Loading...
HomeMy WebLinkAboutCore Plank Design170 6-04a1(,-2 PRESTRESS HOLLOW CORE PLANK DESIGN THESE PLANS AND ALL PROPOSED WORK FOR ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAYBE NECESSARY M ORDER TO COMPLY WITW ALL AP-' "All"" 000E9: MEDINA RESIDENCE FORT PIERCE, FLORIDA P-17-6327 I `7ae - oG (t0 K ST. LUCOUNTY BLiLDING DD"Tc ,._* REVIEWED FOR C L NCE REVUi,kVED BY v DATE PLANS AND PEII. :_f ST BE XEPT ON JOB OR NO INSPECTION WILL BE NL--0E. Pre -Cast Specialties, LLC. 1380 Northeast 48th Street Pompano Beach, Florida 33064 CONCEALED FASTENERS OR ATTACHMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD RECEIVED OCT 2 5 2W PERMITTING St. Lucie County, FL k 1 John P. McGrew, P.E. Fl. Lic. # 26641 September 5, 2017 SHEETS 1 THRU 10 'AA-S folto/l-I Ple- COPY JOHN McGREW & ASSOCIATES CONSULTING ENGINEER �/ r d�> &,�n � — 4 �J t M < _ l �� se ' -�Y�., See c'm des5 - - ��� 6 9g U4D`:>26{rl SHT OF 1 �o Cem l j'e,� Jesn 5�� 5 r--'s-�M.aA a,,Kd 7-hi'v-d Ploov P IQrr!/J � f ose JOIN N MED I NA RESIDENCE 6327 MEMBER a BUS SHT �-OF 10 ---------------------------------------------------------------------------- I .Tulin McGrew ew & Associates! i^MD o PRESTRESSED MEMBER DESIGN, ACI 218--08 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. DEPTH OF SECTION H(1) 2.000 in H(2) 1.210 in H (3) 5.580 i n H(4) 1.750 in H (5) 1.210 in Pi (6) 1.750 i n B 4.00 ft HT 10.000 i, n MEMBER DATA ---------------- pan = 27.00 ft No Shoring NON—STANDARD SECTION GEOMETRIC DESCRIPTION OF SECTION ------------------------------------ WIDTH OF SECTION COMBOSIiE ------------------- D(1) . 48.000 in B (2) A7. 800 in B (3) 12.940 in B (4) 10.800 i f; B (5) 47.800 in (6) 10.800 in PER 112.00 in LOADING SUSTAINED LOADS � ��------�--— �`:�. 7 p 1. f------__ _ 100 ---- WC 24.0 psf 100 0 SDLP 0.0 psf 100 % SDLC 25.0 psf / 100 % SLL 40.0 psf 50 WIND 0.0 psf CONCRETE DATA OF PRECAST f s c 6000 p s i f' c i 4kc' 00 p s i fr 581 psi Ec 3:710330 psi Ec i 3029472 p s i We 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax Diameter .5000 in Area••=. 0.153 02 Number-, 5 Pull 28900 l bs Depress 0 YSE 1.75 in YSM 1.75 in COMPOSITE CONCRETE DATA I, c 3000 0 psi Ec 2623600 psi. wcc 1.44 pc_ f JSB/09-05—E017 0"a nff Tnr• -- --?-.-_... JOB: MED I NA RESIDENCE 6327 MEMBER: 8US SHT �3 DF 10 ---------------------------------------------------------------------------- GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA I YB YT AF:EA I YD 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. ` 0 .4L 230.69 1750 3.95 4.05 298.57 3110 5.10 ImoJ� �,/� � 'l'o`�J0 . 5L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90 SERV. LOAD MOMENTS (k- i n) LOADS (p I f) REACTIONS (k ) AT 0. AL AT 0. 5L Of R SELF WGT. OF P/C 236.9 246.8 EE6 3.0 WEIGHT OF COMPOS. 100.8 105.0 96 1. SUPERIMPOSED DLP 0.0 0.0 0 0.0 SUPERIMPOSED DLC 105.0 i09.3 100 1.4 TOTAL DEAD LOAD 442.7 461.1 4E2 5.7 SUPERIMPOSED LL 168.0 175.0 160 L 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 -105 443 466 308 73a 17S BOTTOM 1292 75. 735 1+348 1262 1225 GOVERNING Mu FOR o U=1. _D+i. GL AT 0. 4L AT0. 5L Ml_i (k--in) -799.9 --833.2 . 9OMn (k- i n) 1296.9 1296.9 a (in) 1.58 1.58 fps (psi) 252475 252475 CRACKING MOMENT (k-in) AT 0.4L AT 0.5L Mcr" 923.7 918.4 1. L Mcr -- 1108.4 1 102. 1 w. w+a- t Y• 1 ti• w.i V ti• 1 L JDB: MEDINA RESIDENCE --------------------------------------------------------------------------- 63E7 MEMBER: BUS SHT QW0 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. 0.0 -- PRESTRESS AT TRANSFER PT 092. -105. 3.9 PRESTRESS AT ERECTION P30 1EEE. -100. 8.8 PRESTRESS AT END O.S.L. PE 1142. -93. 15.0 SELF WEIGHT ON PRECAST SW -557. 571. - SELF WEIGHT ON COMPOSITE SW - -- WEIGHT OF COMPOSITE WC -237. E43. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. -- SUPERIMPOSED D.L.C. SDLC -179. 102. 17E. SUPERIMPOSED LIVE LOAD SLL -287. 163. 276. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PIT + SW 735. 466. P30 + SW + WC + SDLP 432. 714. 0. PE + SW + WC + SDLP + SDLC: + SLL -118. 986. 448. PE + SW + WC + SDLP + SDLC + WIND 169. 823. 172. PE+SW+WC:+SDLP+SDLC+.75*WIND+.75*SLL -46. 945. 379. ALLOW. TENSILE STRESSES : 12 SQR (f' c) = - 930 psi 7.5 SQR (f' & = - 581 psi ALLOW. COMPRESSIVE STRESSES : 0.45 f' c = 2 700 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 0.76 -0. 51 0.25 0.25 AT ERECTION 1.57 --1.09 0.48 --0.18 0.00 -0. 10 --0.17 0.03 AT END S. LIFE 1.73 -1. 3 0.50 --0. 38 0.00 -0. 31 -0. 33 -0. 5L 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/ft in`/ft HT/E 13 32 0 0.000 0.051 1.4 12 37 0 0.000 0.051 E.7 11 22 0 0.000 0.051 4.1 10 17 0 �Z7�i00, 0.051 5.4 8 17 0 `70. 0. 000 0.051 6.8 7 17 0 0.000 0.051 8.1 5 17 0 0.000 0.031 9.5 4 17 0 0.000 0.051 10.8 3 17 0 0.000 0.051 12.2 1 17 0 0.000 0.051 13.5 0 17 0 0.000 0.051 HORIZONTAL SHEAR REQiIREMENTS (0-60) V+_:h/.75 VnhI Vnh2 Avf AvhMIN kips kips hips in2/ft in2/ft 7 32 103 1590.129 00.148 6 32 103 �. 0. 1'L'I'8 0.129 5 32 103 0.131 0.129 5 32 103 0.115 0.129 4 32 103 0.098 0.129 3 32 103 0.082 0.129 3 32 103 0.066 0. 12,13 32 103 0.049 0.129 JL 103 '+ 3 0.033 0.129 1 32 103 0.101-16-�, 0.129 0 32 103 0.000 0.1291 HORIZONTAL SMEAR NOTE : Roughen contact surface or provide minimum reinforcement AvhMIN. JOB: MEDIILIA RESIDENCE 63E7 MEMBER: 8US SHT S OF I0 --------------------------------------------------------------------------- to cc I John McGrew & Associates I PMD o PRESTRESSED MEMBER DESIGN, ACI 31S-OS DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. 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 i n MEMBER DATA ---------------- span = 15.60 ft No Shoring . NON-STANDARD SECTION GEOMETRIC DESCRIPTION OF SECTION ----------------------------------- WIDTH OF SECTION COMPOSITE P (1) 48.000 in B(i_) 47.300 in B(3) 12.940 in B(4) 10.800 in B (5) 47.800 in B (G) 10.800 in PER 112.00 in LOADING SUSTAINED LOADS .. SW 225.7 p l f 100 . WC 24.0 psf 100 % SDLP 0.0 psf 100 % SDLC: 25.0 psf i 100 % SLL 40.0 psf 50 I WIND 0.0 psf CONCRETE DATA OF PRECAST f' C 6000 p s i f`ci 4000 psi fr 581 psi EC 3710330 psi Ec i 3029472 p s i We 144 pcf STRAND DATA Grade Relaxation Diameter Area Number- Pull Depress `r'SE YSM 270 k s i Low relax .5000 i n 0.153 K2 28500 1bs 0 1.75 In 1.75 in COMPOSITE CONCRETE DATA f"c 3000 psi Ec 2623600 psi We 144 p,cf iBB/09-05-2017 ------------------------------------------------------------------------- JOBe MEDINA RESIDENCE 6327 MEMBER: SUS BHT 6 OF/0 ---------------------------------------------------------------------------- GROSS AND TRANSFORMED SECTION PROPERTIES FORECAST 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 29t .. 57 3087 5.12 2.88 4.88 SERV. LOAD MOMENTS (k-in) AT 0.4L AT 0.5L SELF WGT. OF P/C 124.8 130.0 WEIGHT OF COMPOS. 53.1 55.3 SUPERIMPOSED DLP 0.0 0.0 SUPERIMPOSED DLC 55.3 57.6 TOTAL DEAD LOAD 233.3 243.0 SUPERIMPOSED LL 88.5 92.2 WIND LOAD 0.0 0.0 CONCRETE STRESSES AT TRANSFER (psi) AT END AT 0.41_ AT 0.5L TOP -65 224 230 BOTTOM 795 510 498 GOVERNING Mu FOR o U= 1. 2D+I. GL AT 0.4L AT 0.5L Mu � (k-in) 421.5 439. 1 . 9OMn &- i n) 832.2 832.2 a (in) 0.97 0.97 fps (psi) 259485 259485 LOADS (plf) REACTIONS (k) Q R 226 2.2 96 0.9 0 0.0 100 1.0 422 4.1 160 1. 6 0 0.0 RELEASE STRENGTH REQUIRF_D (psi) AT END AT 0.4L AT 0.5L i1E 374 394 1 136 850 831. CRACKING MOMENT (k-in) AT 0.4L AT 0.5L Mcr 710.0 707. 1.2 Mcr, 852.0 848.E � s.v � � ti! S.• V L Y.� 1 f JOBo DIEDINA RESIDENCE 63E7 MEMBER: 8US SHT !OF lC� STRESS HISTORY AT CRITICAL LOCATION a AT 0.5L (--):Tension- (+):Compression STRESSES DUE TO FB(psi) FT(psi) FTT(psi) - LOSSES(/) INITIAL PRESTRESS PI 818. -67. ---- --- .__._ 0 PRESTRESS AT TRANSFER PT 795. -65. 2.8 PRESTRESS AT ERECTION P30 758. -62. 7.4 PRESTRESS AT END O.S.L. PE 708. --58. 13.5 SELF WEIGHT ON PRECAST SW --E97. 301. - SELF WEIGHT ON COMPOSITE SW -_ -- .- WEIGHT OF COMPOSITE WC -126. 128. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. - SUPERIMPOSED D.L.C. SDLC --96. 54. 91. SUPERIMPOSED LIVE LOAD SLL --153. 86. 146. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + SW 498. 236. P30 + SW + WC + SDLP 335. 367. 0. PE + SW + WC, + SDLP + SDLC + SLL 3:6. 51 i.. 237. PE + 5W + WC + SDLP + SDLC + WIND 189. � 425. 91. PE+ SW+WC+SDLP+SDLC+. 75#WIND+. 75#SLL 74. 490. 200. ALLOW. TENSILE STRESSES o 12 SQR(f'c) = - 930 psi 7.5 SQR(f"cl= - 581-psi ALLOW. COMPRESSIVE STRESSES o 0.45 f' c = 2700 psi 0160 f9 = = 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) (+) :Camber (-):Downward deflection P/ S + SW = CAMBER ' WC SDLP SDLC SLL- NET D I SPL. AT TRANSFER 0.25 -0. 14 0.10 - _. 0. 10 -0.10 AT ERECTION 0.51 -0. 30 0.21 -0. 05 0.00 0 --0. 03 -0. 05 0.08 AT END S . LIFE 0.56 -0. 34 0.22 --0. 1 1 0.00 -0. 0 9 --0. 09 -0. 07 PERMISSIBLE DEFLECTIONS (in) . L/180=1. 3 L/240=1. 0 L/ 3GO=0. 7 L/480==0. 5 VERTICAL SHEAR REQUIREMENTS (G-60) X Vu/.75 Vc Vs Av AvMIN ft kips kips kips in`/ft inE/ft HT / 2 19 31 0 0.000 0.030 1.0 18 33 0 0.000 0.030 2.0 16 37 0 0.000 0.030 E.9 14 34 0 0.000 0.030 3.9 12 25 0 0.000 0.030 4.9 10 19 0 0.000 0.030 5.9 8 17 0 0.000 0.030 6.9 E 17 0 0.000 0.030 7.8 4 17 0 0.000 0.030 8.8 2 17 0 0.000 0.030 9.8 0 17 0 0.000 0.030 HORIZONTAL SHEAR REQUIREMENTS (G-60) Vuh/.75 Vnh1 Vnh2 Avf AvhMIN kips kips kips inE/ft in2/ft 9 32 103 0.228 0.129 9 32 103 0.214 0.129 8 32 103 0.191 0. 10.3 7 .38 103 0.167 0. 1`9 G 32 103 0.143 0.129 5 32 103 0.119 0.129 4 32 103 0.095 0.129 3 32 103 0.071 0.129 2 32 103 o.048 0.129 1 32 10= 0.024 0.129 0 32 103 0.000 0.129 NOTE : Required shear capacity Vu/0.75 has been doubled, in order to comply with AC:I 318-08 Section 18.8.2. HORIZONTAL SHEAR NOTE o Roughen contact surface or provide minimum reinforcement AvhMIN. b_ i t L� L �. f� Y• i f JOBa MEDINA RESIDENCE 6327 MEMBER: GUS SHT O 00 1—John —McGrew & Associates ! ►ilk 204 201 PMD PRESTRESSED MEMBER DESIGN, ACI 318-08 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION 0 GUS GEOMETRIC DESCRIPTION OF SECTION ----------------------------------- DEPTH OF SECTION H(1) 2.000 in 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 8.000 i n MEMBER DATA ---------------- span = 9.60 ft No Shoring CONCRETE DATA OF PRECAST f 4 c 6000 psi f' c•i 4000 psi fr 581 psi Ec 3710330 psi Eci 3.02947E psi We 144 pcf STRAND DATA COMPOSITE WIDTH OF SECTION B(1) 48.000 in B(2) 47.000 iTi Q) 14.750 in Fi; 4 4 7 10.480 i Tl B (5) 47.000 in B46) 10.480 in LOADING SW 180.5 plf WC E4.0 psf SDLP 0.0 psf SDLC; 20.0 psf SLL 80.0 psf WIND 0.0 psf Grade 270 k s i Relaxation Low relax Diameter- .4375 in Area 0.115 in` Number 3 Pull 51770 � 1b5 Depress 0 `fSE 1.75 in Y SM 1.75 i n -------------------------------------------- D"McnT+ T-r. PER 108.00 in SUSTAINED LOADS ---------------- 100 % 100 % 100 %, 100 % 50 % COMPOSITE CONCRETE:: DATA f1c 3000 psi Ec 2623600 psi WC 144 pcf JSBi 09-05-2017 ------------------------------ --- ---- I'---- --- '----- -- — JOB° MEDINA RESIDENCE 6327 MEMBER: GUS SHT l OFI0 ---------------------------------------------------------------------------- GRO SS AND TRANSFORMED SECTION PROPERTIES ---------------------------------------- PRECAST COMPOSITE -- - '- AREA I YB YT AREA I YB `fT YTT GROSS 180.46 744. 3.00 3.00 248.34 1556 4.09 1.91 3.91 END 182.72 747 2.98 3.02 250.60 1 568 4.07 1.93 3.93 . 4L 182.72 747 2.98 3.02 ' 250.60 1568 4.07 1.93 3.93 . 5L 182.72 747 2.98 ter. 02 250.60 1568 4.07 1.93 3.93 SERV. LOAD. MOMENTS &-i n) LOADS (p l f) REACTIONS (k ) AT 0.4L AT 0.5L 0 R SELF WGT. OF P/C 23.9 24.9 ISO --0.9 WEIGHT OF COMPOS. 12.7 13.3 96 0.5 SUPERIMPOSED I)LP 0.0 0.0 O 0.0 SUPERIMPOSED DLC 10.6 11.1 80 0.4 TOTAL DEAD LOAD 47.3 49.3 356 - 1.7 SUPERIMPOSED LL 42. 5 r _ 320 -1. WIND LOAD 0.0 0.0 0 0.0 CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi) AT END AT O. 4L AT 0.5L AT END AT O. 4L --- AT O. 5L ----- TOP 31 128 13E 44E13 ___-220 BOTTOM 660 564 560 943 940 934. GOVERNING Mu FOR ; U=1.2D+I.6L AT 0.4L AT 0.5L h1 in) 124.7 _- 129.9 . 8 Mn &-i n) 438.2 458.2 a (in) 0.73 0.73 fps (psi) 259567 259567 CRACKING MOMENT &-i n ) AT 0.4L AT O.5L 427.5 1.2 Mcr 514.0 513.0 JOB: MEDINA RESIDENCE 6327 MEMBER: 6US SHT_jWbF'O STRESS HISTOR`r' AT CRITICAL --------------------------------------------------------------------------- LOCATION : AT 0.5L (-) :Tension (+) :Compression STRESSES DUE TO F.8(psi) FT(psi) FTT(psi) LOSSES(;) INITIAL PRESTRESS PI 679. 32. 0.0 PRESTRESS AT TRANSFER PT 660. 31. 2.9 PRESTRESS AT ERECTION P30 628. 30. 7.5 PRESTRESS AT END O.S.L. PE 583. 27. 14.2 SELF WEIGHT ON PRECAST SW --100. 101. - SELF WEIGHT ON COMPOSITE SW - -- - WEIGHT OF COMPOSITE WC --53. 54. 0. SUPERIMPOSED D.L.P. SDLP 0. 0. -- SUPERIMPOSED D.L.C. SDLC --29. 14. 28. SUPERIMPOSED LIVE LOAD SLL -115. 54. 111. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + SW 560. 135. P30 + SW + WC + SDLP 476. 184. 0. PE + SW + WC + SDLP + SDLC + SLL 286. 250. 139. PE + SW + WC + SDLP + SDLC + WIN% 401. 195. E8. PE+SW+WC+SDLP+SDLC+. 75*WIND+.75*SLL 315. 536. Ill. ALLOW. TENSILE: STRESSES : 12 SUR(f'c) = -- 930 psi 7.5 SUR(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 0.06 -0.0E 0.04 0.04 AT ERECTION 0.12 -0. 03 0.09 -0.01 0.00 --0. 00 -0.01 0.07 AT END S. LIFE 0.13 -0.04 0.09 -0.01 0.00 -0.01 --0.0E 0.05 PERMISSIBLE DEFLECTIONS (in) . L/180=0.6 L/240=0.5 L/360=0.3 L/480=0.2 VERTICAL SHEAR REQUIREMENTS (G-60) f Yu/.75 Vc• l•'s AV AvMIN ft kips kips kips inS/ft inE/ft HT/2 11 E7 0 0.000 0.024 0.5 11 27 0 0.000 0.024 1.0 10 29 I��'�l0.000 0.024 1.4 8 31 0 �-� 0.000 0.024 1.9 7 31 0 0.000 0.024 Imo. :7 5 is 0 0.000 0.024 3.4 4 15 0 0.000 0.024 3.8 C 15 0 0.000 0.024 4.3 1 15 0 0.000 0.024 4.8 0 15 0 0.000 0.024 HORIZONTAL SHEAR REQUIREMENTS (G-60) V uh/. 75 'Vnhi VnhE Avf AvhMIN kips kips kips in`/ft inc/ft 7 24 78 0.226 0.148 7 24 78 0.219 0.148 6 24 78 0.195 0.148 5 24 78 0.170 0. 140 5 24 78 irk. 146 0.1481 4 24 78 0.122 0.148 3 24 78 0. 09 7 0. 145 2 24 78 0.073 0.148 E 24 78 0.049 0.148 1 24 78 0.024 0.148 0 24 8 1� 0.000 0.148 NOTE : Required shear capacity Vu/0.75 has been with ACI 318-06 Section 18.8.2. HORIZONTAL SHEAR NOTE : Roughen contact surface reinforcement AvhMIN. doubled, in order to comply or provide minimum JOHN McGREW & ASSOCIATES CONSULTING ENGINEER JECT JOB# IJECT DATE I �e��•�� (Z�s,�����e co,to�11 SH` 1OF L A - ggSuw�� Z 5 �-•-.�> C V L.'J C'� S •. �i- i v- W c� YL Q.ZS y �_Q), I, �• ` DUS- U4 cb