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HomeMy WebLinkAboutRevision 2-22-18OFFICE USE ONLY: r� DATE FILED: REVISION FEE: c� PERMIT # l v H a ! RECEIPT # CT PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION. LOCATION/SITE ADDRESS: 7' 4/ i v AT2F/2 i.yi`�� � � ©e2 DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: RECEIVED FEB 2 2 2018 ST, WGl@ County; P&MIttIn0 STATE of FL REG./CERT.. #: (2P C 0) 36- 3 !a ST. LUCIE CO CERT. #: BUSINESS NAME: Ca eA �;` A L cglyS5 i?y C T/ olte, omi %-3 4c-S, QUALIFIERS NAME: 171141 V U AM L) C c 1 ADDRESS:. 3 ;; /V e- AB-4-CA UJA V CITY: ) I:1V6iFly 13C' /-/ STATE: FL ZIP: 3 9 PHONE (DAYTIME): -2 7 Z FAX: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: er.\-kyjI� AllllKESS: -� --J 01 CITY: lid /Yl �iy PHONE (DAYTIME): SLCCC. 9123109 Revised 06130/17 L� f.75t/c�e� S 3-CH STATE: FAX: ZIP: James D. Bushouse, PE Consulting Engineers RECEIVED February 22, 2018 Mario Arbucci FEB 2 2 2018 Coastal Construction and Design, Inc. ST. Lucie County, Permitting 850 NW Federal Highway Stuart, Fl. 34994 Re: Second Floor Hollowcore Slab inspection for Halbert Residence, Lot 52 Watersong Way, Fort Pierce, Fl., Permit # 1710- 0429 Dear Mario, Per your request, we inspected the second floor hollowcore slab on the above project. All work has been completed per the approved and plans and the requirements of the Florida Building Code and is acceptable to install the concrete. If you have any questions, please contact me at the below address. Sincer? , JameZsionual Bshouse, P.E. Prof Engineer ##20311 State of Florida-, 3300 NE 10th Terrace #24, Pompano Beach, Florida 33064 Phone:(954) 956-2203, Fax: (954) 9.5N8jPY 216 E. Magnolia Street, Arcadia, Florida 34266 Phone: (863) 491-8242 Fax: (863) 491-8243 jim@jamesbushouseinc.com PRESTRESS HOLLOW CORE PLANK DESIGN FOR HALBERT RESIDENCE FORT PEARCE, FLORIDA Pre -Cast Specialties, LLC. 1380 Northeast 48th Street Pompano Beach, Florida 33064 P-17-6355 File Copy John P. McGrew, P.E. Fl. Lic. # 26641 November 28, 2017 SHEETS 1 THRU 14 � Cn �. :kM F:•@ �tY JOHN McGREW & ASSOCIATES CONSULTING ENGINEER ��-ur V/ &KO.. De,�F, li s L = 40psi 7,� 's &Al e—e— SHT Q S,,,d -,,d � �- f f J de -sly y 41 d �,7 4 See Aesly) _ � d use_ ; ��,. : ��� � ram\ /7►eS1 /y�, � t7 I.Y/ rV (//� see C&nl 2A I6 �~ + - Cam' .'/ 4 SUBJECT JOB# j� ilow ire Pla-o,)k JOHN McGREW & ASSOCIATES PROJECT ]DATE CONSULTING ENGINEER f es 11 29zai7 --4-0 3 j -- �v / SHT OF FL Jet" 0 0 V- OAK -e ci de& des r A s� ��- 07 LoCAS SL,L-- 5-pL- 39 ?J Cotf q s MK 40-40.1 7 �r sjY(> see E► 11-4 JOB! HALBERT RESIDENCE 6355 MEMBER! 8US SHT 4OF 14 GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE ______j_____Y� AREA -_--- -- - YT AREA I YB YT YTT - -17r5 1745 4.00 3.96 4.00 4.04 293.56 297.57 3053 3098 5.16 5.11 2.84 2.89 4.84 4.89 .4L 229.69 1745 3.96 4.04 E97.57 3098 5.11 E.89 4.89 .5L E29.69 1745 3.96 4.04 297.57 3098 5.11 2.89 4.89 SERV. LOAD MOMENTS (k-in) --------------------------------------------------- AT 0.4L AT 0.5L SELF WGT. OF P/C 236.9 246.8 WEIGHT OF COMPOS. 100.8 105.0 SUPERIMPOSED DLP 0.0 0.0 SUPERIMPOSED DLC 105.0 109.3 TOTAL DEAD LOAD 442.7 461.1 SUPERIMPOSED LL 168.0 175.0 WIND LOAD 0.0 0.0 CONCRETE STRESSES AT TRANSFER (psi) -------------------------------------- AT END AT 0.4L AT 0.5L TOP -86 463 486 BOTTOM 1051 513 491 GOVERNING Mu FOR o U=1. `D+1. 6L AT 0.4L AT 0.5L Mu (k-in) --799..9 _ 833.3 f' . 9OMn (k- i n) 1073.0 1073.0 a (in) 1.28 1.29 fps (psi) 255980 255980 LOADS (plf) REACTIONS (k) ------------------------------- Q P. 226 3. 1b 96 1.3 0 0.0 100 1.4 422 5. 160 E. 2 0 0.0 RELEASE STRENGTH REQUIRED (psi) ---------------------------------- AT END AT 0.4L AT 0.5L 2►C 3 771 809 1501 855 818 CRACKING MOMENT (k- i n ) -------------------------------- AT 0.4L AT 0.51_ Mcr 794.7 789.4 1.2 Mcr 953.7 947.3 JSB/ 11--28-L017 SHT S OFIJ JOB: HALBERT RESIDENCE 6355 MEMBER: BUS --------------------------- -------------------------------------------- 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. 0.0 PRESTRESS AT TRANSFER PT 1051. -86. 3.0 PRESTRESS AT ERECTION P30 1001. -81. 7.6 PRESTRESS AT END O.S.L. PE 939. --76. 13.3 SELF WEIGHT ON PRECAST SW -560. 571. - SELF WEIGHT ON COMPOSITE SW - -- - WEIGHT OF COMPOSITE WC -238. 243 • 0. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERIMPOSED D.L.C. SDLC --180. 102. 173. SUPERIMPOSED LIVE LOAD SLL -289. 163. 276. WIND DOWNWARD PRESSURE WIND 0. 0• 0. PT -------•----------------------------------------------------- -t-SW 491. 4.86. p30 + SW + WC + SDLP 202. 733. 0. PE + SW -+- WC + SDLP + SDLC -+- SLL -328. / 1003. 449. PE + SW + WC + SDLP + SDLC + WIND -39. 840. 173. pE+SW+WC+SDLP+SDLC+. 75*WIND+. 75* SLL -256. 962. 380. 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 _--SW -_-----__--___._______.,�� �- = CAMPER --WC SDLP SDLC SLL NET DISpL. AT TRANSFER 0.62- -0.51 0.10 O. 10 AT ERECTION 1.28 -1. 09 0.19 -0. 18 0.00 -0. 10 -0. 1 7 -0. 26 AT END S. LIFE 1.41 -1. 23 0.18 -0. 38 0. oo --0. 31 --0. 33 -0. 84 PERMISSIBLE DEFLECTIONS (in) : L/180=1.8 L/240=1.4 L/360=0.9 L/480=0.7 VERTICAL SHEAR REQUIREMENTS (G--60) X Vu/.75 Vc Vs Av AvMIN ft kips kips kips in2/f•t in2/ft HT/2 13 31 0 0.000 0.041 1.4 12 .36 0 0.000 0.041 2.7 11 22 0 0.000 0.041 4.1 10 17 0 0.000 0.041 5.4 8 17 0 0.000 0.041 6.8 7 17 0 0.000 0.041 8.1 5 17 0 0.000 0.041 9.5 4 17 0 0.000 0.041 10.8 3 17 0 0.000 0.041 12.2 1 17 0 0.000 0.041 13.5 0 17 0 0.000 0.041 HORIZONTAL SHEAR REQUIREMENTS (G-60) Vuh/.75 Vnhi Vnh2 Avf AvhMIN kips kips kips ---- in2/ft ------ in2/ft ------ ----- 7 ---- .32 103 0.159 0.129 6 .32 103 0.148 0.129 5 12 103 0.131 0.129 5 32 103 0.113 0.129 4 32 103 0.098 0.129 3 32 103 0.082 0.129 3 32 103 0.066 0.129 t L Jc 103 0.049 0.129 1 .32 103 0.033 0.129 1 32 103 0.016 0.129 0 32 103 0.000 0.129 HORIZONTAL SHEAR MOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JOB/ 11--28--2017 6 OF_'q_ JOBS HALBERT RESIDENCE 6355 MEMBER; BUS BHT -------------------------- __�____.__ MK- /A, 4- 10 A 1 _—John —McGrew _&—Assaciatee--I / 1 �Z_ / 726 PMD a PRESTRESSED MEMBER DESIGN, ACI 318—OS DESIGN CRITERIA Copyright (C) 2010 by presoft, Inc. STANDARD SECTION e BUS GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION ---------------.----_ WIDTH OF SECTION H (1) _ __ . 000 ^ in . COMPOSITE B(1) 48.000 in H(2) 1.210 in B(`) 47.800 in H(3) 5.580 in B(3) 12.940 in H (4) 1.750 in B(4) 10.800 in H(5) 1.210 in B(5) 47.800 in H (G) 1.750 in B (G) 10.800 in B 4.00 ft PER 118.00 in HT 10.000 in MEMBER DATA LOADING SUSTAINED LOADS span _=_-21.90 — ft SW 225.7 p 1 f 100 . No Shoring WC 24.0 psf 100 SDLP 0.0 psf 100 l SDLC 25.0 psf / 100 % SLL 40.0 psf 0 WIND 0.0 psf CONCRETE DATA OF PRECAST f I c 6000 psi f' c i 4000 p s i fr 581 psi Ec 3710330 psi F_c i 3029472 psi We 144 pcf STRAND DATA Grade Relaxation Diameter Area Number'. R u 11 Depress YSE YSM 270 ksi Law relax .5000 in 0.153 in2 3 28900 1 bs 0 1.75 in 1.75 in COMPOSITE CONCRETE DATA ----------------------- •fig c 3000 psi Ec 2623600 psi_ We 144 pcf ---------------------------------- presoft, Inc. Lakeland, Florida JSB/11-28-2017 -------------------------------------- www. prestress. com/presoft JOB: HALBERT RESIDENCE 6.355 MEMBER: BUS SHT 7 OF _--------------------_---------------------------------_-_----- GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE _ -______T_____Y�.- AREA -___--- YT - AREA I YB YT YTT CROSS 225.88 _ - .: 175 4. 00 - 4.00 293.56 3053 5.16 2.84 4.84 END ;DEB. 69 1740 3.97 4.03 296.57 3087 5.12 2.88 4.88 4L 228.69 69 1740 3.97 4.03 296.57 3087 5.12 2.88 4.88 . . 5L SEB. 69 1740 3.97 4.03 296.57 3087 5.12 2.82 4.88 SERV . LOAD MOMENTS (k- i n) LOADS (p 1 f) , REACTIONS (k ) ------------__-__-_.--.___-_-_-._.__---- AT 0.4L AT 0.5L 0 R SELF WGT. OF - P/C 155.9 _-162..4 2E8 2.5 WEIGHT OF COMPOS. 66.3 69.1 96 1.1 SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 69.1 71.9 100 1.1 TOTAL DEAD _ LOAD 291.2 - 303.4 422 4.6 SUPERIMPOSED - LL 110.5 115.1 160 1.8 WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) - --------- --AT END AT 0. 44L--AT-O. 5L AT END AT 0.4L AT 0.5L "fOF' ------- -G5 ---896 ____ 311 1 i 117 493 518 BOTTOM 797 441 4.86 1138 735 711 GOVERNING Mu FOR : U=1.2D+1.6L. CRACKING MOMENT (k-in) -_---_.-------------------------------•- AT 0.4L AT 0.5L AT 0.4-L AT -------- 0.5L Mu &- i n) 526.3 -548. 2' Mcr 696.1 692.6 . 90Mn (k-i n) 832.2 83`. a / 1. 2 Mcr 835.3 831.2 a (in) 0.97 ►Zi.J97 fps (psi) 259485 E59485 JSB/11-2:8-2017 BHT a OF14 JOB: HALBERT RESIDENCE 6355 MEMBER: SUS 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. 0.0 PRESTRESS AT TRANSFER PT 797. -65. 2.6 PRESTRESS AT ERECTION P30 760. -62. 7.1 PRESTRESS AT END O.S.L. PE 712. - 58. 13.0 SELF WEIGHT ON PRECAST SW -370. 376. _ SELF WEIGHT ON COMPOSITE SW - - _ WEIGHT OF COMPOSITE WC -158. 160. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERIMPOSED D.L.C. SDLC -1 19. 67. 114. SUPERIMPOSED LIVE LOAD SLL -191. 107. 18E. WIND DOWNWARD PRESSURE WIND 0. 0. 0. ------- PT -t- SW 426. 311. P30 -+- SW + WC + SDLP 23E. 474. 0. PE + SW + WC + SDLP + SDLC + SLL -1 `6. 6.=2. 296. PE + SW + WC + SDLP + SDLC + WIND 65. 545. 114. PE+SW+WC+SDLP-+ SDLC+. 75*WIND+. 75*SLL -78. 625. E50. ALLOW. TENSILE STRESSES - :12 SUR(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) ------------------------------------- P/S + SW = CAMBER AT TRANSFER 0.31 -0." 0.09 AT ERECTION 0.64 -0.47 0.16 AT END S. LIFE 0.70 -0. 54 0.17 - (+):Camber (-):Downward deflection WC SDLP SDLC SLL NET D I. SPL. 0�. 09 -0. 08 0.00 -0. 0 5 -0. 07 -0. 03 0.16 0.00 -0. 14 -0. 14 -0. E8 PERMISSIBLE DEFLECTIONS (in) . L/180=1. 5 L/240=1. 1 L/360=0. 7 L/480=0. 5 VERTICAL SHEAR REQUIREMENTS (6-60) ------------------------------------ X Vu/.75 Vc Vs AV AvMIN ft kips kips kips inE/ft in2/ft HT/E 21 31 0 0.000 0.030 1.1 20 33 0 0.000 0.030 2.2 18 37 0 0.000 0.030 3.3 16 31 0 0.000 0.030 4.4 13 23 0 0.060 0.030 5.5 11 17 0 0.000 0.030 6.6 9 17 0 0.000 0.030 7.7 7 17 0 0.000 0.020 8.8 4 . 17 0 0.000 0.030 9.9 2 17 0 0.000 0.030 10.9 0 17 0 0.000 0.030 HORIZONTAL SHEAR REQUIREMENTS (0-60) Vuh/.75 Vnhl Vnh2 Avf AvhMIN kips kips kips inc/ft inL/ft 1 1 32 103 0.256 0.129 10 32 103 0.240 0.129 9 32 10 3 0.213 0.129 8 32 103 0.18G 0.129 7 32 103 0.1E0 0.129 5 32 103 0.133 0.129 4 32 10,E 0.106 0.129 3 32 103 0.080 0.129 S 3E 103 0.053 0. 1 2 9 1 Jc 103 ►Zi. 027 0.129 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/ii-28-2017 JOBo HALBERT RESIDENCE 6355 MEMBER: GUS SHT -! OF --------------------------------------------------------------------------- 1 John McGrew & Associates I PMD o PRESTRESSED MEMBER DESIGN, ACI 318-08 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION GUS GEOMETRIC DESCRIPTION OF SECTION DEPTH OF SECTION ----------------------------------- WIDTH OF SECTION ---------------- H (1) 2. 000 in COMPOSITE F B (1) 48.000 in H (2) 1.000 in B (2) 47.000 in H (3) 4.000 in B (3) 14.750 in H (4) 1.310 in B (4) 10.480 in H (5) 1.000 in B (5) 47.000 in H (G) 1.310 in B (G) 10.480 in B 4.00 f t PER 108.00 in HT 8.000 in MEMBER DATA LOADING SUSTAINED LOADS span w 5.80 ft i SW 180.5 plf 100 % No Shoring WC 24.0 psf 100 SDLP 0.0 psf 100 SDLC 55.0 psf 100 SLL 40.0 '� psf 50 % WIND 0.0 psf CONCRETE DATA OF PRECAST fI c E000 psi f' c i 4000 p s i fr 581 psi Ec 3710330 psi Ec i 3029472 p s i We 1.4.4 pcf STRAND DATA Grade Relaxation Diameter Area Number- Pu11 Depress VSE `!SM 270 ksi Low relax .4375 in 0.115 in4 / 3 21770 lbs. 0 1.75 in 1. 75 in COMPOSITE CONCRETE DATA ----------------------- f^c 3000 psi Ec 2623600 psi We 144 pcf JSBi11—E8-2017 --------------------------------------------------------------------------- Presoft, Inc. Lakeland, Florida www.prestress.com/presoft 0-1 . r t5t.7% T +:.--9 ms-b. JOBc HALBERT RESIDENCE 6355 MEMBER: GUS SHT/0 OF/4 ----------------------------------------------------------------------------------- AREA GROSS 180.46 END 182.72 . 4L 182.72 . 5L 182.72 GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE I - YD YT AREA I YD YT YTT 744 3.00 3.00 248.34 1556 4.09 1.91 3.91. 747 2.98 3.02 250.60 1568 4.07 1.93 3.93 747 2.98 3.02 250.60 156a 4.07 1.93 3.93 747 2.98 3.02 250.60 1568 4.07 1.93 3.93 SELF WGT. OF P/C WEIGHT OF COMPOS. SUPERIMPOSED DLP SUPERIMPOSED DLC TOTAL DEAD LOAD SUPERIMPOSED LL WIND LOAD SERV. LOAD MOMENTS (k-in) LOADS (plf) REACTIONS (k) -------------------------------------------------------------- AT 0..4L AT 0.5L G! R 25. 0 26.0 180 0.9 13.3 13.8 96 0.5 0.0 0.0 0 0.0 13.8 14.4 100 0.5 52. 1 54.2 376 1.8 2E. 1 23.0 iG0 0. 8 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) --------------------------------------- AT END AT 0.4L AT 0.5L TOP 31 13E 136 BOTTOM 660 560 556 GOVERNING Mu FOR „ U=1. 2D+i. GL -------------------------------------- AT 0.4L AT 0.5L Mu (k-in) 97.9 102.0 . 87Mn (k- i n) 460.5 460.5 s (in) 0.73 0.73 fps (psi) 259567 259567 RELEASE STRENGTH REQUIRED (psi) ---------------------------------- AT END AT 0.4L AT 0.5L 4.4 220 E27 943 934 927 CRACKING MOMENT &- i n ) ------------------------------- AT 0.4•L AT 0.5L c� Mcr 427.4 426.6 1.2 Mcr 512.9 511.9 JSB/ 1 1-`8-2017 JOB: HALBERT RESIDENCE 6355 MEMBER: GUS SHT //OF__/4 STRESS HISTORY AT CRITICAL LOCATION : AT ►Z►.5L (-):Tension (0 :Compression --------------------------------------------------------------------------- STRESSES DUE TO FB(psi) FT(psi) FTT(psi) LOSSES(!) INITIAL PRESTRESS PI 679. .32. 0.0 PRESTRESS AT TRANSFER PT 660. 31. 2.9 PRESTRESS AT ERECTION! Pak 629. 30. 7.5 PRESTRESS AT END O.S.L. PE 583. 27. 14.3 SELF WE I GHT ' ON PRECAST SW --104. 105. - SELF WEIGHT ON COMPOSITE SW _. •- - - WEIGHT OF COMPOSITE WC -55. 56. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERI.MPOSED D.L.C. SDLC -37. 18. 36. SUPERIMPOSED LIVE LOAD SLL -60. 2@. 58. WIND DOWNWARD PRESSURE WIND 0. 0. 0. -------------------------------------------------------------------- PT + SW 556. 136. P30 + SW + WC + SDLP 469. 190„ ►Z►. PE + SW + WC + SDLP + SDLC + SLL 3E6. i 234. 94. PE + SW + WC + SDLP + SDLC + WIND 386. 206. 36. PE+SW+WC+SDLP+SDLC+.75*WIND+.75*SLL 341. EE7. 79. ------------------------------------------------------------------------------------- ALLOW. TENSILE STRESSES : 1E SUR(f'c) = - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f' c = E700 psi 0.60 f' c = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) -------------------------------------- P/ S + SW = CAMBER AT TRANSFER 0.06 -0.0E 0.04 (0 :Camber (-):Downward deflection ------------------------------------- WC SDLP SDLC SLL NET D I. SPL. 0. 04 AT ERECTION 0.12 -0. 04 0.09 -0. 01 0.00 -0. 00 -0. 01 0.07 AT END S. LIFE 0.13 -0. 04 0.10 -0. 01 0.00 -0. 01 ' -0. 01 0.06 PERMISSIBLE DEFLECTIONS (in) . L/180=0.7 L/E40=0.5 L/360=0.3 L/480=0. VERTICAL SHEAR REQUIREMENTS (G-60) HORIZONTAL SHEAR REQUIREMENTS (6-60) X Vu/.75 Vc Vs Av AvMIN V►_►h/.75 Vnhl Vnh2 Avf AvhMINI ft kips kips kips in2/ft ins=/ft kips kips kips in`/ft in2/ft HT/ 2 9 E7 0' 0.000 0.024 5 24 78 0.143 0.148 0.5 8 27 0 0.000 0.024 4 E4 78 0.132 0.148 1.0 7 29 0 0.000 0.0E4 4 24 78 0.123 0.148 1.5 6 31 0 0.000 0.024 3 24 78 0.107 0.148 E.0 6 31 0 0.000 0.024 3 E4 78 0.092 0.148 2.5 5 23 0 0.000 0.024 2 24 78 0.077 0.148 2.9 4 Is 0 0.000 0.024 2 24 78 0. OG 1 0.148 3.4 3 15 0 0.000 0. ► 24 1 84 78 0.046 0.148 3.9 2 15 0 0.000 0.024 1 24 78 0.031 0.148 4.4 1 15 0 0.000 0.024 0 24 78 0.015 0.148 4.9 0 15 0 0.000 0.024 0 24 78 0.000 0.148 MOTE : Required shear capacity Vu/0.75 has been doubled, in order to comply with ACI 318-08 Section 16.6.2. HORIZONTAL SHEAR MOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. .T.RR / 1 1 a-,= 017 JOBN HALBERT RESIDENCE 6355 MEMBER: GUS BHT/ZOF 14 I John McGrew & Associates I D o— 8 1 A PMD o PRESTRESSED MEMBER DESIGN, ACI 318-08 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION a GUI GEOMETRIC DESCRIPTION OF SECTION ------------------------------------ DEPTH OF SECTION H(1) 2.000 in H (2) 1.000 in H (3) 4.000 i.n H (4) 1.310 i►i H (5) 1.000 in H (6) 1.310 in B 4.00 ft HT 8.000 i n MEMBER DATA ---------------- span = 7.33 ft No Shoring CONCRETE DATA OF PRECAST f' c 6�r: 00 p = i f'ci 4000 psi fr 581 psi Ec 3710330 psi Eci 3029472 psi We 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax Diameter .4375 in Area 0.115 in` Number 3 Pall 21770 l bs Depress 0 YGE 1. 75 in YGM 1.75 1. 7 5 in COMPOSITE WIDTH OF SECTION B(1) 48.000 in B (2) 47.000 in B(3) 14.750 in B(4) 10.480 in B(5) 47.000 in B(G) 10.480 in LOADING ---------------- SW 180.3 p l j= WC 24.0 psf SDLP 0.0 psf SDLC 39.0 psf SLL 85.0 p a f WIND 0.0 psf PER 108.00 in SUSTAINED LOADS --------------- 100 % 100 % 100 % 100 % 50 % COMPOSITE CONCRETE DATA ------------------------- f1 c 3000 psi Ec 2623600 psi We 144 pc f J B/11-28-2017 --------------------------------------------------------------------------- Presoft, Inc. Lakeland, Florida www.prestress.com/presoft Tale fARY) SA%-1054, JOB: HALBERT RESIDENCE 6355 MEMBER: BUS SHT13 OF 14 GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE A AREA I YB YT AREA I YB YT YTT GROSS 180.46 744 3.00 3.00 E48.34 1556 4.09 1.91 3.91 END 182.72 L 747 2.98 3.02 250.60 1568 4.07 1.93 3.93 . 4L 162.72 747 2.98 3.02 250.60 1568 4.07 1.93 3. S3 . 5L 182.72 747 2.98 3.02 250.60 1568 4.07 1.93 3.93 SERV. LOAD MOMENTS (k-in) LOADS (plf) REACTIONS (k) ----------------------------------------------------------------------------------- AT 0.4L AT 0.5L Q R SELF WGT. OF P/C 14.0 14.5 180 0.7 WEIGHT OF COMPOS. 7.4 7.7 96 0. 'i SUPERIMPOSED DLP 0.0- 0.0 0 0.0 SUPERIMPOSED DLC 12.1 12.6 156 ►Zi. 6 TOTAL DEAD LOAD ------- 33.5 ------- 34.9 ----- 43E ----- i . 6 SUPERIMPOSED LL 26.3 27.11 340 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 31 87 90 44 146 150 BOTTOM 659 604 601 94E 100E 1002 GOVERNING Mu FOR a U=1.2D+1.GL ----------------------------------- AT 0.4L AT 0.5L Mu (k-in) 82.2 85.7 .92Mn (k-in) 432.9 432.9 .a (in) 0.73 0.73 fps (psi) 259567 259567 CRACKING MOMENT Ak-in) ------------------------------- AT 0.4L AT 0.5L -------------- Mcr- 435.9 435.4 1.2 Mcr 523.1 522.5 _T ,B / 1 1-28 017 JOB: HALBERT RESIDENCE 6355 MEMBER: 6US SHT_dOFI-� STRESS HISTORY AT CRITICAL LOCATION : AT 0.5L (-):Tension (+):Compression ---------------------------------------------------------------------------- STRESSES DUE TO FB(psi) FT(psi) FTT(psi.) LOSSES(/) INITIAL PRESTRESS PI 679. 32. 0.0 PRESTRESS AT TRANSFER PT 659. 31. 3. 0 PRESTRESS AT ERECTION P30 628. 30. 7.6 PRESTRESS AT END O.S.L. PE 581. 27. 14.5 SELF WEIGHT ON PRECAST SW -58. 59. -- SELF WEIGHT ON COMPOSITE SW - - - WEIGHT OF COMPOSITE WC -31. 31. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERIMPOSED D.L.C. SDLC -33. 15. 31. SUPERIMPOSED LIVE LOAD SLL -71. 34. 69. WIND DOWNWARD PRESSURE WIND 0. 0. 0. ------------------------------------------------------•---------- PT + SW 601. 90. P:30 + SW + WC + SDLP 539. 120. 0. PE + SW + WC + SDLP + SDLC + SLL 388. / 166. 100. PE + SW + WC + SDLP + SDLC + WIND 459. 133. 31. PE+SW+WC+SDLP+SDLC+. 75*WIND+. 75*SLL 406. 158. 83. -------------------------------------------------------------------------------- ALLOW. TENSILE STRESSES : 12 SQR(f'c) = - 930 psi 7.5 SQR(f'c)= - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f' a = 2700 psi 0.60 f' c = 3600 psi CAMPER AND DEFLECTIONS AT MIDSPAN (in) (+):Camber (--):Downward deflection --------------------------------------------------------------------------- P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0.03 -0.01 0.03 0.0.E AT ERECTION 0.07 -0. 01 0.06 --0. 00 0.00 -0. 00 -0. 00 0.05 AT END S. LIFE 0.08 -0. 01 0.06 -0. 00 0.00 -0. 01 -0. 01 0.05 PERMISSIBLE DEFLECTIONS (in) . L/180=0.5 L/240=0.4 L/360=0.E L/480=0.2'' VERTICAL SHEAR REQUIREMENTS (G-60) X Vu/.75 Vc Vs AV AvMIN ft kips kips kips in2/ft in`/ft HT/2 9 27 0 0.000 0.024 0.4 9 27 0 0.000 0.024 0.7 8 28 0 0.000 0.024 1.1 7 29 0 0.000 0.024 1.5 6 31 0 0.000 0.024 1.8 5 29 0 0.000 0.024 2.2 4 22 0 0.000 0.024 2.6 3 17 0 0.000 0.024 2.9 2 15 0 0.000 0.024 3.3 1 15 0 0.000 0.024 3.7 0 15 0 0.000 0.024 HORIZONTAL SHEAR REQUIREMENTS (G--60) Vuh/.75 Vnhi Vnh` Avf AvhMIN kips kips (sips ins:/ft in2/ft 6 24 78 0.203 0.148 6 24 78 0.201 0.148 6 24 78 0.179 0.148 5 24 78 0.156 0.148 4 24 78 0.134 0.148 4 24 78 0.112 0.148 3 24 78 0.089 0.148 2 24 78 0.067 0.148 1 24 78 0.045 0.148 1 24 78 0.022 0.148 0 24 78 0.000 0.148 NOTE : Required shear- capacity Vu/0. 75 has been with ACT 318-OB Section 18.8.2. 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