1 878-B6G with Type C with Type C with Type C with Type C with Type C with Type C with Type C Grale & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Inlet Box: "A" "A" "A" "B" "C" II A" "A" Inlet A rea: 2.6 ft2 2.6 ft2 2.6 ft2 3.3 ft2 4.9 ft2 2.6 ft2 2.6 ft 2 Dime n sion s: lnside : lnside: lnside : lnside: Inside : lnside: Inside : 24" x 30" 24" x 30 " 24" x 30 " 30" x 36 " 30" x 48") (24" x 30 ") (24" x 30") Wall Thickness Wall Thickness Wall Thickness Wall Thickness Wall Thickness Wall Thickness Wall Thickness 1 3/4" 1 3/4" 1 3/4" 1 3/4 " 1 3/4" 1 3/4" 1 3/4 " Top Thickness: Top Thickness : Top Thickness: Top Thickness : Top Thickness: Top Thickness: Top Thickness : 4" 4" 4" 4" 4" 4" 4" To simplify p lans, the fo llowing labe lin g system was used to refe rence varying in let box dimensions . (See follow in g figure) All grates are Heavy Du ty and ca n carry tru ck loading. R-1878-B6G T ype "A" Box u se d fo r Inlets #1 , #2, #3, #6 , & #7 R-1878-B9G Type "B" Box u se d for Inlet #4 R-1878-BlOG T ype "C" Box u se d for Inlet #5 UNIVERSITY C OMMON S PHASE II -Co llege Station, Brazas County, TX R-1 878 Series Frames Heavy Duty Lids, Grates Thes e s hall ow frames c ~= su i°t able fo e use in thin or de.ep con- cre t e s ic bs. A ll s izes of fr.::7ies a re reve rsi b ie and con be ins ta ll e d w ith fla n ge at base or t :::::. - Specify : 1 . Ca t a log number . 2 . To be installed with f.:nge ct base or top. Square Dim ensions in inc h es I Wt. Lbs. Ca t alog Number I A B c D E F' G H w/ I w/ li d grate Solid Lid Open Grc1e I R-1878-A 1L i R-1878-AlG 1 13 3-"x 13 l• 1\.l,12x12 14 x 14 18xl841 l x 5 Y2 1 11 30 115 R-1878-A2L ! R-1878-A2G 18x 18 1\l:z 16x16 18 ~x18 ~ 22 x 22 4 H'.x 4Y. 1 180 170 R-1878-A3L I R-1 878-A3G 20 x 20 1 ll:z 18 x 18 20 ~ x 2014 24 x 24 4 ! l "/1 .x3:i.ii 1 2 20 210 R-1878-A4L I R-1878-A4G l21 ¥.x2 1¥./1'12 20 x 20 I 22 x 22 26 x 26 ~I 1 )4 x3 V2 1 235 220 R-1878-ASL I R-1878-A>G 123 V2x23 !12 l ll:z 22 x 22 24 x 24 28 x 28 1 Y2 x6 Y2 1-l 265 300 R-l 878-A6L R-1878-A6G ;25 ¥.x25 ¥. lll:z 24 x 24 26 x 26 30 x 30 2 ~ x 7 !4 :v. 330 280 R-1878-A7L R-1878-A7G 127 \l:z x 27 \l:z 11· 26 x 26 28 x 28 32 x 32 4 1 x5 1 370 325 :1 R-l 878-A8L R-1878-ASG 29\l:z x 29 \l:z lll:z 28x 28 2934 x 2934 3 4 x 34 4 l l-il x5 V2 1 4 15 485 R-1878-A9L 1\l:z 30 x 30 32 x 32 36 x 36 4 lx6 n 1 47 0 465 R-1878-AlOL• R-1878-A9G 13 rn x3 1'-" R-1878-AloG·i 37x37 1\-l 36 x 36 37% x 371'2 42 x 42 4 1 ¥.x3 V2 1Y2 7 90 700 Rectangular R-1878-8 lL R-1878-81 G 114 x 20 , l~l:z 12 x 18 14 ~ x 2014 18 x 24 4 :;..c x5 Y2 1 R-l 878-82L R-1878-82G 13 \l:z x 25 \!2 1\-2 12 x 24 13 lh x 25l4 18 x 30 4 1 x4Y2 1 R-1878-83L R-1 878-B.3G 19 \l:z x 25 % 1 \-2 18 x 24 19>4 x 25 :4 24 x 30 4 'l'a x5 1 R-1878-ML R-1878-MG 1 1 9\l:z x 3 1% r,, 118 x 30 20 x 32 2 4 x 36 11 2x5 1 R-1878-85L R-1878-BSG 19~ x 37':.i 1 '12 18 x 36 20 x 38 2 4 x 42 2x5 1 R-1878-86L R-1878-860 .25\h 31\l:z 1'.l:z 24 x 30 2524' x 3H4 30 x 3~ 1:;.&x5 1 R-18.78-B7L R-1878-B7G 24 x 36 26 x 38 30 x 42 4 l~icS 1 25 !12 x 37 !12 Im R-1 878-S8l" R-1878-BSG• 2 5 l~ x 49l. , 1 % 24 x 48 26 x 50 30 x 54 4 l3/:;x·6 1J/i 6 1 4'~Hii x4 % 11 R-1878-B9L • R-1878-B9G • 3Jl-" x 37~ 1\'2 30 x 36 32 x 38 36 x 42 R-1878-BlOL• R-1878-BlOG• 31\l:z x 49 \7 1 \'2 30x 48 3P4 x 4934 36 x 54 4[~2x ~~ 1 *Cover in two pi e c:es. R-1 879 Series Frames Light Duty Lids, Grates These sha llow fr ames =~e su itable for Li se in thin or deep con- crete slobs. A ll s izes o r ~::m es ore reversib le and rnn be instolled with flange at base o r ~;::i . Specify: 1 . Cotc log n umber. 2 . To be in stalled w tr:-: flange ct bcse or top. Square Catalog Number A Solid Lid Open Grate Dim ensio ns in inc h es I B j c D G R-1879-A1L ' R-1879-A 1 G R-1879-A2L R-1879-A2G R-1879 -A3L R-1879-A3G 13 ~x13 l• 1\'2 12x12 14x14 18x18 :4 1 18x18 1\': 16x16 18'.•xl8 ~.C 22x22 20 x 20 1 !12 18 x 18 20 ~ x 20 1.• 2 4 x 24 l x3 '¥.x4% ¥.x 5 R-1879-A4L R-1879-MG R-1879-ASL R-1879-ASG R-l 879-A6L R-1879-t..t.G R-1879-A7L R-1879-A8L R-1879-A9L R-1879-A1 OL • ReC t angv l cr R-1879-B Tl R-1 B79-B2L R-l 879-B3L R-1879-B4L R-1879-SSL R-l 879-B 6 L R-1 879 -B7L R· 1 879-BSL • R-1 879 -B9L • R-1879 -SlOL• R-l 879-t..7G R-1879-t..SG R-1879-t..9G R-1879-AlOG• I R-1879..e1 G R-1 B79-?2G R-1879-8.JG R-1879-MG R-1879-!!SG R-1879-MG R-1879..e7G R-1879-SZG • R-1879-89G• R-1879-8 1 OG • 2 1:Y.x 21:Y. rn 20-;-20 22 x 22 26 x 26 4 1 23Y:!x 23V7 lV7 22 x 22 2 4 x 24 28 x 28 4 25hx25:V. 1!'2 24 x 24 26 x 26 30 x 30 4 ~x4 :Y,x6Y2 lx5 27Y:! x 27 Y2 r: l7 29Y.x2 9Y. H2 31 :V.x3 1¥. 1\~ 37x37 1\-2 14 x 20 ~2 13 !': x 25 1·: !·2 19!·; x 25\, !'1 191.; x 31 1., f" .19~; x 37l4 \•; 25 11 x31 \12 Vi 25 ~; x 37'.. h 25JA x 4 9l~ :·2 3 P.4 x 3 7~4 n ~; 31 1.; x 49 !-\ n1., 26 x 26 28 x 28 30 x 30 36 x 36 12 x 18 12 x 24 18 x 24 18 x 30 18 x 36 24 x 30 24 x 36 24 x 48 30 x 36 30 x 48 28 x 28 3 2 x 32 4 291• x 29 l~ 3 4 x 34 4 32 x 32 3 6 x 36 4 3 7 \/2 x 3 7 \-2 42 x 42 4 14 1.• x 2 0 1:~ 18 x 2 4 4 1 3 3 ~ x 25 <• 1 Bx 3 0 4 1 9<.<x25 '~ 24 x 3 0 4 20 x 32 24 x 3 6 4 20 x 3 8 24 x 4 2 4 25'4 x3 11< 30 x 36 4 26 x 3 8 3 0 x 42 4 26 x 50 3 0 x 54 4 32 x 3 8 36 x 42 4 3 Jl~ x 49 <; 36 x 5 4 4 I ~x7¥a 1Ya x5 7/,. 1x4y, I 1 x 4 j/s I :Y.x5 Y2 ~x4Y2 I Vsx5 Y. I ~, x 5 ~1'5 x 5 I 1x5Vs I 1 x5Ys ~ x5Ya I 1x6V2 1x5 H 1 ¥. ¥. ¥. ¥. ¥. ¥. 1 ¥. 1 1 1 1 1 1 ¥. ¥. 1 1 1 18 5 160 2 20 185 245 240 285 249 365 295 385 3§>0 4 60 425 5 10 5'7 5 500 515 695 680 W t Lbs w/ w/ li d grate 11 5 100 16 5 150 195 185 200 185 2 35 255 2t.5 2 15 290 260 3 t.O 390 360 3 10 485 445 185 160 165 180 210 195 230 21 5 295 3 10 290 260 335 295 395 405 t.00 3 80 480 42 5 R-1 878-ASL Manhole Frame end Solid Lid _ .. _._ ' I • -·---~ GRATES l, 2 , 3, Q_, & 7 GRATE4 GRATE 5 Heovy Duty R-1878 Sections R· 1879-8 1 G Catch Bas in Grate and Frame ---·----_______ ,_ Light Duty R· 1 879 Sections CATALOG NO . TYPE SQ . FT. OPEN R-1 792-AG . . G ....... 0 .2 R-179 2-BG ..... G ....... 0 .3 R-1792 -CG . . G ....... 0 .5 R-1792-DG . . . G ....... 0 .7 R-1792-EG ..... G ...... 1.0 R-1792-FG ..... G ....... 1.7 R-1792-GG .... G . . .. 2.0 R-1792-HG .. G ...... 2.7 R-1792-JG ... G ....... 3 .7 R-1878-A1G .... AorC ... 0 .5 R-1878-A2G .... A or C ... 0 .8 R-1878-A3G .... A or C ... 1.0 R-1878-A4G .... AorC ... 1.1 R-1878-A5G .... A or C ... 2 .2 R-1878-A6G .... AorC ... 2.7 R-1878-A7G .... AorC ... 1.9 R-1878-A8G .... A or C ... 2 .3 R-1878-A9G .... A or C ... 2 .5 R-1878-A10G ... A or C ... 3 .0 R-1878-B1G ... A ....... 0 .6 R-1878-B2G ... A ....... 0.9 R-1878-B3G ... A ....... 1.2 R-1878-B4G ... A ....... 2 .1 R-1878-B5G .A ....... 2 .5 -Ii R-1878-B6G .C ....... 2 .6 R-1878-B7G ... A ....... 2 .6 R-1878-B8G ... A ....... 3.7 * R-1878-B9G ... C ....... 3 .3 * R-1878-B10G ... C ....... 4.9 R-1879-A 1G .... A or C ... 0.4 R-1879-A2G .... A or C ... 0 .8 R-1879-A3G .... A or C ... 1.2 R-1879-A4G .... A or C ... 1.4 R-1879-A5G .... A or C ... 1.9 R-1879-A6G .... A or C ... 2.0 R-1879-A7G .... A or C ... 1.7 R-1879-A8G .... A or C ... 2 .2 R-1879-A9G .... A or C ... 2 .8 R-1879-A 10G ... A or C ... 3.7 R-1879-B1G .A ....... 0 .6 R-1879-B2G ... C ....... 0 .9 -1879-B3G ... C ....... 1.0 1-1879-B4G ... A . . .... 1.4 R-1879-B5G ... A ....... 1.9 R-1879-B6G ... A ....... 2 .4 R-1879-B7G .. A ....... 3 .0 R-1879-B8G .. A ....... 3.2 R-1879-B9G • ... A ....... 3.2 R-1879-B10G ... C ....... 4 .2 R-2014 .. C ....... 1.3 R-20.14 ... E ... : ... 1.3 R-2015 ........ D ....... 0 .9 R-2015 .C ....... 1.3 R-2015 .. G ....... 1.2 R-2030 . . . . D ....... 1.1 R-2030 ... C ....... 1.3 R-2031 ........ D ....... 1 . 1 R-203 1 ........ E ....... 1.3 R-2040 . . . .. D ....... 0.9 R-2040 ........ C ....... 1.3 R-2040 ........ E ....... 1.1 R-2040 ........ F ....... 0.7 R-2050 ........ D ....... 0 .9 R-2050 ........ C ....... 1.3 R-2050 ........ E ....... 1.1 R-205 0 ........ F ....... 0 .7 R-2060 ........ A ....... 1.1 R-2060 . . . . . . . B ....... 1.2 R-2060 ........ C ....... 1.3 R-2060 .. E ....... 1.1 R-2070 . . . . D ....... 0 .9 R-2070 . . . B ....... 1.2 R-207 0 ........ E ....... 1.1 R-2077-A ...... C ....... 1.3 R-2077-B .. .. C ....... 1.3 R-2077-C . ..C ....... 1.3 R-2077 .... B ....... 1.2 R-2077 .. . .C . . .. 1.3 R-2077 ... D ....... 1.0 R-2077 . . .. E ....... 1.1 R-2077 ........ F .... , .. 0 .6 R-2080 ... D ....... 1.0 R-2080 . . .C ....... 1.2 -2090 ........ A ....... 1.1 FREE OPEN AREAS OF NEENAH GRATES CATALOG NO . TYPE SQ . FT. OPEN R-2090 ........ 8 ....... 1 .2 R-2090 ...•.... C ....... 1 .2 R-2090 ...•.... D ....... 1.0 R-2090 ........ E ....... 1 .1 R-2090 ........ G ....... 1.0 R-2100 ...•.... A ....... 1.1 R-2100 ........ C ....... 1 .3 R-2100 ........ E ....... 1 .1 R-2100 ........ F ....... 0 .6 R-211 0 ...•.... A ....... 1 . 1 R-211 O ........ E ....... 1 .1 R-2112 ........ A ....... 1 . 1 R-2112 ........ B ....... 1.2 R-2112 ........ C ....... 1.3 R-2112 ........ E ....... 1.1 R-2112 ........ F ....... 0.6 R-2112 ........ G ....... 0.6 R-2120 ...•.... A ....... 1.1 R-2120 ........ C ....... 1.3 R-2120 ........ F ....... 0 .6 R-2120 ........ G ....... 1.1 R-2250 ........ G ....... 3 .1 R-2251 ........ G ....... 2 .9 R-2255 ........ C ....... 1.4 R-2255 ...•.... G ....... 1.9 R-2270 ........ G ....... 1.9 R-2275 ........ G ....... 1.9 R-2290 ........ K ....... 1 .2 R-2290-A ...... K ....... 1 .2 R-2290-8 ...... K ....... 1 .0 R-2293 ........ G ....... 1.6 R-2296 ........ 8 ....... 1 .2 R-2296 ........ F ....... 1 .2 R-2297 ........ 8 ....... 1 .2 R-2297 ........ F ....... 1 .2 R-2298 ........ 8 ....... 1 .2 R-2298 ........ F ....... 1 .2 R-2299 ........ 8 ....... 1 .2 R-2299 ........ F ....... 1 .2 R-2300 ........ G ....... 1 .2 R-2300 ........ C ....... 1.6 R-2370 ........ 8 ....... 1.2 R-2370 ....... -. F ....... 1.3 R-2370 ... G ....... 1.1 R-2370 ........ A ....... 1 .1 R-2370 ........ G ....... 1.2 R-2371 ........ G ....... 1.2 R-2390 ........ G ....... 1 .4 R-2390 ........ C ....... 1 .5 R-2392 ......... C ....... 1 .4 R-2392 ........ G ....... 1 .4 R-2394 ........ G ... : ... 1 .2 R-2395-1 ...... G ....... 1.6 R-2398 ........ G ....... 1 .4 R-2401 ........ G ....... 1.4 R-2401 ........ C ....... 1.6 R-2401-A ...... G ....... 1.2 R-2401-8 ...... E ....... 0.9 R-2402 ........ G ....... 0 .7 R-2402 ........ C ....... 1 .1 R-2404 ........ G ....... 1.1 R-2405 ........ A ....... 1.0 R-2405 ........ C . . .... 1.6 R-2410 ........ K ....... 0 .9 R-2411-A ...... G ....... 0.7 R-2412-A ...... G ....... 1.0 R-2412-A1 ..... E ....... 1.0 R-2412-A2 ..... G ....... 0 .7 R-2412-A3 ..... C ....... 1.1 R-2412-A3 ..... E ....... 1 .0 R-2412-A4 ..... C ....... 1.0 R-2412-A5 ..... K ....... 0 .8 R-2412-A6 ..... G ....... 1.1 R-2414 ........ D ....... 1.0 R-2418 ........ G ....... 1.0 R-2418-A ...... K ....... 1 .0 R-2420-A ...... A ....... 1 .0 R-2420-B ...... G ....... 1.1 R-2421-A ...... A ....... 1.0 R-2422-A ...... K ....... 1 .0 R-2422-C ...... G ....... 1 .0 _ R-2423 ........ G ....... 1 .0 R-24"24-A ...... G ....... 0 .9 R-2427 ........ D ....... 0 .9 R-2427-A ...... G ....... 1.0 CATALOG NO. TYPE SQ . FT. OPEN R-2428 ... D ....... 1.0 R-2428 ... . .. C ... 1.3 R-2428 . . .. F ....... 0 .6 R-2429 ... D . . .. 1.0 R-2429 . . . . E . . .... 1.3 R-2429 .. G ....... 1.2 R-2435 . . . . G ....... 0 .9 R-2437 ........ D . .1.0 R-2437 ........ E ....... 1.3 R-2437-8 ...... G ....... 0 .9 R-2438 ........ D ....... 1.0 R-243 8 ........ E ....... 1.3 R-2453 ........ K ....... 0 .8 R-2461-A ...... A ....... 1.1 R-2461-A ...... 8 ....... 1.2 R-2461-A ...... C ....... 1.3 R-2464 . D ....... 1.0 R-2466-A ...... 8 ....... 1.2 R-2466-A ...... E ....... 1.1 R-2467 ........ C ....... 1.0 R-2467 ........ D ....... 0 .9 R-24 71 ... D ....... 0 .9 R-2471-8 ...... D ....... 0 .9 R-2474 .... A ....... 1.1 R-24 7 4 . . . G ....... 1.2 R-2475 .. A ....... 1.1 R-2481 ... A ....... 1.1 R-2494 ... G ....... 0 .8 R-2496 ..... G ....... 0 .6 R-2498 ........ G ....... 0.4 R-2498-A ...... G ....... 0 .4 R-2498-8 . . . . G ....... 0 .4 R-2499 ........ G ....... 0 .2 R-2500 ........ G ....... 0.9 R-2501 ........ G ....... 1.3 R-2502-A ...... D ....... 0 .9 R-2502-8 ...... D ....... 0 .9 R-2502-C ...... D ....... 0 .9 R-2503-0 ...... G ....... 1.3 R-2503-E ...... G ....... 1.3 R-2503-F ...... G ....... 1.3 R-2504 ........ G ....... 1.3 R-250 5 ........ D . . ... 0 .9 R-2510 ........ C.. . .. 1.3 R-2510-1 ..... G ....... 0.4 R-2510-2 ...... G ....... 1.6 R-2510-A ...... C ....... 1.1 R-2525~A ...... E ....... 0.2 R-2525-C ...... G ....... 0 .4 R-2525-0 ...... G ....... 0.4 R-2525-E . . . . E ....... 0 .6 R-2525-F ...... G ....... 0 .8 R-2525-G ...... G ....... 0 .8 R-2533 .. . ... A ....... 1.1 R-2534 ........ C ....... 0 .9 R-2535 ........ C ....... 1.1 R-2535-A ...... C ....... 1.1 R-2540 ........ D ....... 1.1 R-2545 ........ K ....... 0.4 R-2546 ........ K ....... 0.4 R-2548 ........ V ....... 0 .8 R-2549 ........ D ....... 0.9 R-2552 ........ K ....... 0.8 R-2552-A ...... K ....... 0.8 R-2552-8 ...... K ....... 0 .8 R-2565-A ...... G ....... 0 .9 R-2565-C ...... G ....... 1.2 R-2565-E ...... G ....... 1.8 R-2565-F ...... G ....... 1.8 R-2565-G ...... G ....... 1.7 R-2565-H ...... G ....... 1.2 R-2565-J ...... G ....... 1.8 R-2569 ........ A ....... 0.6 R-2570 . . . . . G ....... 0 .8 R-2571-A ...... F ....... 0 .9 R-2 571-8 ...... F .. 1.1 R-2571-C ...... F .. 0 .9 R-2571-D ...... F .. 0 .7 R-2571-01 . . . . F . 1.2 R-2571-02 ..... F ....... 1.2 R-2571-03 ..... F ....... 1.2 R-2571-04 ..... F ....... 1.2 R-2571-E ...... F ....... 1.2 R-2572 ........ F ....... 1.3 R-2573.. . F ....... 1.3 CATALOG SQ . NO. ~ ~ R-25 7 4 ........ B . .. . 0 _9 R-2577 .... B . 10 ~=~~~g : : : .. : : : g : : : : : : . i :~ R-2580-A1 ..... C ....... 1:1 R-2580-A ...... G ....... 1.9 R-2580-C ...... G ....... 2.8 R-2586-A ...... E ....... 0 .4 R-2586-B ...... G ....... o.5 R-2586-C ...... E ....... o.6 R-2586-D ...... G ....... 0.8 R-2586-E ...... G ....... 0 .8 R-2586-F ...... G ....... 0 .8 R-2586-G ...... G ....... 1.0 R-2586-H ...... E ....... 1.3 R-2586-K ...... G ....... 1.3 R-2586-M ...... G ....... 1.8 R-2586-N ...... G ....... 1.7 R-2586-0 ...... G ....... 1.9 R-2588-A ...... G ....... 1.1 R-2588-B ...... G ....... 1.0 R-2588-C ...... G ....... 1.9 R-2595 ........ D ....... 1.2 R-2600 ........ K ....... 1.1 R-2650 ........ G ....... 1.1 R-2668 ........ C ....... 0 .9 R-2680 ........ G ....... 1.1 R-3010 ........ S ....... 1.0 R-3010 ........ A ....... 1.0 R-3010 ........ L ....... 0 .9 R-3010 ... DR /DL ... 1.3 R-3010 ....... D ....... 1.3 R-3015 ........ L ....... 0 .9 R-3015 ........ R ....... 1.3 R-3030 ........ A ....... 1.0 R-3030 ........ D ....... 1.3 R-3030 ........ DR /OL ... 1.3 R-3030 ........ L ....... 0 .9 R-3031-B ...... S ....... 0.8 R-3032-B ...... S ....... 0.8 R-3033-B ...... S ....... 0 .8 R-3034-B ...... S ....... 1.1 R-3035-A ...... S ....... 1.1 R-3036-8 ...... S ....... 1.1 R-3037-A ...... S ....... 1.6 R-3038-A ...... S ....... 1.5 R-3039-A ...... S ....... 1.5 R-3040 ........ A ....... 1.0 R-3042 ........ A ....... 0.3 R-3065 ........ OR I OL .•. 0.9 R-3065-LL ..... L ...... -. 0.8 R-3065-V ...... V ....... 0.9 R-3066 ........ OR I OL ... 1.4 R-3067 ........ ORIOL ... 1.9 R-3067-LL ..... L ....... 1.6 R-3067-V ...... V ....... 1.8 R-3070 ........ A ....... 0 .9 R-3070 ........ 0 ...... ._ 1 .0 R-3070 ........ L ....... 1.8 R-3070 ........ OR I OL ... 1 .0 R-3070 ........ V ....... 2 .2 R-3075 ........ OR I OL ... 1.0 R-3075-L ...... L ....... 0.8 R-3075-V ...... V ....... 0.9 R-3076 ........ V ....... 1.5 R-3077 ........ V ....... 3 .0 R-3077-L ...... V ....... 1.5 R-3077-R ...... V ....... 1.5 R-3078 ........ V ....... 1.5 R-3079 ........ L ....... 1.4 R-3080 ........ A ....... 0 .9 R-3080 .. D ....... 1 .0 R-3080 ........ OR I OL ... 1.0 R-3081 ........ A ....... 0 .9 R-3081 ........ D ....... 1.0 R-3081 ........ OR I OL ... 1.0 R-3085 . .. .... OR I OL ... 1.0 R-3090 ........ A ....... 0.9 R-3090 ........ D ...... -. 1.0 R-3090 ........ OR I OL ... 1.0 R-3120 ........ A ....... 0.7 R-3130 ........ A ....... 0.7 R-3150 . . .. A ....... 1.1 R-3151 ........ A ....... 1.1 Type K indicat es "S pecial " grate style and is not among standard types as illustrated . 266 Capacity Calculations SIZE INLETS: Inlet #1 I Q100 Expected = 3.65 ft3/sec Available H 263.40 Oveiflow 262 .90 Top of Grate -------- Available H = 0.50 feet Required Grate Opening C A [ 2 g h ] Y2 = Q 3.65 ft3/sec = (0.60) A [ (64.4)(0.50) ] 112 A = 1.07 ft2 Therefore use NEENAH R-1878-B6G with Type 11A 11 ¥ Inlet Box -with 2.6 ft2 opening or approved equal. NOTE: Design Depth "H" = 0.09 ft Inlet #2 I Qioo Expected = 3.03 ft3/sec Available H 265. 70 Oveiflow 265.20 Top of Grate -------- Available H = 0.50 feet Required Grate Opening C A [ 2 g h ] 1 /2 = Q 3.03 ft3/sec = (0.60) A [ (64.4)(0.50)] 1 /2 A = 0.89 ft2 I Therefore use NEENAH R-1878-B6G with Type 11A 11 Inlet Box -with 2.6 ft2 opening or approved equal. NOTE : Design Depth "H" = 0.06 ft UNIVERSITY COMMONS PHASE II -College Station , Brazos County , TX Inlet #3 I Qioo Expected = 5.74 ft3/sec Available H Available H 265.50 Overflow 264.80 Top of Grate = 0 .70 feet Required Grate Opening C A [ 2 g h ] th -Q 5.74 ft3/sec = (0.60) A [ (64.4)(0.70)] th A = 1.42 ft2 / Therefore use NEENAH R-1878-B6G with Type "A" Inlet Box -with 2.6 ft2 opening or approved equal. NOTE: Design Depth "H" = 0.21 ft Inlet #4 I Qioo Expected = 7.31 ft3/sec Available H Available H 266.50 Overflow 266.00 Top of Grate = 0.50 feet Required Grate Opening C A [ 2 g h ] 'h = Q 7.31 ft3/sec = (0.60) A [ (64.4)(0.50)] '/2 A = 2.15 ft2 / Therefore use NEENAH R-1878-B9G with Type "B" Inlet Box -with 3.3 ft2 opening or approved equal. NOTE: Design Depth "H" = 0.21 ft UNIVERSITY COMMONS PHASE II -College Station, Brazos County, TX Inlet #5 I Q 100 Expected = 16. 70 ft3 /sec Available H Available H 268.60 Overflow 268.00 Top of Grate = 0.60 feet Required Grate Opening C A [ 2 g h ] 1h = Q 16.70 ft3/sec = (0.60) A [ (64.4)(0.60)] 112 A = 4.47 ft2 / Therefore use NEENAH R-1878-BIOG with Type "C' Inlet Box -with 4.9 Jt2 opening or approved equal. NOTE: Design Depth "H" = 0.50 ft Curb Inlet I Q100 Expected = 7.37 ft3/sec Available H = 0.58 feet Required Inlet Opening 3 L [ H ] 3/2 = Q Expected 7.37 ft3/sec = (3) L [ (0.58) ] 3/2 L = 5.56 ft / ~ NOTE: Provided Inlet Length = 10.5 ft UNIVERSITY COMMONS PHASE II -Colleg e Station , Brazo s County , TX Inlet #6 I Qioo Expected = 4. 70 ft3/sec Available H Available H 263.00 Oveiflow Equivalen t 262.60 Top of Grate = 0.40 feet Required Grate Opening C A [ 2 g h ] 1 /2 = Q 4.70 ft3/sec = (0.60) A [ (64.4)(0.40)] 1h A = 1.54 ft2 ./ Therefore use NEENAH R-1878-B6G with Type "A " Inlet Box -with 2.6ft2 opening or approved equal. NOTE: Design Depth "H" = 0.14 ft Inlet #7 I Qioo Expected = 4.49 ft3/sec Available H Available H 266.40 Oveiflow 266.00 Top of Grate = 0.40 feet Required Grate Open ing C A [ 2 g h ] 1 /2 = Q 4.49 ft3/sec = (0.60) A [ (64.4)(0.40) ] 1h A = 1.47 ft2 I Therefore use NEENAH R-1878-B6G with Type "A" Inlet Box -with 2.6 Jt2 opening or approved equal. NOTE: Design Depth "H" = 0.13 ft UNIVERSITY COMMONS PHASE II -College Station , Brazos County, TX STORM SEWER PIPE SIZING UNIVERSITY COMMO NS PHASE II -Colleg e Station , Brazos Coun ty, TX Capacity Calculations STORM SEWER NETWORK -Pipe Sizing & Capacity Check: Storm Sewer Line A I SEGMENT 1 Proposed 24"f R.C.P.@ + 1.58 % Slope Q Provided = (1.486 I n )(A)(R)213(S)112 = ·Manning's E quation for Full Flow -~1/2 -zco.~3 3 Q Provided -(1.486/(0.013))(1.979)((.01 .JUJ -~ ft /sec -c-112 -zs.413 3 );>-Q Provided -(226.2)(.015 ~ -.:};/.70 ft /sec Q Expected for 100-Year Conditions = 16.70 ft 3/sec • INLET 5 );>-Q Total Expected = 16.70 ft3/sec / Therefore, the selected pipe is acceptable. SEGMENT 2 Proposed 24"f R.C.P.@ + 1.30 3 Slope Q Provided = (1.486 I n )(A)(R)213(S)112 = Manning 's Equation for F ull Flow Q Provided = (1.486/(0 .013))(1.979)(.013 0)112 = 25.79 ft3/sec );>-Q Provided = (226.2)(.0130)112 = 25.79 ft3/sec Q Expected for 100-Year Conditions = 16. 70 ft 3 /sec • INLET 5 Q Expected for 100-Year Conditions = 7.31 ft 3/sec • INLET 4 );>-Q Total Expecte d = 24.01 ft3/sec Therefore, the selected pipe is acceptable. J UNIVERSITY COMMONS PHASE II -College Station, Brazos County , TX SEGMENT 3 I .~t./% Proposed 27"f R. C.P. @ + r.67: 3 Slope Q Provided = (1.486 In )(A)(R)213(S)112 = MaQ.ning's E !J~~o; for Full Flow .Ol'W ~.I I Q Provided = (1.486/(0.013))(2.708)(:0+62)112 = ft3/sec ;mi~ in.,, ~ Q Provided = (309.6)(. 112 = ~ ft3/sec Q Expected for 100-Year Conditions = 16.70 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 7.31 ft 3/sec • INLET 4 Q Expected for 100-Year Conditions -5.74 ft 3/sec • INLET 3 ~ Q Total Expected = 29 .75 ft3/sec J Therefore, the selected pipe is acceptable. SEGMENT 4 Proposed 27"f R. C.P. @ + 2. o/J:J 3 Slope Q Provided = (1.486 In )(A)(R)213(S)112 = Manning's Eql)atiop for Full Flow ~k,. /;/~.'if Q Provided = (1.486/(0.013))(2.708)(.0 ~112 = ~ ft3/sec /..:,. 4t.c; ( ~ Q Provided = (309.6)(.02 ~112 = 43 .78--ft3/sec Q Expected for 100-Year Conditions = Q Expected for 100-Year Conditions = Q Expected for 100-Year Conditions = Q Expected for 100-Year Conditions = ~ Q Total Expected 16.70 ft3/sec • INLET 5 7.31 ft3/sec • INLET 4 5.74 ft3/sec • INLET 3 3.03 ft3/sec • INLET 2 32.78 ft3/sec j Therefore, the selected pipe is acceptable. UNIVERSITY COMMONS PHASE II -College Station , Brazos County , TX SEGMENT 5 2.~~ Proposed 27"f R.C.P. @ + 2Att Slope Q Provided = (1.486 In )(A)(R)213(S)112 = Manning 's Eq~t~o6n for Full Flow .O'Z.~9 ~.-n. Q Provided = (1.486/(0.013))(2.708)(~)112 = . ft3/sec , ots'tS "", "1'Z.. >-Q Provided = (309.6)(.~44)112 = ~ ft3/sec Q Expected for 100-Year Conditions 16.70 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 7.31 ft3/sec • INLET4 Q Expected for 100-Year Conditions = 5 .74 ft3/sec • INLET 3 Q Expected for 100-Year Conditions = 3.03 ft3/sec • INLET2 Q Expected for 100-Y ear Conditions 3.65 ft3/sec • INLET 1 ;.,. Q Total Expected = 36.43 ft3/sec / Therefore, the selected pipe is acceptable . SEGMENT 6 Proposed 30"f R.C.P.@ + 1.5r;% Slope Q Provided = (1.486 I n )(A)(R)213(S)112 = Manning's Equation for Full Flow Q Provided = (1.486/(0.013))(3.588)(.01 ~112 = 50.1 3 ft3/sec >-Q Provided = (410.1)(.01 5')112 = 50 73 ft3/sec Q Expected for 100-Year Conditions = 16.70 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 7.31 ft 3/sec • INLET 4 Q Expected for 100-Year Conditions 5.74 ft 3/sec • INLET 3 Q Expected for 100-Year Conditions = 3.03 ft 3/sec • INLET 2 Q Expected for 100-Year Conditions = 3.65 ft 3/sec • INLET 1 I Q Expected for 100-Year Conditions = 7 .93 ft 3/sec • CURB INLET >-Q Total Expected = 44.36 ft3/sec Therefore, the selected pipe is acceptable. UNIVERSITY COMMONS PHASE II -College Station , Braws County , TX ,. Storm Sewer Line B I -z,71.,%, Proposed 18"f R.C.P.@ +~ 3 Slope Q Provided = (1.486 In )(A)(R)213(S)lf2 = Manning's Equatim1for Full Flow . -,otlc,.112 -n.'1~ 3 Q Provided -(1.486/(0.013))(0.~l2J£C·~ -'-lb~ ft /sec • -I ) /2 -n_, "ftl 3 ~ Q Provided -(105.1)(.-0250) --l6:-6z. ft /sec Q Expected for 100-Year Conditions = 4.70 ft 3/sec • INLET 6 j ~ QTotalExpected = 4.70 ft3/sec Therefore, the selected pipe is acceptable . Storm Sewer Line C I 2.10 Proposed 18 "f R . C.P. @ + ~ 3 Slope Q Provided = (1.486 I n )(A)(R)213(S)lf2 = Manning 's Equation for Full Flow O'Z..iO ~--• 112-. 3 Q Provided -(1.486/(0.013))(0.919)((~) - . ft /sec _ .O'l:'lo112 _ fl; 1..'1 3 ~ Q Provided -(105.1)(~ -~ .92 ft /sec Q Expected for 100-Year Conditions 4.49 ft 3/sec • INLET 7 ~ Q Total Expected = 4.49 ft3/sec j Therefore, the selected pipe is acceptable. NOTE: See Layout Maps and Storm Sewer Plan/Profile Sheets to clarify Storm Sewer Line Labels and varying Pipe Diameter s. UNIVERSITY COMMONS PHASE II -College Station , Brazo s Cowity , TX -~·--------·--------------------------------------··-----------------·------------------------------------~ ---------·-·-- GfllF RAL llOTCS: 1: n SHA LL DC Ttl( RCSPONSI DIL1 TY or me CONTRACTOR TO V[AlfY Tit[ CXACT LOCA.TI ON or All [).IS TI NC UTIL JTI CS UNOCRCAOUtlD .t .:.[RIAL PR IOR JO COHSI MUCTI Oll . -· •LL COtl ST RU CT IOtl SH•LL llC Ill ACCORO.\tl CC Wlfl-I TH£ CITY o r NOTC : THE CI TY o r COL.LE GE S UTION WILL RCQUIRC TC'iflllG COl.IP ACTIOtl Of AU. BA CKrlll IN TR(NCH[S r oR WA T(R, S[WCA At40 DR AINAC( LINC S TO AS5 URC COtffOR MI TY WITH TH( COHS IA UC TION SP CCff lC.t.llONS RCCiA.ROI NG TH OSC UTI LITY Lltl ES BEING IN STA LLED . IF h i [ CO MP ACTION TESTS SH OW l HAT tl OTC : CRATCS 1,2,:5 .6 A:. 7 ARC NCCNAll fO UNO RY R-1878-06C, " IS R-181 8 -ll 9G, .A ND 5 IS R-1 878-BIOG {NCEll•H FOU /IORY COMPA NY: (A 1i) 72 5 -7000 ). AP PROVED COU IVAL CNTS MAY 0( SUB STllUTCD . SC[ MOC DETAIL SH([f A FOR JUN CTI ON BOX W/ CRATC , OUTL CT STRUC TU RC A.llO RIP R.t.P, ... 110 1.1001nco INL(J WIT H WUIC OC U .IL S . :z;,.,~ - j ~~jtcg511 ~::~~~~ ~~~~A~,~E,T>.!~s l ~~RSS~f1 C~~~~~~5 0t· ~:T~ll~l~N~o~?~~~ M~~~~6NN l ~~~T~li~~~l ~~1~:ciN~M ( ~~;)1,s~ 4-368 I WATCR &: SCWCR DIVISION : (•09)164-J656 CCNCRA L I HCPHON[ CO MPANY : (409 )179 -4102 LOtl[ S TAR GAS COl.I P-'NY I OCAL : (409 )715 -8416 LOllC STAR C.AS COMNNY Lltl( LOCATI Otl : (1-!00)692-4J 44 4. CO NTRJ.CTOR MUST tl OTffY CUCNT'S RCP RES CUT.t.TIVC (MOC ) THE SPCCIF IC AT IO tl S .t.RC tlOT M£1', Tl-I[ OCVCLOP CR Will BE R£0UI RCD 10 RCCOMPACT THE TRCN Cll ANO PAY FOR CACll SUDSCO UCNT TC ST UtH!l IT MH TS OR EXCCEOS JM[ SPECIF ICAllOtl . AOHCR CH CE TO THC Sl ANOAR O SPC CIFIC.t.TIO NS or hi( Cll\ or COt l [C[ STAllOfl IS IHC RCSt'ONSUm lT Y or THC 0 £V[I OPER. Il l Tl!( cvnn TllCRC IS A CON rlJCT on wrrn me CO tlSTRUCTIOtl Pl.AU S ANO TH C STANDARD SPCCIFI CATI ONS, ftt[ S TAN DARD SP CCln CATIO NS SHAU GOV CRN , TA. 6+35 5 ENO or SCA LE 1" =2 0' ~ ROP STORM SEWERLIN E A HO T(: CR.U CS, DOX CS, PIP CS. OUTLCT S TR UCTURCS, Rlr RA P, l L PRO P GR .A TE INL ET llS 6: MANHOLE S f'MOV IDCO 6: IN SIAU CO HY IH[ COHTH ACIO R. ;;1;, OP Of GR AT[ 2 66 00 ~ ~ y ~ ~(O UT)= 2 6 4 45 NOTC : me GWERA L CO tHRA CTOR SHALL MAINT AIN ON-SITE VC T TO DIP \ ~· 24 R C.P. ~~~~~!; ~M,!~1 · r~~ ~,S c I ~N ~H t0~~~~l, ":;:' ,,,1 ~R~~= f,~A:~r 5lx1~ri~.-0 ,1 ;..c s.,cCT • 0 ; 5 . 55 ~ WM . llOMIH IMH lllll t'.[. IF OCStc tl CHAUCCS NECO 10 BC M-'0£ Al .. MOJl CI I OC.t.llON . 5 . RCFCR TO c.o.c.s. TRC NCH SAr cn OCT.t.I LS r oR StlOR IN C OURIHC CO NSTRUC TI ON ~---------------------~ SAtllT'AAY SCWCR LI NC , OR Ir Tit [ Liii[ IS f OUNO TO DC CUARCNTl'f LCA KltK:. C ~.. _,.. Cl O P OS(l) GR ATE INll l N-' MOG IMM £DIA l'ElY IF DAM AGE OC CUR S OH l £AKAG[ IS OClCC J[O . IHIS IS NOl 't... " ~ 11 1r co 1u RAc 10 H suAu. NOT lfY c .o .c.s . u1 1L11Y ANO w 1;111cc R1uc; Dcr1 s. Attu r , t\~ ~@i IOP r GRA I( 266 .00 .t. SC PA.RAT E PA.Y !T EI.A . THC COtlTRACTO A SHALL BEAR COSTS or CONTRACTOR • \\"'{ qj _3....;7)( STi f""'S.+09 L EXIST. f.l. l\"di 263 .25 2 4R .,R.C.P. D>.M.A CED SEWC RUN C. COSTS FOR RCPAIR or LC AK AGC WIU oc Tll E ' • ,\\\; ~< ~Q ~ I f[m --f.L. )= 26 3.05 24 R.C.P. RESPONSISI LITY Of TH E Cfff Of COLLCCE STAllOtl . v r".\..., \ a()~ tl VCT 26 75 ~ 'l-0 st \!-" \>-~ ::.---r L RCP =262 .4 . ti>' ~ PO UR CONC. C LAR (SEE NO l E ON UTI Lll Y PLAN) STA . 0 +00; BEGIN PROP . STORM EWERLIN '.A-PRO P. ST A. 4+52.5 «a, ,, OU TLET Sl RUCTURE w1c CON C. RI RAP (TO ... ATCH EXIST. CL P R OPfJ'~DofRAf!TtN ~~T4 _«g I -i----,,-,r-r:::=:-::-1--+--H---+--------i&omst ~c~JEn~E ~0~N s0uE~~1 L 1~ft~~f A) P•R•LLEL / -.,~·~·.,o· ~// ~·" ,-.,0- 1 ~ r .L . (30" R.C .P. OUT )= NA T. GRN~. = 25/-00 r .L.('(l~i= 2 6 1. 75 24: R.C.P. \r · ~> -~' ~ L r.L. OU T =. 261.30 .27 R.C.P. ·~:~ 11 r 1 b : PROP OS ED 10 4 .7 r 0 lo, ii STA . O•l 7 .~ q, • ____ ~"_!!:c~ !_~.s ?..,.=~fM~:;;;;:_;l.= ___ _!".R-~os _ _!_o __ 1s1 __ L rir~.U·_...!!.. L_.ss_?. ____ ~o~...._s~ ~6__!! .3.Td:C~ .!_2.:2_6'!_ _ ~ -~ 11 c L P RoPo s rn cRA1£ ... !-.·7Tsu •. o+4a ---._ ..--,.... '::;~ T"o'LPEloK'cRAI[ 262.60 'l ~~r; Cl PROP OS(Q GRATE 0 +00 , .,, r ~ 2 +00 \ 3+00 \ 36 Lr. 4 +00 p~ II r o; INLET f' ~ STA . i+o1 .2 ST A. •,-1co1lW2e ;:\o r.L (ouT)= 25 8.so ~oj;'I TO P o CRATE 2 66.oo 0< CL PR OPOS ED CU RB IN LET Box w/ ON E WING STA . 2+67 .2 CL P OP s GRA TE INL ET #2 .:.; II--'"". 0 • •. c 0 :: .. · • .,,., 0 0 o P ·~.-F1;!;: R(o.c".'P>.= 2 62.00 PRO POS ED 20' WOLr PEN ~S E E MO G DET AIL SHEET A) CL PR OPO SED GRATE INLET Nl TO P f GR TE 266.20 ~ "" ~ o ('l CREE K OED ICATI ON OP Of INLET BOX 26 1.40 TO P or GR AT E 2 62 .90 r .L./ (Ill}= 12 60.50 2 7" R.C.P. ~~~~"';::'~' ~~ ~ r .L. (I N)= 253.40 27" R.C.P. r .L. (IN)= 257.50 2r R.C.P. r .LI (OUT)= 260 .30 27" R.C .P. = ~ "'lA-<l±.OO;,Jl[Glli eRO P ~ t .L. (OUT)= 252 .60 30" R.C .P. f .L. (OUT)= 257 .30 2 7" R.C.P. f STANDARD MANHOlC 1 i~~T;£~~=i /N ~1::.:~E-__. ""' f--~., .. 0n.N,i-'_To(18E.x.R.icr .•. 81N52P5.7.5 6 --. ·-· ' .l. {l o R.C .P. IN)26 1.00 r.L. (EX . 30• RC P)254.40 L L. (EX. 30~ RC P )258.00 I !N E A LINE C -f---t~r--t--t-t--r.~~~to-t---lf---t-_.,~~t---t---to-""/-t-_/-t-t:._-t-~-t,~·: E~X;-G4R D _------ ---1----------- ~ NOTE : A.L L GRATES , BOX ES, PIPE S, OUTLET STRUCT URE S ~ n; t'; <. ci. 265 l u rl 1-270 - !;!. EX . G-RI DE - °' I -f'R P. ~RA I E "'~ ~ I ~ _j -: 0..(.) ~ 0 -AND RIPR AP AR[ TO BE PR OVID ED & INS TALL ED BY THE CONTRAC TOR !":": i.. ci. f--Ho-~-f--lfl-f--f--1-1-l--1-+--t--t-,"'~~-~:-t-ffl~....::::p=-t~tJ:<,...-::::-~'P~R rP~.-f;f,'f"D~[+--1-+--t--t--t-+-rt-+--f--+--!--l--!--l--+--f--+--f--+-~~;!l--'"l .,--f--1f-~'3~-"-J,,.,.,·"ri--t-+--t-+--t-+--t-+-~~~·~~~'-f--f--f--f-~~clli~--j ~ ~ :~ 1 ~3~ ~ ~ Q ~ ~ ~ w .1--~ "' ... 0 _, ~ 3 ~~~ .~ f--t--f--t--lf--/--t-r4-t-i!iii'-+--t-+--+--t--+--t--~-t--+-t--+-"'f'l~cH'~~--l--t--!~3~-s'fl'~~-::J-~-f--t---1f--/--t-+--t-i,~~ ~~ N s ~ ~~ ~~ ~ !!._ ...ill-~~ ~:. i-.-, ~tr r;:-_ ~:r .~ ~ ,_, ~-<-?~ ~._2 I-'>' ~ g ~=t ~N " ..n ~(,) II .., . ,... + 'o .§Li ~ "' '!!' ; "-< u "' ~ .-0 -. "'"' "' ~ s ~ ~L ~ :<l ~· --~~ ,...:~ ~10,.. ' ..1.& .~ ~~ 11C ~ +w B·~ ~ ..J=j_ '-!i oe -~ o-vu _ :;;f ~d ; 0 0 0 ~~ ~~' --1--I- i 1" ;: "o o .._ l :~ "' ~ .c; n < "'e. H 'D ''" ·"-... r~ Pl r>'E' ME Jl -'""-. t;;Q ~ .-: I! II .... ""' i--~ l .. ·::'~ ~ i----"1~ _i--i----,_- _; "'" .... ~ NOTE : OUTLET or STORM SEWER, END or APRON, AND RIP RAP ARE TO BE AT NATURAL GRADE . CO NC. RUBBLE RIP RAP GROUTED IN PLACE @ 16" O.C. BOTH . WAYS (TYPICAL THROUGHOUT l U' HEADWALL, APRON, WINGWALLS & TOEWALL) SIDE ELEVATION NOTE: ALL 3 /8" BAR TO BE PLACED MIN . 2'' AND MA X. 4" FROM OUTSIDE CONC. SURFA CES. NOTE : FOR OUTLET STRUCTURE FROM AREA ORAIN , MOOI FY AS FOLLOWS : OELETE RIP RAP , WINGWALLS, APRON, AND 45· B£ND, PIPE =6" PVC, AND TOEWALL EXTENDS STRA IGHT DOWN FROM HEADWALL. HEADWALL IS 1.5' WIDE. (~AAX FLOW = QIOOYR = 0.255 CFS) RCP OUTLET STRUCTURE (NTS) GRATE (SEE NOTE) 112 .. DIA. BARS 2 3/4. @ 6" o.c. ~~~ ~., 1 /2" DIA . BARS !~ @ 12· o.c. VARIES PROFILE VIEW 1 /2" DIA . BARS @ 12" o.c. PROP . ~CP PIPE ·(FL BOX=FL OUT) CONSTRUCTION JO INT PLAN VIEW NOTE: STORM SEWER INLET GRATES 1,2,3,6,& 7 ARE NEENAH FOUNDRY R-1878-B6G . 4 IS R-1878-BSG , ANO 5 IS R-1878-BIOG . THE AREA DRAIN IS R-1879-AlG, AND TH E CORRESPONDING JUNCTION BOX MAY BE MODIFIED AS FOL LOWS: PIPE=PVC, INSIDE BOX WIDT H = 1 ', WALL THICKNESS = ,. , USE 3/8" DIA . BARS E14BEOOED t INSIDE CONC . JUNCTION (NTS) BOX UNIVERSITY COMMONS PHASE II -College Station, Brazos County, TX STANDARD CAST IRON MANHOLE COVER le FRAME (2J." DIA.) (VULCAN FOUNDRY MODEL V-1600-J OR APPROVED EQUAL; 1-llOO-MANHOLE) . .........__ I UN£... ~ t----.., ONLY) I J 6.0' I l..5' I -TOP or CURB I ,..------,. -W•N ,N. + -uEPRESSED PAVEMENT U':J t I i..6:' (TYP. THROUGHO~) --~ -~r:-----------·iiG i:r (TYP . THROUGHO ) SECTION A-A I I I ·t I I l 1/"r DIA. r 1r o.c . -I I I J I BARS~~ BOTH WAYS I (TY!'ICAL TH ROUGHOUT) I I I . I l I 'Jlf J)IA._./ 1 llCI' (OUT) I I J I I I . I I r I I I I I - I I l I I l -I I I I . I I --._'Jlf DIA. I llCI' (IN) I r I I I I I I ~~-------~~~--------~ 'Jlf DIA. RC!' (OUT) 4 .0' SIDE EL.EVATION s.a·I NTR>.NCE TO INLET PUN VIEW J..S' If /s.o· !+;....~---------+ '1-------,, l{1_~~=-=-~~l MODIFIED INLET -BOX Wj WING (NTS) ' 2.15' -- ' t w· 3(f DIA. llCI' (IN) 2.0' UNIVERSITY COM!\.10 N S PHASE II -Coll ege Statio n, Brazos Coun ty , TX CURB INLET, GRATE INLET, OR JUNCTION BOX PEA GRAVEL FILLED GEOTEXTILE BAGS (OR APPROVED EQUAL) MIN. 6" HEIGHT, LAID END TO END NOTE: FOR INTERIM PERIODS or CONSTRUCTION, SILT FENCE PLACED COMPLETELY AROUND DRAINAGE STRUCTURE IS RECOMMENDED. STORM DRAIN SYSTEM SILTATION CONTROL DETAIL (HTS) UNIVERSITY COMMONS PHASE II -College Station , Brazos Coun ty, TX 4' -o• WIDE LAH . ·.~ : : . 4' -o" .... CONCRETE .. ' ....... k1 2 . MAX . SLOPE. DOWN S) (MAX . CROSS SLOPE < 2%) LIGHT BROOM FINISHS 5WITHltf LIMITS or RAMP 6' -O" MIN. CURB RETURN XIST. CURB &. GUTTER R.AMP DETAIL (NTS) 24" 4' -O" MIN . • •1> .. ... •I;> • t ." • L 1 /t" EXPANSION JOINT MATERIAL &: SEALANT (MIN. DEPTH Of SEALANT = 3/4) TYPICAL EXPANSION JOINT, so· SPACING, AND AT ALL OTHER JOININGS WITH CONCRETE STRUCTURES EXPANSION JOINT t1• MINIMUM DEPTH t • TYPICAL CONTRACTION JOINT {O 5' SPACING) CONTRACTION JOINT 6 WIRE MESH OR 3/8" DIA. BARS AT 12" CENTERS CROSS SECTION (NTS)