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11-586 (9)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 SEA 072011 Y: ........... Permit No. Master Permit No. `` -51% FBC 20 Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder): Ba's`� 1��'ec 3 \�y Phone #: � b�J -� `� 305 Address: I1 %b I k' S 4. City: Ikt ;A`- f_Ancrn S State: FL— Tenant/Lessee Name: vs -\\ ,ec 0(1 Email: Y1E Cu- V'L.1\ Vrcl . e.Ava JOB ADDRESS: 11300 a.4 \ie Zip: 3316t Phone #: City: Miami Shores County: Miami Dade Folio/Parcel #: 11 1 -j 1-. () D OLT) ' / Is the Building Historically Designated: Yes NO l� Flood Zone: Zip: 361 CONTRACTOR: Company Name: P\ 05 k4,st.v 5 Phone #: Address: A_\ ©1 (�. ��•-2 ' uff City: l-1-, L.a, L. —A,Ac Qualifier Name: S \A if.%� State: Zip: 3S kik��!� Phone #: `ISL —LW) '' Jf OCA State Certification or Registration #: Certificate of Competency #: `i 3-1/4).71.:1 a (Al IN Contact Phone #: 1511 1110 ,cju 1 Q Email Address: DESIGNER: Architect/Engineer: C sm1!% \ / gcVsvic ∎ c�T�Jv��r\ (orbs Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: UAddition UAlteration UNew ❑Repair/Replace ODemolition Description of Work: tic \Nc A f...4-;(1, 5\ 1 r k %A,,,x,,.` „.t\ c () Submittal Fee $ Permit Fee $ �J Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ t'`7_ CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if' applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application, is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 1 , 20 I1 , by Y. (3• , who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: My Commiss on DD988126 * * * * * * * * * * * * * * * * * * * ** APPROVED BY /01,e oyv Vi 3 (1/ (Revised 07/10 /07)(Revised 06 10/2009)(Revised 3/15/09) Sign Contractor The foregoing instrument was acknowledged before me this %M' day of , 20 .L, by 4/kerroki i, etv CAE— who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign. Print: My Co LLE A. BAGLEY • , `� Mary Public - State of Florida '�,, My Comm. Expires Jul 6, 2014 fL Commission # DD 972411 ��itaik Bonded Through National • , . , * * * * * * * * * * * * * * * * * * ** Plans Examiner Structural Review * * * * ** Zoning Clerk CANNONDESIGN SUBMITTAL IDENTIFICATION SHEET To be completed by Contractor /CM Project Name /Address /Number Barry University Residence Hall 11300 NE 2nd Ave Miami Shores, FL 33161 Cannon Design Project No. 03617.00 Owner Barry University Architect / Engineer Cannon Design Submitted By Woodland Contractor / CM Submittal No. Cannon Design Submittal No. 000110 034113 -001 Drawing / Detail Reference Specification Section/ Paragraph 03 41 13 - Precast Concret Manufacturer / Supplier PCSI Priority: ® Critical Item / Product ID Hollow Core Shop Drawing Required Date: September 2, 2011 Remarks or Deviations Moss will need this retumed today, 9/02/2011 Contractor / CM Certification (submittals not certified will be returned without review) Sheets included in submittal: . 01 - 09/01/2011 .1A - 08/30/2011 1B - 08/23/2011 . 1C - 08/23/2011 1D - 08/23/2011 02 - 09/01/2011 . 03 - 09/01/2011 04 - 09/01/2011 05 09/01/2011 06 - 09/01/2011 . 07 - 09/01/2011 . 08 - 09/01/2011 . 09 - 09/01/2011 . 10 - 08/30/2011_ . 1-6 - 06/30/2011 . 5, 18-29 - 08/08/201 . 6-8 - 08/12/2011 . 9-17 - 06129/2011' . 30-38 - 06/30/20 . 39-42 - 07/28/20 43, 47 -59 - 08/09/2011 44 46 - 07/29/2011 - 08/18/2011 To be completed by Reviewer Cannon Dealgn Submittal Number and Received Date Submittal #.034113 -001 Cannon Design Requirements for Submission to Cannon Design Shop Drawings: Product Data: Samples: XA. No Exceptions Taken No further review of submittal is required. ❑ B. Make Correction Noted Incorporate corrections in work; resubmission is not required unless otherwise noted. ❑ C. Revise and Resubmit Revise as noted, and resubmit for further review. ❑ D. Rejected Submittal not in compliance with Contract Documents. ❑ E. For Record Only Received for record purposes only. Review is for conformance with the design concept of this project and for general compliance with contract documents. Contractor Is responsible for quantities, dimensions and compliance with contract documents and for information that pertains to fabrication processes, construction techniques and coordination of this work with all trades which will be affected thereby. This review is null and wid if submittal deviates from contract documents and does not indicate or note deviations. A/E Comments SUBMITTAL RECIEVED FOR RECORD ONLY. COURTESY REVIEW CONDUCTED FOR COORDINATION WITH ARCHITECTURAL SCOPE OF WORK. C. Amdall September 2, 2011 P. Mendola Reviewed by Date Reviewed by 09.02.11 Date 08/08 lVIC)SS Moss & Associates, LLC 2101 N Andrews Avenue 300 Ft Lauderdale FL 33311 TRANSMITTAL No 000063 PROJECT: Barry University Residence Hall TO: Cannon Design 2170 Whitehaven Road Grand Island NY 14072 ATTN: Peter Mendota DATE: 09/02/2011 RE: Precast Hollow Core Shop Drawings JOB: 2010023 WE ARE SENDING: ,/ Shop Drawings SUBMITTED FOR ,/ Approval ACTION TAKEN: I I Approved as Submitted Letter Your Use I I Approved as Noted I I Prints n As Requested I Retumed After Loan I I Change Order n Review and Comment I I Resubmit n Plans I Submit Samples SENT VIA: I I Retumed I I Retumed for Corrections I I Specifications nAttached Separate Cover Other. I ✓I Due Date: 09/02/2011 I I Other: Line Item Package Code Rev. Qty Date Description Status 1 Submittal REMARKS: 000110 1 1 09/02/2011 Precast Hollow Core Shop Drawings Reviewed by GC CC: Johnson Structural Group, Inc., Mark Johnson Cannon Design, Nikoll Johnson Cannon Design, Andrew Smith Signed: Charlie Amdall Submittal No. CONSTRUCTION MANAGER MOSS & ASSOCIATES, LLC Barry University Residence Hall — Job No. 2010023 000110 Reviewed Reviewed as Noted Reviewed as Noted — Resubmit Not Approved — Resubmit Review of this submittal is for general conformance with contract requirements. Subcontractor/Vendor is responsible for dimensions, quantities, & coordination with other trades. Approval does not relieve Subcontractor/Vendor of his responsibilities to fully comply with the contract documents. By: C. Arndall Date: 9/02/2011 Sheets included in submittal: . 01 - 09/01/2011 . lA - 08/30/2011 . 1B - 08/23/2011 . 1C - 08/23/2011 . 1D - 08/23/2011 . 02 - 09/01/2011 . 03 - 09/01/2011 . 04 - 09/01/2011 . 05 - 09/01/2011 . 06 - 09/01/2011 . 07 - 09/01/2011 . 08 - 09/01/2011 . 09 - 09/01/2011 . 10 - 08/30/2011 . 1 -6 - 06/30/2011 . 5, 18 -29 - 08/08/2011 . 6 -8 - 08/12/2011 . 9 -17 - 06/29/2011 . 30 -38 - 06/30/2011 . 39 -42 - 07/28/2011 . 43, 47 -59 - 08/09/2011 . 44 -46 - 07/29/2011 . 56 - 08/18/2011 Reviewed and Approved Corrections or comments made on equipment submittals or shop drawings during this review do not relieve the contractor from compliance with requirements of the drawings and the specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, confirming as -built dimensions, selecting fabrication processes and techniques of construction. coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. Johnson Structural Group, Inc. Mark Johnson, P.E., SECB CITY II:: STRESS HOLLOW CORE PLANK DESIGN for BARRY UNIVERSITY MIAMI, FLORIDA P -11 -5591 Pre -Cast Specialties, Inc. 1380 Northwest 48th Street Pompano Beach, Florida 33064 V 1r1' John P. McGrew, P.E. F1. Lic. # 26641 June 30, 2011 Sheets 1 thru ,6 S 'cZe�k%ttt 7 / -asfpi 9pAvel iffisth 1 ?<REVIEWED 1.-&-PPICTUM 0 REVISE AND RESUBMIT REVIEWED AWAKE 0 NOT REVIEWED GORRECTION.S NOTED (See Explanaton) Corrections or cornme-nts made on equipment submittals or shop cliamrigs during this review do not relieve con- tractor from compliance with retwirements of the draw ings and specifications. This checK is only for review of generai conformance with the design concept of the pro- ject and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimen- sions; selecting fabrication processes and tectiniques of construction; coordinating his won( *nth that of all other trades and performing his work in a safe and satisfactory manner. JOHNSON STRUCTURAL GROUP, INC. 03 Date By JOHN McGREW & ASSOCIATES CONSULTING ENGINEER ;3-3 E NR (3-'3 TI ! s LL S)L SUBJECT if ti (0 !Ar PROJECT ; L.OAQ u • I, sP ci (re 0 G • n p ec) I. I 0) 1" • YL4. 77,11 7), ) ,rav■-■ Let c4,$ 11 F --,- 8 ,th JOBit DATE SHT OF r , 0 V _ r spctr\ - I 4-1 St' - 6 +%;(4'-.11c „ tj-ex. 0 CACI: S • 6e.e. 4E11" 1 t 1•• LL CZ, L. 5 1 e Ti Lio p a 5-tr *Po - cal '2" &rrp Ldey d '.!1\ ,?.4. toJJ tC.1— - Lsk) 17e, 1rd sp:ix 0341-' Se- Lf -v.- 6-fraAJ s /2„e-71-fgr- 01, miwif S .glAS - 0 LI'S 'j Y 3 ec4 ! ci 417 ecAir Spa,re - " 1 t: iLevA4 , •A / /3 " 15,0ors c)) 41„ \\ CITY Pif SUBJECT JOHN , l'iosr McGREW & ASSOCIATES PROJECT ,•• CONSULTING ENGINEER , 51 Jv.J 2ye4' s-as-i4j,? r() z!s NV\ tune\ 1 ° • \ pfi- tTh 10 fSL:-. MK :911--..1AF. \1K ‹;:3--,108, 34,, 38 MI; MK 770 E, bks JOB# • DATE SHT 2. o. ; rs • — 3/' se_. e 6±-yark_zi s L5e. Q Ole,svA, _ 217 10? 646 L.. S 6-e•• 12-477",' s us-oGg e ol _ e 9 / .,) e siya.,,,,ts 0 r. 1 I I Lob, j ;L' c.A.€ s 7. 147,9 , y des\a\r„ gpaie.__ goi-)Li-t1 ...) 1,Ast. 4 -4,0 f s-inurJs „ ,., J.,,, , J. ,.. d t.. e.:,;,, ;,,,, ,..,...: 1..,.., „ . ..0 f , e....., - ,....-- , . ...-- Q 53-4. S - 04'g A y3 2.0 la" SUBJECT JOHN McGREW & ASSOCIATES PROJECT I+oI ot-c) �CJ�P 7'.i a is < Dac r CONSULTING ENGINEER J:'( i :t ¢ o • °- + v M a- 1A 3t8 Mac 32, 3 2 P1 M1.K, 3 () - 3o Nd r f, t. 9&'.- 2'-a' 1k, S C �2= � � 55U S- 0-7% ?c, 5�- See co ,., U S- O3ce Ck ,- C. t...,,,, e JOB# DATE SHT 3 SS \.0 j s�a.� 334-1-,... 3 5 Mt' a Gt. LJ aS,; L. V.-E ( lour -u� , St% - 1°i' -3 (115- u;)! 1(2.'t. 3 - '31".2%444 -a Wt =Lkj.G <(ua 41.2124 4-foo rovv i. Lk. \ I� IA 4( 4.0 (Zj a- ±. 1 µ:e ‘0)7 /rook, 1,au a3 = (tit ,Cv 40 a- 1.2( IS 4 21-A r 1.0)] J JOHN McGREW & ASSOCIATES CONSULTING ENGINEER SUBJECT PROJECT JOB# 5 Q) Dlit)Tt 1c1.`? +1,9 31,2. • S` x 7.G 4 x .3 -a 7 -CoU x 5s.G.4 , 5 (fiU.54.- 70)�s.. — I2-'1s,5 (3- 15 41,6, t_t) ) 7 - See CO...�� Sit) S- 0'7% SCE. e, —►�,5k VOL_ ‘O �g Cs 1 5� '�- 31.'L 4 1,20 y it3.'1 y 5f,(, 2 4,9 � P,Z SUBJECT JOHN McGREW & ASSOCIATES PROJECT CONSULTING ENGINEER 12.65 ccL 14G�.ge. JOB# S s” `/ I OF - rn)Zle.0 IO¢., C °7 door ^ [v, x 4u 1.1 ?J 2■-? a 5"7 71100u ' 9OV59 Co A- C R X 00 4 1,2 C 10 X 2.4 4, 5'?) 3 71 O = U , 2 ? Y5141. ?¢11.t' k C 140-- n 4. e - U.(9 'x 7'33A. x 6J•2/ 7— -�- O.2'7 v. 2.33 2 x 1'2/1_ Lti< �g •,L vim cv �� 10 „1 �' l�1 (< : 3s3/7. 3t. I 2°/.2 3. S 3'<' ,2 S X Z' - - 7. 3 x 1,93 °` M °5 -I 12,0cx 15°.5tL xI2, JOB: BARRY UNIVERSITY 5591 MEMBER: 6US SHT ‘, OF S.5 John McGrew & Associates IC, PMD : PRESTRESSED MEMBER DESIGN, ACT 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 6US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(2) 1.000 in H(3) 4.000 in H(4) 1.310 in H(5) 1.000 in H(6) 1.310 in B 4.00 ft HT 6.000 in MEMBER DATA span = 14.40 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci We STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .4375 in 0.115 in2 5 21770 lbs 0 1.75 in 1.75 in NON - COMPOSITE LOADING SW 180.5 plf SDLP 106.0 psf SLL 125.0 psf WIND 0.0 psf WIDTH OF SECTION B(2) 47.000 in B(3) 14.750 in B(4) 10.480 in B(5) 47.000 in B(6) 10.480 in PER 108.00 in SUSTAINED LOADS 100 % 100 % 50 % JMC /08 -12 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 6US SHT k OF GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 180.46 744 3.00 3.00 180.46 744 3.00 3.00 3.00 END 184.22 749 2.97 3.03 184.22 749 2.97 3.03 3.03 .4L 184.22 749 2.97 3.03 184.22 749 2.97 3.03 3.03 .5L 184.22 749 2.97 3.03 184.22 749 2.97 3.03 3.03 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 53.9 56.1 180 1.3 WEIGHT OF COMPOS. 0.0 0.0 0 0.0 SUPERIMPOSED DLP 126.6 131.9 424 3.1 SUPERIMPOSED DLC 0.0 0.0 0 0.0 TOTAL DEAD LOAD 180.5 188.0 604 4.4 SUPERIMPOSED LL 149.3 155.5 500 3.6 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP 51 268 277 72 447 462 BOTTOM 1075 861 852 1536 1435 1420 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 455.5 474.4 - Mcr 384.7 384.7 .90Mn (k -in) 524.1 524.1 1.2 Mcr 461.6 461.6 a (in) 0.62 0.62 fps (psi) 256943 256943 JMC /08 -12 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 6US SHT OF STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +):Compr9ssion STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES( %) INITIAL PRESTRESS PRESTRESS AT TRANSFER PRESTRESS AT ERECTION PRESTRESS AT END O.S.L. SELF WEIGHT ON PRECAST SELF WEIGHT ON COMPOSITE WEIGHT OF COMPOSITE SUPERIMPOSED D.L.P. SUPERIMPOSED D.L.C. SUPERIMPOSED LIVE LOAD WIND DOWNWARD PRESSURE PI PT P30 PE SW SW WC SDLP SDLC SLL WIND 1120. 1075. 1018. 946. -223. 0. -523. 0. -617. 0. 53. 51. 48. 45. 227. 0. 532. 0. 628. 0. 0. 0. 0. 0. PT + SW P30 + SW + WC + SDLP PE + SW + WC + SDLP + SDLC + SLL PE + SW + WC + SDLP + SDLC + WIND PE +SW +WC +SDLP +SDLC +.75 *WIND +.75 *SLL 852. 277. 272. 807. -418. If 1431. 200. 804. -263. 1274. 0. 0. 0. 0. 0.0 4.0 9.1 15.5 ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 7.5 SQR(f'c)= - 581 psi 0.60 f' c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +):Camber (- ):Downward deflection AT TRANSFER AT ERECTION AT END S. LIFE P/S + SW = CAMBER WC SDLP SDLC SLL 0.21 -0.08 0.13 0.44 -0.16 0.27 0.00 0.51 -0.20 0.31 0.00 -0.15 0.00 -0.17 -0.44 0.00 -0.35 PERMISSIBLE DEFLECTIONS (in) : L /180 =1.0 L/240 =0.7 L/360 =0.5 VERTICAL SHEAR REQUIREMENTS (G -60) X Vu /.75 ft kips HT /2 14 0.7 1.4 2.2 2.9 3.6 4.3 5.0 5.8 6.5 7.2 13 12 10 9 7 6 4 3 1 0 Vc kips Vs Av AvMIN kips in2 /ft in2 /ft 21 23 14 11 11 11 11 11 11 11 11 0 0 0 0 0 0 0 0 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 NET DISPL. 0.13 -0.05 -0.48 - L/480 =0.4 JMC /08 -12 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: BUS SHT/t OF 5�� ============================== 114/ If John McGrew & Associates | /'V\ // ============================== PMD : PRESTRESSED MEMBER DESIGN, ACI 318— Copyright (0) 2010 by Prezft. STANDARD SECTION : BUS GEOMETRIC DESCRIPTION OF SECTION ___________________________________ DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4> 1.750 in H(5) 1.210 in H(6) 1.750 in 4.00 ft HT 10.000 in / SIGN CRITERIA �c. COMPOSITE MEMBER DATA LOADING __________ span = 29.20 ft SW 225.7 plf No Shoring • WC 24.0 psf SDLP 0.0 psf SOLO 25.0 psf SLL 40.0 psf WIND 0.0 psf WIDTH OF SECTION _________________ B(1) 48.0690 in B(2) 47.800 in B(3) 12.940 in B (4) 10.800 in B (5) 47.800 in B(6) 10.800 in PER 112.069 in SUSTAINED LOADS _______________ 100 % 100 % 100 % 100 % 50 % CONCRETE DATA OF PRECAST COMPOSITE ,"^.,�___ _~__ ~",.,uo�'c CONCRETE u�/* ________________________ _______________________ f'c 6000 psi f'c 3000 psi f'ci 4000 psi Ec 2623600 psi fr 581 psi Wc 144 pcf Ec 3710330 psi Eci 3029472 psi Wc 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax Diameter .5000 in Area 0.153 in2 Number 5 Pull 28q00 lbs Depress YSE 1.75 in YSM 1.75 in Presoft, Inc. Lakeland, Florida 06-29-2011 '-------------------------- -- JOB: BARRY UNIVERSITY 5591 MEMBER: BUS GROSS AND TRANSFORMED SECTION PROPERTIES ___________ _____________________________ PRECAST COMPOSITE ____________________________ AREA I YB YT ______ ______ _____ _____ GROSS 225.68 1725 4.00 4.00 END 230.69 1750 3.95 4.05 . 4L 230.69 1750 3.95 4.05 . 51_ 230.69 1750 3.95 4.05 � SHT/« []F4�~ AREA ______ 293.56 298.57 298.57 298.57 I 3�53 3110 3110 3110 YB YT 5.16 2.84 5.1@ 2.90 5.10 2.90 5.10 2.9� YTT 4.84 4.90 4.90 4.90 _______________SERV._LOAD_MQMENTS_(k-in)_____LOADS_(plf)___REACTION�� (k) ______ AT 0.4L AT 0.5L Q R _____ ___ SELF WGT. OF P/C 277.1 288.6 226 3-- WEIGHT OF COMPOS. 117.9 122.8 96 1^� SUPERIMPOSED DLP 0.0 0.0 0 0^+ SUPERIMPOSED DLC 122.6 127.9 100 1.8 _______ ______ _____ TOTAL DEAD LOAD 517.7 57,'7°..7. 422 ----- 6.2 _______ _______ _____ SUPERIMPOSED LL 196.4 F34.6 160 ----- WIND LOAD 0.0 0^ ^0 0 2^3 0.0 CONCRETE _STRESSES _AT _TRANSFER_(psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT Q 4L A� ---- _______ ~ 0.5L �� ------- TOP -106 536 562 BOTTOM 1296 670 644 309 893 1851 1117 937 1073 GOVERNING Mu FOR : U=1.2D+1.6L CRACKING MOMENT .k-in) _______________________________ ________________-____________ AT 0.4L AT 0.5L AT 0.4L AT O.5L _______ _______ Mu (k-in) 935.6 974 6 �= M ------- ------- , , cr 907 9 96�1 7 .90Mn (k-in) 1296.9 1296 9 1.2 ' ^ ^ a (in> 1,58 1,�8 ^ ncr 1089.4 1082,0 fps (psi) 252475 252475 JOB: BARRY UNIVERSITY 5591 MEMBER: BUS SHTILOF 'St) STRESS HISTORY AT CRITICAL LOCATION : AT ens 0. - 5L (-):Tension i --------------- on (+):Compression STRESSES DUE TO -�---------------- _____________________ FB(psi) FT(psi) FTT(psi) LOSSES(�� _ _ _______ _______ ________ INITIAL PRESTRESS PI 1344 109 --------- PRESTRESS AT TRANSFER PT 1296^ -^ -106^ ^ 3~0~0 PRESTRESS AT ERECTION P30 1231^ - 10@6 PRESTRESS AT END O.S.L. PE 1152^ 94~ 8~5 SELF WEIGHT ON PRECAST SW -652. 68 14~3 SELF WEIGHT ON COMPOSITE SW _ ~ _^ WEIGHT OF COMPOSITE WC -277. 284 - SUPERIMPOSED D.L.P. SDLP 0. 0^ 0. SUPERIMPOSED D.L.C. SDLC -210. 119^ �� 2�2 SUPERIMPOSED LIVE LOAD SLL -33�� . ^~^ ^ 191 323 WIND DOWNWARD PRESSURE WIND O. �^ ^ 0. PT + SW 644. 562 P30 + SW + WC + SDLP ^ 302. 852 0 PE + SW + WC + SDLP + SDLC + SLL 322 �~ 1168^ 0. - . 524 PE + SW + WC + SDLP + SDLC + WIND --- ^^�~^ 524. 13 977. 202 PE+SW+WC+SDLP+SDLC+.75*WIND+.75*S'L -238. ^ 1121. ^ 443^ ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7.5 7 SQR(f'------------- ALLOW. COMPRESSIVE STRESSES : 0.45 p f'c = 2700 s 60 . i ^ 0 f'c/= - 581 Psi c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) (+):Camber (-);Downward deflection P/S + SW AT TRANSFER 0.89 -0.70 AT ERECTION 1.85 -1.49 AT END S. LIFE 2.03 -1.68 = CAMBER WC SDLP SDLC SLL NET DISPL. _________ 0.19 0.19 0.35 -0.24 0.00 -0.14 -0.23 -0.26 0.35 -0.51 0.00 -0.43 -0.45 -1.05 *~ PERMISSIBLE DEFLECTIONS (in) : L/180=1.9 L/240=1.5 L/360=1.0 L/480=9.7 VERTICAL -SHEAR _REQUIREMENTS (3-60> HORIZONTAL SHEAR REQUIREMENTS (G-60) ----------------- --------------------------- X Vu/.75 Vc Vs Av AvMIN Vuh/ 75 Vnh1 Vnh2 A f --------- ft kips kips kips in2/ft in2/ft kips kips inv/ft HvhMIN ____ ____ __ ____ ______ ______ ----- ~ ____ ____ __c�__ zn2/ft HT/2 14 32 0 0.000 0.051 7 32 103 0-17- ------ 1.5 13 38 0 0.000 0.051 7 32 103 0^16� 0^129 2.9 12 21 0 0.000 0.051 6 32 1�3 0^14m g^129 4.4 10 17 0 0.000 0.051 5 32 103 0^12� 0^129 5.8 9 17 0 0.000 0.051 4 32 103 0.106 �^129 7.3 7 17 0 0.000 0.051 4 32 103 0^08� Q^129 8.8 6 17 0 0.000 0.051 3 32 103 0.071 �^129 10.2 4 17 0 0.000 @.051 2 32 103 0^05z 0^129 11.7 3 17 9 0.000 0.051 1 32 103 0^03� �^129 13.1 1 17 0 0.000 0.051 1 32 193 6�^01� 0.129 14.6 0 17 0 0.000 0.051 0 32 103 0^00� �^129 . m 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JOB: BARRY UNIVERSITY 5591 MEMBER: BUS �HT}2L m�� -'�'.�_- ============================== Jchn McGrew & Associates | ========_===================== A�/ /»Y' -_ P / PMD : PRESTRESSED^ MEMBER `DESIG�J; ACI 318�05 DESIGN CRITERIA Cupyrzgnt (O/ 2010 by presoft, Inc. STANDARD SECTION : BUS GEOMETRIC DESCRIPTION OF SECTION _____________ DEPTH OF SECTION ________________ H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H (4) 1.750 in H(5) 1.210 in H (6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 24.67 ft Na Shoring CONCRETE DATA OF PRECAST ________________________ STRAND DATA ________ Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in 28900 1 b 1.75 in 1.75 in . COMPOSITE LOADING SW 225.7 olf WC SDLP SDLC SLL WIND 24.0 psf 0.0 psf 25.0 psf 40.0 psf 0.@ psf WIDTH OF SECTION B(1) 48.000 in B (2) 47.800 in B (3) 12.940 in B(4) 10.800 in B (5) 47.800 in S (6) 10.800 in PER 112.Q0 in SMSTAINED LOADS _______________ COMPOSITE CONCRETE DATA ___________ f'c 3000 psi Ec 2623600 psi Wc 144 pcf JSB/06-29-2011 Presoft, Inc. Lakeland, Florida JOB BflRRY UNIVERSITY 5591 MEMBER BUS SHT r5 (� GROSS AND TRANSFORMED SECTION PROPERTIES ________________________________________ PRECAST COMPOSITE ________ ��____________________ ""-~ �n�� YB YT AREA I YB YT �--- ------ ------ _____ __ YTT ______________________ GROSS PP� �� .��= ^ .. . -- -- -�~^~~ ^,c� �.mm +,�� 293'�6 3m�� = ^- ~ -. _�� °�� .�� .m+ 4.84 END �2q �q 1745 - .. -�� -~^~~ �'�� ^�� 4.�4 297'�7 3�ca = .. 2. �- '^~' �_�� °�" �.�� R�� 4.89 .4L PPq �p 1745 � .' ' � - ---^~~ ^'�� ^�� 'm� �� °"" _ .. - '~~ ^5L 229 69 1745 3 g6 ' -� �~'^�' um�o o^z� 2.89 4 8g , . *.04 297.57 3098 5.11 2.89 4^89 __________________SERV._LOAD_MOMENTS (k-in) LOADS (plf) REACTIONS (k) - - - �� --- ��---- AT 0.4L AT 0.5L Q R ----- _______ __ SELF WST. OF P/C 197.8 206.0 - ----- WEIGHT OF COMPOS. 84.1 87.6 228 2^8 SUPERIMPOSED DLP 0^0 0^0 9G 1^2 SUPERIMPOSED Di 87^6 91^3 100 0^0 _______ _______ ____u 1.2 TOTAL DEAD LOAD 369.6 385.0 • 42- ----- _______ ______ ____� 5.2 SUPERIMPOSED LL 140.2 146.1 16- ----- WIND LOAD 0,0 Q,0 m 2.0 m 0.0 CONCRETE _STRESSES _AT_ TRANSFER _(psi) RELEASE STRENGTH REQUIRED (psi) ________________ AT END AT 0.4L AT 0.5L AT END AT 0-------------- _______ _______ _______ _______ .�� AT 0.5L TOP -85 372 392 202 ------- ------- BOTTOM 1048 599 580 1497 621 653 999 967 GOVERNING Mu FOR : U=1.2D+1.6L __ AT 0.4L AT 0.51 Mu (k-in) .90Mn (k-in) a (in) fps (psi) _______ _______ 667.8 695.7 1073.0 1073.0 1.28 1.28 255980 255980 CRACKING MOMENT (k-in) _____________________________ AT 0.4L AT 0.5L _______ _______ Mcr 811.1 8Q6.7 1.2 Mcr 973.4 968.1 ^NI>J4Au fivamao�ojuTa� mnmTuTm apTxo-Ad -to aoe��ns �oe4uoo uaq5no8 : ElON 8U3HS lUlNOZI80H 62T^0 000^0 COT 2C 0 Tt.0^0 000^0 0 LT 0 C~2T S:ET'0 qT0^0 COT 7-7E T Tt0^0 000^0 0 LT T T^TT �70.T'0 020^0 5.-s0T P.0 T Tt0^0 000^0 0 LT C 6^6 �2T,0 gtr0^0 COT 22 2 Tt0^0 000^0 0 LT t 9^8 621.70 090^0 COT 22 2 TtO^0 000^0 0 LT � �^� �PT'Q gz�0^0 COT 22 2 T.170°0 000^0 0 LT 9 2^9 �:•T,0 060^0 20T P� � Tt0^0 000^0 0 iT 8 6^� 6��1 ,0 ��0T ^0 ��0T 22 � Tt0^0 000^0 0 LT 6 L^E 621- "0 02T^0 20T 22 � Tt0^0 000^0 @ C� 0T 2^2 ��21,0 921^0 COT �� 9 Tt0^0 000^0 Q 9C TT �^T 62T_0_ gtT^0 CZT 22 __ 9___ Tt0^0 000^0 0 TC 2T 2/lH ��/��uT 4�/�uT sdi� sd�i sd�l 4----- ------ --- ---- ---- ---- NIWq«U jAU PquA TquA ��L./qnA �/�u� s�� sd�� sd�� ____________________________ _NIWAU_«U sA :.:DA Bl~/»A X (Q9-S) SlN,1W38IOO.38 8U3HS 1H1NO7I8OH (09-9) S1W---------------------- - m� 3dlnO38 8��HS -11. 9^0=08t/i 5~0=092/7 2^T=0t2/1 9^T=09T/1 : (uT) SN0I1331E30 E-18ISSIW8.Ed '�° 0t.~0- 5.-2^0- 22^0- 00^0 92^0- TE^0 98^0- LT^T 3E1.1 ^S ON3 lti 1m,m- ��T~0- L�9^6Y- 0�9^0 27~0- 02~0 91^0- LO~T N8IlJ�8� l� ____-__ _____ ____ ____ _ _9T^0_ 95^0- T�^0 8��SN:8l 1� ^idSIO lEN 77; J10S d-1OS 3M 8B8W�J �-- ----- ______________ = �b + S/d --------------------------------------- � uoT4�zarao o��/.�"�^' ` .-----' ' . (uT) NUdSOIW SNOI1337d30 ONt 8EM8WUJ Tso 0092 =( )09^0 Tsd 0� = S.7.2S0d8lS ^MO77U ___-_=_`'^�_��_�^l__�s�_��6 - = SESSa8lS ETISNEl "MOM '--------------------------- 'L T2 .,,. '-- ,�,� TEL '��- 1lS*gL^+ONIM*SL^+J7OS+diOS+JM+MS+7d 47-171.. ^689 ^gTT ONIM + 3-1OS + diDS + JM + MS + -.:4d ^92,8 ,~ ^9�T- -11S + 0738 + diOS + 3M + MS + 3d 'R6q ^TCC ^�6C .0g� diOS + 3M + MS + 0Cd _____________________________________ MS + Id ^0 ^0 ^0 ONIM E8OSS38-------------- ^TCP ^9CT ^T��- Tic. OuOi �A��U��MNMOQ ONIM ~t�T ^�8 ^12T- 31OS ,J.7.� �5�dWI8�]dOS _ ,0 ,0 diOS ,d,1,� O�SOdWI8�dOS "0 ^C0� ^66T- 3M ��ISUdWO�SOdWI8�]d�S u u0 .:0 IHSI3M MS 3lISOdWO3 NO lHSI]M 2136 - Q,tT ,LLt ,Sc-17- MS lSU338d NO lH8IEM .7.1738 6,^ .gL- 7226 3d ^1~S^0 ON7-1 it-.1 SS381Sq8d C,2 .T8- ,L66 02d NOI133E13 lIII SSE8lS38d f'!"0 , QB- ^94:70T id 83-4SNH8l !k.1 SS981S-R8d ."" 2'90T Id SS-MlST8d iUIlINI ___ (�)S•=1SSO-1 (Tsd)llE (Tsd)i� /zsd�� ----- ________________ _-`� '=� Ol RRO S=1SS7748lS _____________ _____ _________________________ ________________________ uoTssa.xdmoJ:(+) NOI1M301 ltJIlI8J lt/ A8OlSIH SS�8lS -_- �O _________ L------ ------------ rn� HS SO8 :8E8W�W r�cc �/ro"�^. .`.._ '-- '~�� '`�^�o�x�m,/ xu�� 8OC JOB:_BARRYUNIVERSITY5591MEMBER: BUS SH �� ========_===================== / John McSrew & Associates ============================== ycrJ� /^, PMD : PRESTRESSED MEMBER DESIGN ACI 318-05 DESIGN CRITERIA Copyrioht (C) 2010 �2 Presoft Inc STANDARD SECTION : SUS ' GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION ________________ H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H (.4) 1.750 in 1-4(5) 1.210 in H (6) 1.750 in B 4.00 ft HT 10.0G0 in COMPOSITE WIDTH OF SECTION _ __________ 8(1) 48.000 in B (2) 47.800 in B (3) 12.940 in B(4) 10.800 in 13(5) 47.800 in BU.-S) 10.8017! in PER 112.00 in MEMBER DATA O ________________ LADING SUSTAINED LOADS ________________ span = 19.90 ft No Shoring SW 225.7 plf 100 % WC 24.0 psf 100 % SDLP 0.0 psf 100 % SDLC 25.0 psf 100 % SLL 40.0 psf 50 % WIND 0. psf CONCRETE DATA OF PRECAST ________________________ COMPOSITE CONCRETE DATA ----------------------- f'c 6000 psi ' f,ci 4000 psi fc 30069 psi fr 581 psi Ed 2623600 psi Ec 3710330 psi wc 144 pcf Eci 3029472 psi Wc 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax Diameter .5000 in Area 0.153 in2 Number 3 Pull 28900 lbs Depress 0 YSE 1.75 in YSM 1.75 in JSB/06-29-2011 ____________________________________________________________ Presoft, Inc. Lakeland, Florida --------------- JOB: BARRY UNIVERSITY 5591 MEMBER: SUS �L, SHT|u��F GROSS AND TRANSFORMED SECTION PROPERTIES ___ ___ __ ___________________ ____ ___________ PRECAST COMPOSITE ____________________________ _________ ________ _______ ________ _______ _AREA_ ___I__ _YB__ _YT__ _AREA_ ___I__ VF YT YTT- GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 ----- 4 84 END 228.69 174� 3.97 4.63 296 57 3087 5.12 �^- ^ . 4L 228.69 1740 3.97 4.03 296^57 3087 5^12 2. se, 4^88 . 5L 228.69 1740 3.97 4.03 296^57 3087 5^12 2. 7-,P. 4^88 , , 2.83 4.88 __________________SERV._LOAD_MOMENTS_(k_in)_____LOADS_(plf)___REACTIONS (k) ----- AT 0.4L AT 0.5L Q R _______ _______ _____ _____ SELF WGT. OF P/C 128.7 134.1 226 2.2 WEIGHT OF COMPOS. 54.7 57.0 96 1~0 SUPERIMPOSED DLP 0.0 0.0 � 0^0 SUPERIMPOSED DLC 57.0 59.4 100 1^0 _ _______ _____ _____ TOTAL DEAD LOAD 240.5 25�.5 422 4.2 _______ _______ _____ _____ SUPERIMPQSED LL 91.2 95.0 1.7,0 1 6 WIND LOAD 0.0 0.0 0 2. ~0 CONCRETE _STRESSES _AT_TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) -________ ___________________________ ..... ___ AT END AT G.4L AT 0.5L AT END AT Q.4L AT 0.5L -- _______ _______ ------- _______ TOP -55 233 246 117 389 409 BOTTOM 795 502 489 1136 836 816 GOVERNING Mu FOR : U=1.2D+1.6L AT 0.4L Mu (k-in) 434.5 .90Mn (k-in) 832.2 a (in'. 0.97 fps (psi) 259485 CRACKING MOMENT (k-in) _____________________________ AT 0.5L AT 0.4L AT 8.5L _______ 452.6 832.2 0,97 259485 Mcr 1.2 Mcr 708.2 705.4 849.9 846.5 JOB: BARRY UNIVERSITY 5591 MEMBER: BUS SH 5� ____________________ _�_'_� STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (-):Tension ------------------- ----------------------------- -- (+):Compression STRESSES DUE TO --------------------- ________________________ FB(psi) FT(psi) FTT(psi) LOSSES(%) _______ ___ INITIAL PRESTRESS PI F18 67 ----- --------- PRESTRESS AT TRANSFER PT 795^ - ^ �~0 PRESTRESS AT ERECTION P30 758. -65^ 2~8 PRESTRESS AT END O S L PE 708^ -62^ 7~3 . . . . -58 4 - SELF WEIGHT ON PRECAST SW �-- ^ 13 ~ 306. 310. WEIGHT ON COMPOSITE SW _ _^ WEIGHT OF COMPOSITE WC -130. 132. SUPERIMPOSED D.L.P. SDLP 0. 0. m^ SUPERIMPOSED D.L.C. SDLC 99 55^ - ^ 94 SUPERIMPOSED LIVE LOAD SLL 1 ~=^ ~ - ��,^ 150 WIND DOWNWARD PRESSURE WIND - ^ -------------- _________ 0. 0. 0. ____________ �u + PT � . � ~_ 489. 246 P30 + SW + WC + SDLP ^ PE + SW + WC + SDLP + SDLC + SLL 322^ �^ 3�1^ D. 16. 529 244 PE + SW + WC + SDLP + SDLC + WIND 174 44Q^ ^ ^ �4 PE+SW+WC+SDLP+SDLC+ 75*WIND+ 75*SLL -� � '-~^ ^ ___________________.________.______________56._____5�7._____207. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7 5 SQR(- ' ------------- ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 270� psi ^ 0 60 r'c/= -358� Psi . / c = �mm psi CAMBER -AND -DEFLECTIONS AT MIDSPAN (in) (+):Camber (-):Downward deflection P/S+ 8W= CAMBER WC SDLP SDLC SLL NET DISPL. ----- AT TRANSFER 0� '25 - -171.1F. ^^m 0. 10 AT ERECTION 0.53 -0.3 2 2 0.0 -0.05 0.00 -0 03 -0 05 0^6)7 AT END S. LIFE 0.58 -0.37 0.21 -0.11 0.00 -0. ^09 -0. ^10 -Q^09 v PERMISSIBLE DEFLECTIONS (in) : L/180-1.3 L/240=1.0 L/360=0.7 L/480=0.5 VERTICAL _SHEAR_REQUIREMENTS (G-60) HORIZONTAL SHEAR REQUIREMENTS (3-60) �� ---------------------------- X Vu/.75 Vc Vs Av AvMIN Vuh/ 75 Vnh1 Vnh2 A f -------- ft kips kips kips in2/ft in2/ft kiwi kips kips in2/ft �«hMIN ____ ____ ____ ____ ______ ______ ----- ~ ____ ____ __�___ �ni�/ft HT/2 19 31 0 0.000 0.030 10 32 103 0'232 ------ 1.0 18 33 0 0.000 0.030 9 32 103 0^218 0). 129 2.0 16 37 0 0.000 0.030 8 32 103 0^193 �^129 3.0 14 33 0 0.2100 0.030 7 32 103 0^169 �^129 4.0 12 24 0 0.000 0.030 6 32 103 Q^145 Q^129 5.0 10 19 0 0.000 Q.030 5 32 103 0^121 @^ 129 6.0 8 17 0 0.000 0.030 4 32 103 0^097 O. 129 7.0 6 17 0 0.000 0.030 3 32 103 0^073 Q^129 8.0 4 17 0 0.000 0.030 2 32 103 0^048 0^129 9.0 2 17 0 0.000 0.030 1 32 103 0^024 �^129 9.9 0 17 0 0.000 0.030 0 32 1�3 0^ �^129 .000 m.129 NOTE : Required shear capacity Vu/0.75 has been doubled, in order to comply with ACI 318-08 Section 18.8.2. HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHTp'� John McGrew & Associates M, \< `2l- 22 t i PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 H(2) 1.210 H(3) 5.580 H(4) 1.750 H(5) 1.210 H(6) 1.750 in in in in in in B 4.00 ft HT 10.000 in MEMBER DATA span = 31.33 ft No Shoring CONCRETE DATA OF PRECAST f'c f' ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 7 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 plf 24.0 psf 0.0 psf 10.0 psf 100.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 50 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -08 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT( OF GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 .4L 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 .5L 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 SERV. LOAD MOMENTS (k -in) LOADS (pif) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 319.0 332.3 226 3.5 WEIGHT OF COMPOS. 135.7 141.3 96 1.5 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 56.5 58.9 40 0.6 TOTAL DEAD LOAD 511.2 532.5 362 5.7 SUPERIMPOSED LL 565.4 588.9 400 6.3 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -143 594 625 BOTTOM 1761 1049 1019 571 2516 990 1041 1748 1698 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 1518.1 1581.3 ✓ Mcr 1140.7 1133.6 .90Mn (k -in) 1698.5 1698.5 1.2 Mcr 1368.9 1360.3 a (in) 2.07 2.07 fps (psi) 245464 245464 JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT2U OF STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +) :Compression STRESSES DUE TO INITIAL PRESTRESS PRESTRESS AT TRANSFER PRESTRESS AT ERECTION PRESTRESS AT END 0.S.L. SELF WEIGHT ON PRECAST SELF WEIGHT ON COMPOSITE WEIGHT OF COMPOSITE SUPERIMPOSED D.L.P. SUPERIMPOSED D.L.C. SUPERIMPOSED LIVE LOAD WIND DOWNWARD PRESSURE PI PT P30 PE SW SW WC SDLP SDLC SLL WIND FB(psi) FT(psi) FTT(psi) LOSSES(%) 1856. -151. 0.0 1761. -143. 5.1 1663. -135. 10.4 1547. -126. 16.6 -743. 768. -316. 327. 0. 0. 0. -95. 55. 93. -955. 550. 926. 0. 0. 0. PT + SW P30 + SW + WC + SDLP PE + SW + WC + SDLP + SDLC + SLL PE + SW + WC + SDLP + SDLC + WIND PE +SW +WC +SDLP +SDLC +.75 *WIND +.75 *SLL 1019. 625. 605. 959. -561. " 1574. 393. 1024. -323. 1436. 0. 1018. 93. 787. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 7.5 SQR(f'c)= - 581 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +) :Camber (- ):Downward deflection AT TRANSFER AT ERECTION AT END S. LIFE P/S + SW = CAMBER 1.39 -0.92 0.47 2.88 -1.97 0.91 3.16 -2.22 0.94 WC SDLP SDLC SLL NET DISPL. -0.32 0.00 -0.07 -0.75 -0.68 0.00 -0.22 -1.49 PERMISSIBLE DEFLECTIONS (in) : L/180 =2.1 L/240 =1.6 L/360 =1.0 VERTICAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN ft kips kips kips in2 /ft in2 /ft HT /2 22 33 0 0.000 0.071 1.6 20 36 0 0.000 0.071 3.1 18 20 0 0.000 0.071 4.7 16 17 0 0.000 0.071 6.3 13 17 0 0.000 0.071 7.8 11 17 0 0.000 0.071 9.4 9 17 0 0.000 0.071 11.0 7 17 0 0.000 0.071 12.5 4 17 0 0.000 0.071 14.1 2 17 0 0.000 0.071 15.7 0 17 0 0.000 0.071 HORIZONTAL SHEAR NOTE 0.47 -0.23 -1.45 L/480 =0.8 HORIZONTAL SHEAR REQUIREMENTS (G -60) Vuh /.75 Vnhl Vnh2 kips kips kips 14 13 11 10 9 7 6 4 3 1 0 32 32 32 32 32 32 32 32 32 32 32 103 103 103 103 103 103 103 103 103 103 103 Avf AvhMIN in2 /ft in2 /ft 0.339 0.314 0.279 0.244 0.209 0.174 0.139 0.105 0.070 0.035 0.000 : Roughen contact surface or provide minimum reinforcement AvhMIN. 0.129 O .129 0.129 0.129 0.129 0.129 O .129 0.129 O .129 0.129 0.129 JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT2 -' OF John McGrew & Associates jv.h 7o-2013, PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 29.20 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 6 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 pif 24.0 psf 0.0 psf 10.0 psf 100.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 50 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -08 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT 4a.-OF r GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 231.69 1755 3.94 4.06 299.57 3121 5.09 2.91 4.91 .4L 231.69 1755 3.94 4.06 299.57 3121 5.09 2.91 4.91 .5L 231.69 1755 3.94 4.06 299.57 3121 5.09 2.91 4.91 SERV. LOAD MOMENTS (k -in) LOADS (pIf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 277.1 288.6 226 3.3 WEIGHT OF COMPOS. 117.9 122.8 96 1.4 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 49.1 51.2 40 0.6 TOTAL DEAD LOAD 444.1 462.6 362 5.3 SUPERIMPOSED LL 491.1 511.6 400 5.8 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -125 516 543 431 860 905 BOTTOM 1530 908 882 2186 1513 1469 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 1318.7 1373.6 Mcr 1035.2 1028.9 .90Mn (k -in) 1505.0 1505.0 1.2 Mcr 1242.2 1234.7 a (in) 1.87 1.87 fps (psi) 248969 248969 JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT Z'1 OF STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +) :Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES( %) INITIAL PRESTRESS PI 1602. -130. 0.0 PRESTRESS AT TRANSFER PT 1530. -125. 4.5 PRESTRESS AT ERECTION P30 1448. -118. 9.6 PRESTRESS AT END O.S.L. PE 1350. -110. 15.7 SELF WEIGHT ON PRECAST SW -648. 668. - SELF WEIGHT ON COMPOSITE SW - - WEIGHT OF COMPOSITE WC -276. 284. O. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERIMPOSED D.L.C. SDLC -83. 48. 81. SUPERIMPOSED LIVE LOAD SLL -834. 477. 805. WIND DOWNWARD PRESSURE WIND 0. O. O. PT + SW 882. 543. P30 + SW + WC + SDLP 524. 834. O. PE + SW + WC + SDLP + SDLC + SLL -492. 1367. 886. PE + SW + WC + SDLP + SDLC + WIND 342. 889. 81. PE +SW +WC +SDLP +SDLC +.75 *WIND +.75 *SLL -283. 1247. 684. ALLOW. TENSILE STRESSES : 12 SQR(f'c) _ - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +):Camber (- ):Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 1.05 -0.69 0.35 0.35 AT ERECTION 2.17 -1.49 0.69 -0.24 0.00 -0.06 -0.57 -0.18 AT END S. LIFE 2.39 -1.68 0.71 -0.51 0.00 -0.17 -1.13 -1.10 PERMISSIBLE DEFLECTIONS (in) : L/180 =1.9 L/240 =1.5 L/360 =1,0 L/480 =0.7 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 Avf AvhMIN ft kips kips kips in2 /ft in2 /ft kips kips kips in2 /ft in2 /ft HT /2 20 32 0 0.000 0.061 13 32 103 0.315 0.129 1.5 19 38 0 0.000 0.061 12 32 103 0.292 0.129 2.9 17 21 0 0.000 0.061 11 32 103 0.260 0.129 4.4 15 17 0 0.000 0.061 9 32 103 0.227 0.129 5.8 13 17 0 0.000 0.061 8 32 103 0.195 0.129 7.3 10 17 0 0.000 0.061 7 32 103 0.162 0.129 8.8 8 17 0 0.000 0.061 5 32 103 0.130 0.129 10.2 6 17 0 0.000 0.061 4 32 103 0.097 0.129 11.7 4 17 0 0.000 0.061 3 32 103 0.065 0.129 13.1 2 17 0 0.000 0.061 1 32 103 0.032 0.129 14.6 0 17 0 0.000 0.061 0 32 103 0.000 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT 2 OF John McGrew & Associates luv\c Z y - 51 PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 26.75 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 5 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 plf 24.0 psf 0.0 psf 10.0 psf 100.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 50 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -08 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT2 OF GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 .4L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 .5L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 232.5 242.2 226 3.0 WEIGHT OF COMPOS. 98.9 103.0 96 1.3 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 41.2 42.9 40 0.5 TOTAL DEAD LOAD 372.7 388.2 362 4.8 SUPERIMPOSED LL 412.2 429.3 400 5.3 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -105 433 455 307 721 759 BOTTOM 1292 767 745 1846 1278 1242 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 1106.7 1152.8 V Mcr 927.4 922.2 .90Mn (k -in) 1296.9 1296.9 1.2 Mcr 1112.9 1106.7 a (in) 1.58 1.58 fps (psi) 252475 252475 JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT OF f STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +):Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES(%) INITIAL PRESTRESS PI 1344. -109. PRESTRESS AT TRANSFER PT 1292. -105. 0.9 PRESTRESS AT ERECTION P30 1226. -100. 8.8 PRESTRESS AT END 0.S.L. PE 1145. -93. 4.9 SELF WEIGHT ON PRECAST SW 1 4.9 SELF WEIGHT ON COMPOSITE SW -547' 560. - WEIGHT OF COMPOSITE WC -233. 238. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. SUPERIMPOSED D.L.C. SDLC -70. 40. SUPERIMPOSED LIVE LOAD SLL 68. WIND DOWNWARD PRESSURE WIND -704. 401. 677. 0. 0. 0. PT + SW 745. 455. P30 + SW + WC + SDLP 446. 699. PE + SW + WC + SDLP + SDLC + SLL -29r/ 4. PE + SW + WC + SDLP + SDLC + WIND 5. 1146. 768. PE +SW +WC +SDLP+SDLC +.75 *WIND +.75 *SLL -233. 1046. 575. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +):Camber ( -) :Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0.74 -0.49 0.25 0.25 AT ERECTION 1.54 -1.05 0.49 -0.17 0.00 -0.04 -0.40 -0.12 AT END S. LIFE 1.70 -1.19 0.51 -0.36 0.00 -0.12 -0.80 - 0.77,/ PERMISSIBLE DEFLECTIONS (in) : L/180 =1.8 L/240 =1.3 L/360 =0.9 L/480 =0.7 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 Avf AvhMIN -ft- kips kips kips in2 /ft in2 /ft kips kips kips in2 /ft in2 /ft HT /2 19 32 0 0.000 0.051 12 32 103 0.288 0.129 1.3 17 37 0 0.000 0.051 11 32 103 0.268 0.129 2.7 15 22 0 0.000 0.051 10 32 103 0.238 0.129 4.0 13 17 0 0.000 0.051 9 32 103 0.208 0.129 5.4 11 17 0 0.000 0.051 7 32 103 0.178 0.129 6.7 10 17 0 0.000 0.051 6 32 103 0.149 0.129 8.0 8 17 0 0.000 0.051 5 32 103 0.119 0.129 9.4 6 17 0 0.000 0.051 4 32 103 0.089 0.129 10.7 4 17 0 0.000 0.051 2 32 103 0.059 0.129 12.0 2 17 0 0.000 0.051 1 32 103 0.030 0.129 13.4 0 17 0 0.000 0.051 0 32 103 0.000 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHTOF_ John McGrew & Associates \\( 2 (, - 27 A PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 24.33 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 4 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 plf 24.0 psf 0.0 psf 10.0 psf 100.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 50 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -08 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT 2rzS' OF > �� GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 .4L 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 .5L 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 192.4 200.4 226 2.7 WEIGHT OF COMPOS. 81.8 85.2 96 1.2 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 34.1 35.5 40 0.5 TOTAL DEAD LOAD 308.3 321.1 362 4.4 SUPERIMPOSED LL 341.0 355.2 400 4.9 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -85 360 378 202 600 631 BOTTOM 1048 611 593 1497 1018 988 GOVERNING Mu FOR : U =1.2D +1.6L CRACKING MOMENT (k -in) Mu (k -in) .90Mn (k -in) a (in) fps (psi) AT 0.4L 915.5 1073.0 1.28 255980 AT 0.5L AT 0.4L AT 0.5L 953.6 Mcr 814.8 810.5 1073.0 1.2 Mcr 977.7 972.6 1.28 255980 JSB /08 -08 -2011 JOB: BARRY UNIVERSITY 5591 S MEMBER: 8US 2c .. MEMBER: HT OF ;�` STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +) :Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES( %) INITIAL PRESTRESS PI 1083. -88, PRESTRESS AT TRANSFER PT 3. 1048. -85. 3 3 997. -81. 3. PRESTRESS AT ERECTION P30 .0 PRESTRESS AT END 0.S.L. PE 933. -76. 13.9 SELF WEIGHT ON PRECAST SW -455. 464. SELF WEIGHT ON COMPOSITE SW - - WEIGHT OF COMPOSITE WC -193. 197. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. SUPERIMPOSED D.L.C. SDLC -59. 33. 56. SUPERIMPOSED LIVE LOAD SLL -586. 331. 561. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + SW 593. 378. P30 + SW + WC + SDLP 349. 580. 0. PE + SW + WC + SDLP + SDLC + SLL ✓" 949. 617. PE + SW + WC + SDLP + SDLC + WIND 226. 618. PE +SW +WC +SDLP +SDLC +,75 *WIND +.75 *SLL -213. 867. 476. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +) :Camber (- ):Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0.50 -0.34 0.16 0.16 AT ERECTION 1.04 -0.72 0.32 -0.12 0.00 -0.03 -0.27 -0.10 AT END S. LIFE 1.14 -0.81 0.33 -0.25 0.00 -0.08 -0.55 -0.55 ✓ PERMISSIBLE DEFLECTIONS (in) : L/180 =1.6 L/240 =1.2 L/360 =0.8 L/480 =0.6 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 Avf AvhMIN ft kips kips kips in2 /ft in2 /ft kips kips kips in2 /ft in2 /ft HT /2 17 31 0 0.000 0.041 11 32 103 0.261 0.129 1.2 16 35 0 0.000 0.041 10 32 103 0.243 0.129 2.4 14 24 0 0.000 0.041 9 32 103 0.216 0.129 3.6 12 17 0 0.000 0.041 8 32 103 0.189 0.129 4.9 10 17 0 0.000 0.041 7 32 103 0.162 0.129 6.1 9 17 0 0.000 0.041 6 32 103 0.135 0.129 7.3 7 17 0 0.000 0.041 4 32 103 0.108 0.129 8.5 5 17 0 0.000 0.041 3 32 103 0.081 0.129 9.7 3 17 0 0.000 0.041 2 32 103 0.054 0.129 10.9 2 17 0 0.000 0.041 1 32 103 0.027 0.129 12.2 0 17 0 0.000 0.041 0 32 103 0.000 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JSB /08 -08 -2011 PREST( DEPTH OF SECTION H(1) 2.000 in H (2) 1'210 in H(3) 5.580 in H ( 4 ) 1.75� in H (5) 1.210 in H (6) 1.750 in 4.00 H 10.0@0 in MEMBER DATA _________ span = 29.20 ft No Shoring =======================—==== _______________-- John McGrew & Associates ' ^ -' ^ `~ =======--========—========== STANDARD SECTION : 8UB SEOMETRIC DESCRIPTION SF SECTION CONCRETE DATA OF PRECAST f'c 6000 psi f'ci 40Q0 Psi "` ' � 581 3710330 psi 3029472 144 pcf Ec Eci Wc STRAND DATA Orade Relaxation Diameter Area Number Pull Depress YSE ISM 270 ksi Levi relax .5000 in 0.153 in2 7 28900 lbs 1.75 in .75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND .... ___..... _______________ Preso , Inc. Lakelan Flc „7, 225.7 plf 24.0 psf 0.0 pa 0.6Y psf 125 p s f .0 p s f �(2) ) (5> B(6> PER 48.000 in 47.800 in 2.940 in 10.80 0 in 47 3 ir 1 00 in SUSTAINED LOADS 100 * 100 % 1% 50 % COMPOSITE CONCRii:TE DATA 300(9 psi 2623600 psi 144 pcf JS3/06-30-2011 JOB:_BARRYUNIVERSITY5591__MEMBER� 8US SH F�� _____________________.___�� GROSS AND TRANSFORMED SECTI2N PROPERTIES PRECAST rnMP��_c __________________________ . __________ __________________ ------------------------ AREA I YD YT AREA z /�/ -__ ______ GROSS �P�'�n .�s= ^ ~. . -- E�D � _�� ,�m �,�� 293.56 3053 5.16 2 84 4 84 2:Y3:E: .6 r z/ 3.93 4';07 300 57 3132 5 08 ^ ^ .4L 232.69 1760 3.93 4�7 30�^57 3132 ^08 2^92 232.69 1760 3 g3 2^92 4.g2 , 3132 5.08 4.92 _______________SERV. _LOAD _MOMENTS (k-in) LOADS <plf) REACTIONS (k) AT 0.4L AT 0.51_ SELF WGT. OF P/C WEIGHT OF COMPOS. SUPERIMPOSED DLP SUPERIMPOSED DLC DEAD LOAD SUPERIMPOSED WIND LOAD 277.1 282. .6 226 117,g 122,8 3.3 z 4. �. � ^ � 0 ^ m a 8 3.0 m~.~ m 395,Q 322 4.7 G13.9 639.5 530 ----- 73 , 0.0 0.0 ^ � 0.0 CONCRETE STRESSES AT TRANSFER (pi) RELEASE STRENGTH REQUIRED (pEi) ----- ... ------___________________ AT END AT 0 4L AT 0 5L . __ .__ �T END AT 0.41_ AT O. 5L TOP -143 498 524 568 - - - - - - - ------- ..1:3o1-1:21,1 1756 1137 1111 2509 1629 374 895 1352 GOVERNING Mu FOR ____________________________ AT 0.4L AT 0.5L _______ Mu (k-in) 1456.2 1516.9 �^ .90Mn (k-in) 1698.5 1698.5 a (in) 2�7 2.07 fps (psi) 245464 245464 CRACKING MOMENT (k-in) ncr AT 0.4L AT C.5__ 1155.2 1386.3 149.� 1378.8 JOB: BARRY UNIVERSITY 5591 MEMBER: BUS SH F C6- _ _ ___ _________ ------------------------------___ STRESS HISTORY ST CRITICA - LOCATION : AT 0.5L (-):7ensin (+)Compression _______________________________ STRESSES DUE TO -- ------ ----- --- - - __ ____ ___ _____ _________ F3(psi} FT(pi) FTT(psi) LOSSES(%) INITIAL PRFqT9�� "- � __..'-.~ �� 1856 151 PRESTRESS AT TRANSFER PT 1756^ - ^ 0..0 PRESTRESS AT ERECTION P30 1657^ -143^ 5^4 PRESTRESS AT END O.S.L. PE 1534^ 10,7 - SELF WEIGHT ON PRECAST SW 645^ -12f. 17.3 SELF WEIGHT ON COMPOSITE SW ^ 667^ WEIGHT OF COMPOSITE WC _274 2B- SUPERIMPOSED D.L.P. DLP ^ +^ O. ^ SUPERIMPOSED D.L.C. Q Q. SDLC O SUPERIMPOSED LIVE LOAD ELL ^ 6; ^ 0^ WJND DOWNWARD PRESSURE WIND __ 0 �97^ 1005^ _____ ------_________ ______ _____ ^_ O. O. PT + SW - ----------------- P30 + SW + WC + SDLP 1111^ 524, PE + SW + WC + SDLP + SDLC + ELL. 737^ �, 816. O. PE + SW + WC + SDLP + SDLC + WIND 1005. PE+SW+WC+SDLP+SDLC+ . 75*WIND+ . -163. 1P74. 754. 75*SLL 615^ 626 Z. ___ __________ ______ ___ _ __________ ALLOW. TENSILE STRESSES : 12 SQR(f' > �--------------- -------------- ALLOW. COMPRESSIVE STRESSES : 0 45 fcc = -2930 psi 7^5 SQR(f'c>= - 581 Psi ^ = /mm psi 0.60 f'c = 360Q psi CAMBER AND DEFLECTIONS ATMIDSPAN(in)(+):Camber (-):Downward deflection . ___ P/S + SW = CAMBER WC SDLP SDLC ------------- NET DISPL. AT TRANSFER 1.20 -0.69 0.51 -- ---- --------- AT ERECTION 2.49 -1.48 1.01 -0.24 0.3C 0.00 -0.70 0^5� *T END S. LIFE 2.73 -1.67 1.06 -0~51 0. ^00 0. ^00 -1^41 - �.8G i.,' 0^�6 ° - PERMISSIBLE DEFLECTIONS (in) : L/180=1.9 L/240=1.5 L/3601.0 L//;80=0.7 VERTICAL _SHEAR _REQUIREMENTS __(S-60) HORIZONTAL SHEAR REQUIREMENTS (3-60) X Vu/.75 Vc Vs Ay AM -------------------------------- ft kips kips kips in2/ft in2/ft V:h/^75 Vnh1 Vnh2 Avf AvhMIN ___ ____ ______ ______ _kips kips kips in2/ft in2/ft H7/2 22 33 0 0.000 0.071 15� 1^5 21 0 0,0�� ^�71 14 32 103 0^367 0.129 2^9 18 21 @ 0,�00 0^071 �2 32 103 0^3�0 0.129 ^~= 0.302 m.z�� 4.4 16 1/ m m mm� �'�� - ~.~°° ~'".'. -~ '-- -- 5^8 14 17 0 � 0Q� '-'^ ^^ �� zm� 0.264 � 12g 7.3 12 17 0 0^0�� m^�71 9 32 103 0,227 0~.2g 8.8 g 17 0 �`000 0^071 8 32 103 0.189 0^2g 10.2 7 17 � �^00Q 0^071 6 32 103 0.151 0^2g 11.7 5 17 0 �^00� @^�71 5 32 103 3,113 0^2g 13'1 2 17 � �^�� 0^071 3 32 103 0,076 0^29 _ 17 ^ 0.071 2 3p �m� � °�` _'-- - ^~~ e.*�� ,��g 0 17 m m mma ° °_. -� _ °.°°° �.m/� 0 32 103 0.000 0.9 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JOB: BARRY UNIVERSITY 5591 MEMBER: BUS SH------------ ... --------__ ============================ John McGrew & Associates PMD : PRESTRESSEDMEMBER DESIGN, ACI 8—�5 DEPTH OF SECTION ---------------- H(1) 2.000 in H (2) 1.210 in H(3) 5.580 in H (4) 1.750 in H(5) 1.210 in H (6) 1.750 in 4.00 ft HT 10.000 in MEMBER DATA ___ span = 8.10 ft No Shoring l/ 32 37�� DESIGN CRITERIA STANDARD SECTION : 8JS GEOMETRIC DESCRIPTION OF SECTION COMPOSITE LOADING _______________ WIDTH OF SECTION 3(1) 48.000 in B (2) 47.800 in 3(3) 12.940 in B(4) 10.80O in 3(5) 47.8�5� in B (6) 1Z. 8O0 in PER 112.00 in SUSTAINED LOADS _______________ SW 225.7 plf 100 % WC 24.0 psf 100 % SDLP 0.0 psf 100 % SDLC 0.0 psf 0 % SLL 125.0 psf 50 % WIND CONCRETE DATA OF PRECAST _______ COMPOSITE CONCRETE DAT� f'c 60 00 psi ,ci 4000 psi f'c 3000 psi 581 psi Ec 26236069 psi Ec 3/10330 psi 144 pcf Eci 3029472 psi Wc per STRAND DATA ________ Grade 270 ksi Relaxation Low relax Diameter .5000 in Area 0.153 in2 Number 3 Pull 28900 Ibs Depress 0 YSE 1.75 in YSM 1.75 in ____________________ ..... _______________ ..... _____JS.3/06-30-2011 Presoft, Inc. Lakeland, Florida -------------- JOB: BARRY UNIVERSITY 5591 MEMBER: Sin SHT34O, S LiMij�S AND TRANSFORMED SECTICN PROPERTIES ____________________ ..... __________________ PRECAST COMPOSITE ____________________________ ____ _ AREA I YG YT AREA �--------------------- I YB YT YTT ___ ____ _____ GRCSS PP5'�� ,�s= ^ .. . -- END _ _~~ ^,�� +,m� +,�� 293,56 3053 .5 .16 2.84 4u 228.69 1740 3.97 4.03 296.57 5^^2 2~88 4^84 ^L 2��8^69 1740 3.97 4.03 296.57 3087 5~2 2^88 4^88 . � 228.69 1740 3.97 4.03 296.57 3087 5^�2 2^88 4^88 SERV. LOAD MOMENTS (k-in) LOADS (pEf) REACTIONS (k) AT 0.4L AT 0.5L Q ------- ____--- _______ R SELF WGT. Jr P/C 21.3 22.a. ----- WEIGHT OF COMPQS, g,1 9^4 226 0.9 SUPERIMPOSED DLP 0.0 0^0 96 0^4 SUPERIMPOSED DLC 0.@ 0^0 � �^0 _____ ______- TOTAL DEAD LOAD ___30.4 31.7 322 1.3 SUPERIMPOSED LL 47.2 4S.2 ----- WIND LOAD 0- 0 O. 0 F502 0� 2^� 0 O,0 CONCRETESTRESSESAT TRANSFER (psi) _ _ _ _ RELEASE STRENGTH REQUIRED (psi) AT END AT 0 4L AT 0 5L -- --- ----------------------- _______ ____,__ ____, P/ END AT 0.4L AT 0.5L _ TOP -64 -15 ^3 ---- pn�_�� _.. -^ 115 ""`.un /�m 741 739 GOVERNING Mu FOR : U=1.20+1.6L ___________________________________ AT 0.4L AT 0.5L ------- _______ Mu (k-in) 112.1 116.7 ./ .82Mn (k-in) 754.6 754.6 a (in) 0.97 0.97 fps (psi) 259485 253485 1128 25 1235 18 1232 CRACKING MOMENT (k-in) ________ ___________________ AT 0.4L AT O.5L Mcr 1.2 Mcr _______ ... 756.3 755.9 907.6 9G7.0 JOB: BARRY UNIVERSITY 5591 MEMBER: GUS SHT5-N. OF � x��- STRESS HISTORY AT CRITICAL _ LOCATION _: AT 0.5L (-):Tension (+):Compression �_ _ _ _�� STRESSES DUE TO ________-___.~_________ F3(psi) (psi) FTT(psi) LOSSES(%) INITIAL PRESTRESS PI 818 ^ -67^ ------- -' ---- --------- PRESTRESS AT TRANSFER PT 7�0 61.0 PRESTRESS AT ERECTI8N P30 751. ��~5 PRESTRESS AT END O.S.L. PE 6g3^ -61^ 8^3 SELF WEIGHT ON PRECAST SW ~ -56^ 1�^3 51 - SELF WEIGHT ON COMPOSITE SW ~ 51^ WEIGHT OF COMPOSITE WC _22 22 0 SUPERIMPOSED D.L.P. SDLP ^ ^ ^ SUPERIMPOSED D.L.C. SDLC 0 O. SUPERIMPOSED LIVE LOAD SLL 8^ O. 0^ 2 WIND DOWNWARD PRESSURE WIND - ^ 46^ 78^ -______-____________________________________�^_ O. �, PT + SW - ----------------- P30 + SW + WC + SDLP 739^ -13. PE + SW + WC + SDLP + SDLC + ELL 679^ • 12^ PE + SW + WC + SDLP + SDLC + WIND 539~ 63^ 78. 621. 75^SL L 559. 51. 58. ^ 17 ' O. ____________________________ �� ALLOW. TENSILE STRESSES : 12 SQR(f'c) = 930 --------------------------- ALL[�W, COMPRESSIVE STRESSES : 0 45 f' - �s� 7^5 SQR(f'c)= - 58� Psi . c = 2700 psi 0.60 f'c = 3600 psi CAMBER _AND _DEFLECTIONS _ _ _ _ AT_MIDSPAN(in) (+):Camber (-):Downward deflection _ _ ____ _ _____ . _ __ ___ P/S ' SW = CAMBER WC SLLP SDLC ELL_ --------- _____ ____ ______ ____ � w�/� DlSPL. ____ _____ _______ ..... _ AT TRANSFER 0.04 -0.00 0'Q4 AT ERECTION 0.09 -0.01 Z.-� -0.0o 0„00 0,00 -0„30 0^04 AT END S. LIFE 0.09 -0.01 0.�� _0.00 0^0� 0^�0 -�^01 007�� ^ ^ - ^ 0.07 PERMISSIBLE DEFLECTIONS (in) : L/18o=ci.5 L/240=0.4 L/360=0.3 L/480=0.2 VERTICAL _SHEAR _REQUIREMENTS__(G-60) HORIZONTAL SHEAR REQUIREMENTS (G-60) ____ ____________ X Vu/.75 Vc Vs Av AvMIN Vuh/ 75 Vnh1------------------------ ft kips kips kips in2/ft in2/ft kips kips kips «nn� in2/ 1n2/ft A«fft A«hMIW ____ ____ ____ ____ ______ ______ ___ ____ HT/2 11 31 L.7.1 Q.0�0 0.�30 8 32 ---- ------ ------ 0^4 12 30 0 0.000 0,030 8 32 zm� 0^1G8 �.129 103 0.189 0.129 0.8 10 32 0 0,000 0,030 7 32 1.2 9 34 0 0,000 0,030 6 32 �m� 0^166 0.129 1^6 8 35 0 0.000 0,030 5 32 �m� Q^147 �.129 102 0^126 0.129 2^0 9 37 0 0.000 0,030 4 32 z0� �^1�5 0.129 ^ 2^4 5 29 0 0.000 0.030 3 32 2.8 4 22 0 0.000 0^Q30 3 32 103 0^084 0.129 3^2 3 17 0 0.000 0^030 2 32 103 �^�63 0'129 3.6 1 17 0 0.000 0^030 1 32 zm� �^042 0.129 4^1 0 17 0 0.000 0, 030 Q 32 �mJ 0^021 0.12� 103 0.000 0.129 NOTE : Required shear capacity Vu/0.75 has been doubled, in order to comply PCI 318-08 Section 18.8.2~ HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIM. JOB: BARRY UNIVERSITY 5591 MEMBER: BUS c""47-3C ncc John McGrew & Assccites ============================== PMD : P..:-ESTRESSED MEMBER DESIGK Copyright (�> %10 DEPTH OF SECTIOW ____________ H(1) 2.000 in H (2) 1.210 in H (3) 5.580 in H (4) 1.750 in H(5) 1.21@ in H (6) 1.750 in HT 4.00 ft 10.000 in MEMBER DATA span = 31.20 ft No Shoring - 3 * /�'� � �\ � MK `� �� WIDTH ACI 318—%5 DESISM F'RITFP7A Pref�. STAN]ARD SECTION : SUS GEOMETRIC DESCRIPTION OF SECTION CONCRETE DATA OF PRECAST ________________ Ec Eci STRAND [)PTA '_______ 6000 psi 400@ psi 581 psi 3710330 psi 3029472 pc` Grade 270 ksi Relaxation Low relax Diameter .5000 ih �rea 0.153 in2 �umber 7 Pull 28900 lbs Depress � YSE 1.75 in ISM COMPOSITE 0.71 SECTION 48.�%0 in 12.940 in 10.8(D0 ic 47.2{}0 ir 21 00 ih L8ADTS SUSTAINED LOADS '------------- SW 225.7 plf 100 % WC 24.rfj psf 100 % SDLP 0.0 psf 1cio % SDLC 1Q.o psf 100 � SL,„.._ 97.0 psf 50 % WIND COMPOSITE CONCRETE DATA: 3000 Ez 2623600 psi ______________________________________JSB/06-3�-201� Pre t . sof Inc ------------ JCB: _BARRY _UNIVERSITY ___5591_________MEMBER: BUS �� .... �� 8R8SS AND TRANSFORMED SECTION PROPERTIES PRECAST __ AREA GROSS „Jo�� END 232.69 1760 .4L 232.69 1760 .5L 232.69 1760 SELF WGT. OF P/C WEIGHT OF COMPOS. SUPERIMPOSED DLP SUPERIMPOSED DLC TOTAL DEAD SUPERIMPOSED WIND LOAD LOAD YT 4:00 3.93 4.07 3.93 4.07 3.93 --- CONP8SITE AREA 3�@.57 3132 3�0.57 3132 3 :DT .57 3132 5.28 5.:Z8 Y7 2.92 2.92 SERV. LOAD MOMENTS (k-in) LOADS (oIf) REACTIONS (k) AT 0.4L AT 0.5L ___ 316.3 329.5 134.6 140.2 0.0 56.1 58.4 3.5 0 507.0 528.1 362 5.6 543.9 566.5 388 6.1 o.m � ~~~ Q.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REI:UIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 005L TOP -143 588 618 BOTTOM 1761 105' 1025 2316 19S% 1�3� '5/ 1703 GOVERNING Mu FOR : U=1.2D+1.61.. ..... ________________________________ AT 0.41_ AT 005L _______ _______ Mu -in) 1478.6 1540.2 .90Mn (1-: -in) 1698.5 1698.5 a (in) 2.07 2.�7 fps (psi) 245434 2454E4 CRACKINS MOMENT _____________________________ AT 004L AT 005L _______ Mcr 1141.2 1134.'1 1.2 Mcr 136905 1361.0 SOB: BARRY UNIVERSITY 5591 MEMBER: SUS STRESS HISTORY AT CRITICAL LOCATION --- '' '-- :Pr 0.5L STRESSES DUE TO - ------ _ �__ F3(psi) FT(psi) F�T(psi> INITIAL PRESTRESS PI ------- PRESTRESS AT TRANSFER �T 1��6^ -151. PRESTRESS AT ERECTION P30 1761^ -143. PRESTRESS AT END O,S,L ^ PE 1663^ -135. SELF WEIST ON PRECAST SW 1546^ -126. SELF WEIGHT O� -'~' -736^ 762 ON COMPOSITE SW ~ WEIGHT OF COMPOSITE WC - - SUPERIMPOSED D.L.P. SDLP 3�3~ 324^ Z. SUPERIMPOSED D.L.S. SDLC O. �^ SUPERIMPOSED LIVE LOAD SLL 55^ 92^ WIND DOWNWARD PRESSURE WIND 529~ 89�. ______________________________________ 0. %. 0. PT + SW ---------------------- P30 + SW + WC + SDLP 1025^ 61S, PE + SW + WC + SDLP + SDLC + SLL 513~=~ 950^ C. PE + SW + WC + SDLP + SDLC + WIND -517' 1543^ 992. PE+SW+WC+SDLP+SDLC+.75*WIND+.75*SLL -227. 1411. 792~ _ �� ALLOW. TENSILE STRESSES : 12 SQR(f' ) ----------------------------------- PILLOW. COMPRESSIVE STRESSES : 0 45 fc = - 930 Psi 7^5 S2R(f'c)= - 581 psi . 'c = 2700 psi 3.60 f'c = 3600 psi CAMBER AND DEFLECTIONS ATMIDSPAN (in) (+):Camber (-):Do�nward deflection P/S + SW = CAMBER WC SDLP SDLC -------------- _ _ SLL NET DISPL. AT TRANSFER 1.38 -0.90 0.47 ---- AT ERECTION 2.85 -1.93 0^92 -0.21 AT END S. LIFE 3.13 -2.18 0^95 -0~57 0.30 -0.18 PERMISSIBLE DEFLECTIONS (in) : L/180=2.1 L/240=1.6 L/360=1.3 L/48|=0.8 VERTICAL .SHEAR REDUIREMENTF: (3-55) HORIZONTAL SHEAR REQUIREMENTS (G-60) ____-___________ or Vs ^~ A vn-w Vuh/^75 Vnh1 Vnh2 Avf AvhMIN kips kips kips in2/ft kips kips kips iri2/ft in2/ft H7/2 21 33 0 O. 000 0.071 14 32 153 ------ ------ 1. 5 22 36 5 0,000 0,071 13 103 0^328 0.129 �^1 18 20 � 0.Q00 Q.071 11 32 1�3 �^3�4 0. 129 4.7 15 17 0 0.000 0.071 1� 32 ^03 3~270 0^129 6^2 13 17 0 0.000 0.071 8 32 103 �1^236 0^129 7^8 11 1/ � 0.Q�0 �.071 7 32 103 0^202 0^12S 1�4 9 17 0 0.000 0.071 6 32 1�3 0^169 0^129 �^� 7 17 0 0.000 0.071 4 32 1 0^135 0~129 12.5 4 17 0 @.00� 0^071 3 32 1�3 0^1�� 0^1�9 14'0 2 17 0 0.000 0'071 1 32 l�3 �^�67 �^�29 15.5 0 0 �,000 0^�71 0 32 1%� �^�34 �^129 , 103 0.000 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surfa ce or provide minimum AvhMIN. JOHN McGREW & ASSOCIATES CONSULTING ENGINEER SUBJECT PROJECT JOB 4'10 t_ f 3 0- `2" . J X q c2 r i 4 3� C L J 17 S S 3 k 0 4 v. c- -- DATE 7/2- SHT OF 39 - 30125 7. 4 r SUBJECT JOHN McGREW & ASSOCIATES PROJECT CONSULTING ENGINEER JOB# 5.39) DATE 75 U S w t 7; r1S)\� L kaki # 5- 7 y s T uJ tn. • 1. Co v 30 4. 1.2 (30 2 5 -7) /Iou �; • n. cG k1 �'°! 0" O „7 2'`s/► Nl \< 1 0 1 - 10 i6 -io P / s ( 4t5 Q 1/4.4 'lam 1,2 x 11 ar 5( 14 /r vUu • S —1 \� 15.07 -1. 'a c `13 -5753 15.cl . 5(11.71 - -`l3) u9t_ SL 4o 7,c . 7 - 11, of U`j 5 - 0 � C<_ \< \ _. a , - CAS 1.2 u 23C.) a l.)`^"w. Rr SHT OF 4.1) s ( LA/ I.', .72 ∎31.33 J .S ?Pa.$3 4 a ". 72x- 3 13.So X42' "� , ►. 5 O— ,_s, 3 JOHN McGREW & ASSOCIATES CONSULTING ENGINEER 11 L. • SUBJECT PROJECT JOB# S- DAT ? 2s-/ l 1 SHT u1 OF 55- } r3? 4 .5 (s "I � - .22) 2,n 4r�t % ?.5 .S(12.2L- G.,4s.S IL /`A1 < 7_ -1 20, c:aso41, ID"( - /'l \c ) 0!) l)D �K BIS, l 6-A Lt.) c 4.s 3 o) SQ e C p.....,r, oSec�, %US^ O 5 -55 S e 51 -3 0-0 Mtn, ,---,\ 1 D •1 t.\ • h 'n k3 4,•\ L.\\ \e'^5 (MC) c7k) w — 0 \ ''/►2. ..t ID "a u.c 5LL.,3;> c rL- 304_ 1u = 14 U ?7- v > H -'f2' � 3----IN pp S oC' Cow ?v�. . os\ `1-, �✓I_a� , Su V L c5 SUS - O`F% JOHN McGREW & ASSOCIATES CONSULTING ENGINEER SUBJECT PROJECT , U c et `'c,osS u1/4 . 7 'Z (7 9 , (.'?) 1 x f / ■\<. 1 b _ 1 1 A4u = ,^72(21. 75)2- x1�� 31 -1 u,51/4. y - 1 /Z,, 5 4 It,‘ ,.. , 1(.03. oLf tJ v, J %'3 \1 4- I.2 c 23�u {uvu Cb I\'1 r �,� v I (aid. u CI c1C D 4�fr v , 1J3A !ur1 1 3I, If /1 I cj a W - �0' 0 \` ss4 4-4 Ilcycl 12 5 5 2 4- G'? JOB# DAT 71'041\ SHT OF 2 s. 51 L 51 524 tc17.1s Sal 3 o S. 9L - 3v ,"?_ y2,7; `rs U S 0 3 S JOHN McGREW & ASSOCIATES CONSULTING ENGINEER SUBJECT PROJECT JOB# � � �5 DATE rd 4 t. L- 0 . I 1 � /gpj; s) I too\) 9. 2. `21 . 5' ok e5. urr -7. U5( 7 -!Z,' n� -��.�. IL (9ca. S E US - S 4-L 5L, L) S S(H�T�j OF i 1 S- Sr JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT 1.4 `.OF 5 John McGrew & Associates ,K 101 -101 F- 1O - #p %P PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 31.33 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 7 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 pif 24.0 psf 0.0 psf 30.0 psf 40.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 0 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JMC /07 -29 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHTHS OF S S` GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 .4L 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 .5L 232.69 1760 3.93 4.07 300.57 3132 5.08 2.92 4.92 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 319.0 332.3 226 WEIGHT OF COMPOS. 135.7 141.3 3.5 SUPERIMPOSED DLP 0.0 96 1.5 0.0 0 0.0 SUPERIMPOSED DLC 169.6 176.7 120 1.9 TOTAL DEAD LOAD 624,3 650.3 442 6.9 SUPERIMPOSED LL 226.2 235.6 WIND LOAD 0.0 0.0 160 0 2.5 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -143 594 625 571 BOTTOM 1761 1049 1019 2516 990 1041 1748 1698 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 1111.0 1157.3 V' Mcr 1133.2 1126.0 .90Mn (k -in) 1698.5 1698.5 1.2 Mcr 1359.8 1351.2 a (in) 2.07 2.07 fps (psi) 245464 245464 JMC /07 -29 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT 4'(C, OF S ~ 5` STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +) :Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES(%) INITIAL PRESTRESS PI 1856. -151. PRESTRESS AT TRANSFER PT O.0 1663. -143. 5.4 PRESTRESS AT ERECTION P30 PRESTRESS AT END O.S.L. PE 1663. -135. 17.3 SELF WEIGHT ON PRECAST SW 1535. -125. 17.3 SELF WEIGHT ON COMPOSITE SW -743. 7 76868. - - - WEIGHT OF COMPOSITE WC -316. 327. SUPERIMPOSED D.L.P. SDLP 0. SUPERIMPOSED D.L.C. SDLC 0. 5. - SUPERIMPOSED LIVE LOAD SLL -286. 165. 278. WIND DOWNWARD PRESSURE WIND -382. 220. 370. 0. 0. 0. PT + SW 1019. 625. P30 + SW + WC + SDLP 605. 959, PE + SW + WC + SDLP + SDLC + SLL 8. PE + SW + WC + SDLP + SDLC + WIND -190. 1135. 648. 27 190. 1135. 278. PE +SW +WC +SDLP +SDLC +.75 *WIND +.75 *SLL -96. 1300. 555. ALLOW. TENSILE STRESSES : 12 SQR(f'c) _ - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +) :Camber (- ):Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 1.39 -0.92 0.47 0.47 AT ERECTION 2.87 -1.97 0.91 -0.32 0.00 -0.22 -0.30 0.07 AT END S. LIFE 3.15 -2.22 0.93 -0.68 0.00 -0.67 -0.30 - 0.72fr' PERMISSIBLE DEFLECTIONS (in) : L/180 =2.1 L/240 =1.6 L/360 =1.0 L/480 =0.8 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 Avf AvhMIN ft kips kips kips in2 /ft in2 /ft kips kips kips in2 /ft in2 /ft HT /2 16 33 0 0.000 0.071 8 1.6 15 36 0 0.000 0.071 8 32 103 0.197 0.129 3.1 13 20 0 0.000 0.071 7 32 103 0.162 0.129 4.7 11 17 0 0.000 0.071 6 32 103 0.142 0.129 6.3 10 17 0 0.000 0.071 5 32 103 0.122 0.129 7.8 8 17 0 0.000 0.071 4 32 103 0.101 0.129 9.4 7 17 0 0.000 0.071 3 32 103 0.081 0.129 11.0 5 17 0 0.000 0.071 3 32 103 0.061 0.129 12.5 3 17 0 0.000 0.071 2 14.1 2 17 0 0.000 0.071 1 32 103 0.041 0.129 15.7 0 17 0 0.000 0.071 0 32 103 0.000 0.129 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JMC /07 -29 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHTLI-7 OF S �- John McGrew & Associates h\.i101. PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION • H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 29.20 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 5 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 plf 24.0 psf 0.0 psf 38.0 psf 30.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 0 % COMPOSITE CONCRETE DATA f'c Ec Wc Presoft, Inc. Lakeland, Florida www.prestress.com /presoft 3000 psi 2623600 psi 144 pcf JSB /08 -09 -2011 Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT I-I OF SS GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 .4L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 .5L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 277.1 288.6 226 WEIGHT OF COMPOS. 117.9 122.8 1.4 SUPERIMPOSED DLP 96 1.4 0.0 0.0 0 0.0 SUPERIMPOSED DLC 186.6 194.4 152 2.2 TOTAL DEAD LOAD 581.6 605.8 474 6.9 SUPERIMPOSED LL 147.3 153.5 120 WIND LOAD 0.0 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -106 536 562 309 893 BOTTOM 1296 670 644 73 1851 1117 10073 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) Mu (k -in) .90Mn (k -in) a (in) fps (psi) AT 0.4L 933.6 1296.9 1.58 252475 AT 0.5L AT 0.4L AT 0.5L 972.5 • Mcr 906.7 900.5 1296.9 1.2 Mcr 1088.1 1080.7 1.58 252475 JSB /08 -09 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT Q9OF S STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +) :Compression STRESSES DUE TO INITIAL PRESTRESS PRESTRESS AT TRANSFER PRESTRESS AT ERECTION PRESTRESS AT END O.S.L. SELF WEIGHT ON PRECAST SELF WEIGHT ON COMPOSITE WEIGHT OF COMPOSITE SUPERIMPOSED D.L.P. SUPERIMPOSED D.L.C. SUPERIMPOSED LIVE LOAD WIND DOWNWARD PRESSURE PI PT P30 PE SW SW WC SDLP SDLC SLL WIND FB(psi) FT(psi) FTT(psi) LOSSES( %) 1344. 1296. 1231. 1150. -652. -277. 0. 0. -319. -252. 0. - 109. - 106. -100. -94. 668. 284. 0. 181. 143. 0. 306. 242. 0. PT + SW P30 + SW + WC + SDLP PE + SW + WC + SDLP + SDLC + SLL PE + SW + WC + SDLP + SDLC + WIND PE +SW +WC +SDLP +SDLC +,75 *WIND +,75 *SLL 644. 302. - 349.' -98. -286. 562. 852. 1183. 1040. 1147. 0. 548. 306. 488. 0.0 3.6 8.5 14.5 ALLOW. TENSILE STRESSES : 12 SQR(f'c) _ - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +) :Camber (- ):Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0.89 -0.70 0.19 AT ERECTION 1.84 -1.49 0.35 -0.24 0.00 -0.22 -0.17 -0i28 AT END S. LIFE 2.03 -1.68 0.35 -0.51 0.00 -0.65 -0.17 -0,99 PERMISSIBLE DEFLECTIONS (in) : L/180 =1.9 L/240 =1.5 L/360 =1.0 L/48O =0.7 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 ft kips kips kips in2 /ft in2 /ft kips kips kips HT /2 14 32 1.5 13 38 2.9 12 21 4.4 10 17 5.8 9 17 7.3 7 17 8.8 6 17 10.2 4 17 11.7 3 17 13.1 1 17 14.6 0 17 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0.051 0.051 0.051 0.051 0.051 0.051 0.051 0.051 0.051 0.051 0.051 7 7 6 5 4 4 3 2 1 1 0 32 32 32 32 32 32 32 32 32 32 32 103 103 103 103 103 103 103 103 103 103 103 Avf AvhMIN in2 /ft in2 /ft 0.172 0.159 0.141 0.124 0.106 0.088 0.071 0.053 0.035 0.018 0.000 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. 0.129 0.129 0.129 O .129 0.129 0.129 0.129 O .129 0.129 0.129 0.129 JSB /08 -09 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT $U OF SS-- 1 John McGrew & Associates ) 0U- 1il lc, lug - 10 G `S, H5/1 PMD : PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 24.67 ft No Shoring CONCRETE DATA OF PRECAST f'c f'ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 4 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 pif 24.0 psf 0.0 psf 40.0 psf 30.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 0 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -09 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT1-r: OF S5- GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 .4L 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 .5L 229.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 197.8 206.0 226 WEIGHT OF COMPOS. 84.1 2.2 SUPERIMPOSED DLP 0.0 8 0..0 0 0 90 1.2 0 0.0 SUPERIMPOSED DLC 140.2 146.1 160 2.0 TOTAL DEAD LOAD 422.1 439.7 482 5.9 SUPERIMPOSED LL 105.2 109.5 120 WIND LOAD 0.0 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP. -85 372 392 202 621 BOTTOM 1048 599 580 967 1497 999 967 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT {k -in} AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 674.8 703.0 '� Mcr 810.7 806.3 .90Mn (k -in) 1073.0 1073.0 1.2 Mcr 972.8 967.5 a (in) 1.28 1.28 fps (psi) 255980 255980 JSB /08 -09 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT5 .OF 5 3 STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +):Compression STRESSES DUE TO INITIAL PRESTRESS PRESTRESS AT TRANSFER PRESTRESS AT ERECTION PRESTRESS AT END O.S.L. SELF WEIGHT ON PRECAST SELF WEIGHT ON COMPOSITE WEIGHT OF COMPOSITE SUPERIMPOSED D.L.P. SUPERIMPOSED D.L.C. SUPERIMPOSED LIVE LOAD WIND DOWNWARD PRESSURE PI PT P30 PE SW SW WC SDLP SDLC SLL WIND FB(psi) FT(psi) FTT(psi) LOSSES( %) 1083. -88. 0.0 1048. -85. 3.3 997. -81. 7.9 931. -76. 14.1 -468. 477. -199. 0. -241. -181. 0. 203. 0. 136. 102. 0. 0. 231. 173. 0. PT + SW P30 + SW + WC + SDLP PE + SW + WC + SDLP + SDLC + SLL PE + SW + WC + SDLP + SDLC + WIND PE +SW +WC +SDLP +SDLC +.75 *WIND +.75 *SLL 580. 331. - 157. 24. - 112. 392. 598. 842. 740. 817. 0. 403. 231. 360. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 7.5 SQR(f'c)= - 581 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +):Camber (- ):Downward deflection AT TRANSFER AT ERECTION AT END S. LIFE P/S + SW = CAMBER 0.51 1.07 1.17 - 0.36 - 0.76 -0.86 0.16 0.30 0.31 WC SDLP SDLC SLL NET DISPL. -0.12 0.00 -0.12 -0.09 -0.26 0.00 -0.35 -0.09 PERMISSIBLE DEFLECTIONS (in) : L/180 =1.6 L/240 =1.2 L/360 =0.8 VERTICAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN ft kips kips kips in2 /ft in2 /ft HT /2 12 31 0 0.000 0.041 1.2 11 35 0 0.000 0.041 2.5 10 23 0 0.000 0.041 3.7 9 17 0 0.000 0.041 4.9 8 17 0 0.000 0.041 6.2 6 17 0 0.000 0.041 7.4 5 17 0 0.000 0.041 8.6 4 17 0 0.000 0.041 9.9 3 17 0 0.000 0.041 11.1 1 17 0 0.000 0.041 12.3 0 17 0 0.000 0.041 HORIZONTAL SHEAR NOTE 0.16 - 0.02 - 0.39 L/480 =0.6 HORIZONTAL SHEAR REQUIREMENTS (G -60) Vuh /.75 Vnhl Vnh2 kips kips kips 6 6 5 4 4 3 3 2 1 1 0 32 32 32 32 32 32 32 32 32 32 32 103 103 103 103 103 103 103 103 103 103 103 Avf AvhMIN in2 /ft in2 /ft 0.148 0.138 0.122 0.107 0.092 0.077 0.061 0.046 0.031 0.015 0.000 : Roughen contact surface or provide minimum reinforcement AvhMIN. 0.129 0.129 0.129 0.129 O .129 O .129 O .129 O .129 O .129 O .129 0.129 JSB /08 -09 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT_`3 OF 5S PMD John McGrew & Associates lu1 , I0 SA 113 , IILi PRESTRESSED MEMBER DESIGN, ACI 318 -05 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION : 8US GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION • H(1) 2.000 in H(2) 1.210 in H(3) 5.580 in H(4) 1.750 in H(5) 1.210 in H(6) 1.750 in B 4.00 ft HT 10.000 in MEMBER DATA span = 20.33 ft No Shoring CONCRETE DATA OF PRECAST f'c f' ci fr Ec Eci Wc STRAND DATA Grade Relaxation Diameter Area Number Pull Depress YSE YSM 6000 psi 4000 psi 581 psi 3710330 psi 3029472 psi 144 pcf 270 ksi Low relax .5000 in 0.153 in2 3 28900 lbs 0 1.75 in 1.75 in COMPOSITE LOADING SW WC SDLP SDLC SLL WIND 225.7 plf 24.0 psf 0.0 psf 42.0 psf 30.0 psf 0.0 psf WIDTH OF SECTION B(1) 48.000 in B(2) 47.800 in B(3) 12.940 in B(4) 10.800 in B(5) 47.800 in B(6) 10.800 in PER 112.00 in SUSTAINED LOADS 100 % 100 % 100 % 100 % 0 % COMPOSITE CONCRETE DATA f'c Ec Wc 3000 psi 2623600 psi 144 pcf JSB /08 -09 -2011 Presoft, Inc. Lakeland, Florida www.prestress.com /presoft Tel: (863) 533 -1054 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT.OF SS GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84 END 228.69 1740 3.97 4.03 296.57 3087 5.12 2.88 4.88 .4L 228.69 1740 3.97 4.03 296.57 3087 5.12 2.88 4.88 .5L 228.69 1740 3.97 4.03 296.57 3087 5.12 2.88 4.88 SERV. LOAD MOMENTS (k -in) LOADS (plf) REACTIONS (k) AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 134.3 139.9 226 2.3 WEIGHT OF COMPOS. 57.1 59.5 96 1.0 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 100.0 104.2 168 1.7 TOTAL DEAD LOAD 291.4 303.6 490 5.0 SUPERIMPOSED LL 71.4 74.4 120 1.2 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L TOP -65 246 259 117 410 432 BOTTOM 796 489 476 1137 815 794 GOVERNING Mu FOR : U= 1.2D +1.6L CRACKING MOMENT (k -in) AT 0.4L AT 0.5L AT 0.4L AT 0.5L Mu (k -in) 464.0 483.3 Mcr 705.6 702.6 .90Mn (k -in) 832.2 832.2 1.2 Mcr 846.7 843.1 a (in) 0.97 0.97 fps (psi) 259485 259485 JSB /08 -09 -2011 JOB: BARRY UNIVERSITY 5591 MEMBER: 8US SHT,S5OFS ^5 STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (- ):Tension ( +):Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES( %) INITIAL PRESTRESS PI 818. -67. PRESTRESS AT TRANSFER PT 0.0 799• -62. 2.8 PRESTRESS AT ERECTION P30 759. -62. 3.4 PRESTRESS AT END O.S.L. PE 709. -58. 13.4 SELF WEIGHT ON PRECAST SW -319. 324. SELF WEIGHT ON COMPOSITE SW - _ WEIGHT OF COMPOSITE WC -136. 138. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. SUPERIMPOSED D.L.C. SDLC -173. 97. 165. SUPERIMPOSED LIVE LOAD SLL -123. 69. 118. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + SW 476. 259. P30 + SW + WC + SDLP 304. 400. 0• PE + SW + WC + SDLP + SDLC + SLL -42. 571. 282. PE + SW + WC + SDLP + SDLC + WIND 81. 501, 165. PE +SW +WC +SDLP +SDLC +.75 *WIND +•75 *SLL -12. 553. 253. ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f'c = 2700 psi 0.60 f'c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) ( +):Camber (- ):Downward deflection P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0.26 -0.16 0.10 0.10 AT ERECTION 0.55 -0.35 0.20 -0.06 0.00 -0.06 -0.04 0.04 AT END S. LIFE 0.61 -0.40 0.21 -0.12 0.00 -0.17 -0.04 -0.12 PERMISSIBLE DEFLECTIONS (in) : L /180 =1.4 L/240 =1.0 L/360 =0.7 L/480 =0.5 VERTICAL SHEAR REQUIREMENTS (G -60) HORIZONTAL SHEAR REQUIREMENTS (G -60) X Vu /.75 Vc Vs Av AvMIN Vuh /.75 Vnhl Vnh2 Avf AvhMIN -ft- kips kips kips in2 /ft in2 /ft kips kips kips in2 /ft in2 /ft HT /2 20 31 0 0.000 0.030 10 32 103 0.248 0.129 1.0 19 33 0 0.000 0.030 10 32 103 0.233 0.129 2.0 17 37 0 0.000 0.030 9 32 103 0.207 0.129 3.0 15 33 0 0.000 0.030 7 32 103 0.181 0.129 4.1 13 24 0 0.000 0.030 6 32 103 0.155 0.129 5.1 11 18 0 0.000 0.030 5 32 103 0.129 0.129 6.1 8 17 0 0.000 0.030 4 32 103 0.103 0.129 7.1 6 17 0 0.000 0.030 3 32 103 0.078 0.129 8.1 4 17 0 0.000 0.030 2 32 103 0.052 0.129 9.1 2 17 0 0.000 0.030 1 32 103 0.026 0.129 10.2 0 17 0 0.000 0.030 0 32 103 0.000 0.129 NOTE : Required shear capacity Vu /0.75 has been doubled, in order to comply with ACI 318 -08 Section 18.8.2. HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JSB /08 -09 -2011 JOHN McGREW & ASSOCIATES CONSULTING ENGINEER SUBJECT S.� JOB# r S PROJECT DATE SHT OF 5( 5a 3 J Suu2 �� 3U otom\ Sv - 22 S? - 3 Z ) t .. 2 7- ; a