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HomeMy WebLinkAboutHollow Core Plank Desig PRESTRESS HOLLOW CORE PLANK DESIGN FOR SIMMERMACHER RESIDENCE JENSEN BEACH, FLORIDA P-17-6323_. Pre-Cast Specialties,LLC. John P. McGrew, P.E. 1380 Northeast 48th Street Fl. Lic. #26641 Pompano Beach, Florida 33064 August 28, 2017 SHEETS 1 THRU 14 File Copy" SUBJ CT JOB# t 1 sf d 4 3aZ 3 JOHN McGREW &ASSOCIATES PROJECT DATE CONSULTING ENGINEER SHT OF J 4o Psi s SDI P 20 IS 5-5 C07'r des' Is5ra4l, ^ 5' ko _Y t � ° '7 f a L(5 54 A --3rf7,q sv;- 038 Y4 P C- I C l u la c� ����,.� 5� �� - l 4 '- TI c- ll , C lv 14 cc,_, VAC!Va_ - 2 Z^ �2 i SUBJECT JOB# llo cvk .;�6,.,3 JOHN McGREW &ASSOCIATES PROJECT DATE CONSULTING ENGINEER to tl �` d eft? 08/0�0 W17 Cj/Z Crum,.,, SHT OF J sew FL SLL � . f G!esi a kl sik (� US- �57 5-037 ys C31 - C3313 � esl�ti, Sri.., - 97 1�L� -71/tom C, U Z - o vj -Ts JOB n S I MMERMACHER RESIDENCE 6323 MEMBER s BUS SHT 3 OFL John _ c _-L-3=- .=`-c.==.L'-�=ate Alto �_ 6 l McGrew 53, -6 PMD o PRESTRESSED MEMBER DESIGN, ACI 318-08 DESIGN CRITERIA Copyright (C) 2010 by Pre_soft, Inc. STANDARD SECTION . BUS GEOMETRIC DESCRIPTION OF SECTION ------------------------------------ DEPTH OF SECTION WIDTH OF SECTION H Q) 2. 000 in COMPOSITE B ( 1 ) 48. 000 in i H (E) 1. E10 in B (2) 47. 800 in H(3) 5. 580 in B (3) 12. 940 in H (4) 1. 750 in B (4.) 10. BOO in H (5) 1. 210 in B (5) 47. 800 in H (E) 1. 750 in B (6) 10. 800 in B 4. 00 ft PER 112. 00 in HT 10. 000 in MEMBER DATA LOADING SUSTAINED LOADS s pan -_ 30. 40 f t ✓ SW 225. 7 p l f 100 No Shoring WC 24. 0 psf 100 SDLC C.J. 0 psf 10o % SLL 40. 0 psf= 50 % WINDS 0. 0 psf CONCRETE DATA OF PRECAST COMPOSITE CONCRETE DATA f" c 6000 psi f' c 3000 p s i f o c i 4000 psi Ec 2623600 psi fr 581 psi 4-Jc 144 pcf Ec 3710330 psi Ec i 3029472 p s i We 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax Diameter . 5000 in Area 0. 153 inu Number 6:1 � Pull 28900 1L-s Depress 0 `rSE 1. 75 in YSM 1. 75 in JSBi 08-28-c017 --------------------------------------------------------------------------- Pr•esoft, Inc. Lakeland, Florida www. prestress. com/presoft JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: BUS SHT `l OF14 --------------------------------------------------------------------------- GROSS AND TRANSFORMED SECTION PROPERTIES ------------------------------------------ PRECAST COMPOSITE ---------------------------------- ------------•--------------- AREA I YB `{T AREA I B 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. 00 5. 91 4. 91 . 4L 231. 69 1755 3. 94 4. 06 299. 57 3121 5. 09 2. 91 4. 91 . OL 231. 69 1755 94 4. 06 6 299. 57 3121 5. 09 2. 91 4. 91 SERV. LOAD MOMENTS (k--i n) LOADS (p 1 f) REACTIONS (k) AT 0. 4L AT �tO. 5L O R SELF WGT. OF P/C 300. 3 1 B 226 3. 4 WEIGHT OF COMPOS. 127. 8 133. 1 96 1. SUPERIMPOSED DLP 0. 0 0. 0 u'i 0. 0 SUPERIMPOSED DLC 133. 1 138. 6 100 1. 5 TOTAL DEAD LOAD 561. 2 584. E 4E2 6. 4 SUPERIMPOSED LL 212. 9 221. 8 ISO 2. 4 WIND LOAD 0. 0 0. 0 0 0. 0 CONCRETE STRESSES AT TRANSFER. (ps i ) RELEASE STRENGTH REQUIRED (psi ) ---------------------------------------- AT END AT 0. 4L AT 0. 5L AT END AT 0. 14•L AT 0. 5L TOP -125 570 599 432 950 998 BOTTOM 15,3E E58 830 2189 1429 1383 GOVERNING Mu FOR a U=1. ED+1. GL CRACKING MOMENT (k-in) ------------------------------------ AT 10. 41- AT 0. 5L AT 0. 4L AT 0. 5L I'llU (k-i n) 1014. 1 1056. 3 Mcr- 1023. 7 1017. 0 . 9OMn (k-i n) 1505. 0 1505. 0 / 1. 2 Mcr 1228. 5 1220. 4 a ( in) 1. 87 1. 87 fps (psi ) 248969 248969 JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: BUS SHTJ 00 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 1532. --125. 4. 4 PRESTRESS AT ERECTION P30 1451. -118. 9. 4 PRESTRESS AT END O. S. L. PE 1352. -1 10. 15. 6 SELF WEIGHT ON PRECAST SW --703. 723. -- SELF WEIGHT ON COMPOSITE SW -- - - WEIGHT OF COMPOSITE WC -299. 308. 0. SUPERIMPOSED D. L. P. SDLP 0. 0. - SUPERIMPOSED D. L. C. SDLC -226. 129. 218. SUPERIMPOSED LIVE LOAD SLL -362. 207. 349. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + SW 830. 599. P30 + SW + WC + SDLP 450. 913. 0. PE + SW + WC + SDLP + SDLC. + SLL - 23S. / 125S. 567. PE + SW + WC + SDLP + SDLC + WIND 124. 1051. 218. PE+SW+WC+SDLP+SDLC+. 75*W I ND+. 75*SLL -147. 1206. 480. ALLOW. TENSILE STRESSES : 12 SOR (f4 c) _ - 930 psi 7. 5 SQR (f5 c) _ - 581 psi ALLOW. COMPRESSIVE STRESSES a 0. 45 f' c = 2700 psi 0. 60 f" c = 3600 p_-i CAMBER AND DEFLECTIONS AT MIDSPAN ( in) (+) :Camber (-) :Downward deflection ---------------------------------------------------------------------------- P/S + SW = CAMBER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 1. 14 -0. 8L 0. 32 0. 32 AT ERECTION 2. 36 --1. 75 0. 61 •-0. C8 0. 00 --0. 1 7 -0. c7 -0. 10 AT END S. LIFE 2. 59 -1. 97 0. 62 --0. 60 0. 00 -0. 50 --0. 53 --1. 01 PERMISSIBLE DEFLECTIONS ( in) L/180=2. 0 L/240=1. 5 L/360=1. 0 L/480=0. 8 VERTICAL SHEAR REQUIREMENTS (6-60) HORIZONTAL SHEAR REQUIREMENTS (G--60) n Vu/. 75 Vc Ys Av AvMIN Yuh/. 75 vnhl Ynh2 Avf AvhMIN ft kips kips kips ins=/ft inS/ft kips kips kips in`/ft inC/ft HT/2 15 3.2 0 0. 000 0. 061 7 32 103 0. 180 0. 129 1. 5 14 37 0 0. 000 0. 061 7 32 103 0. 166 0. 129 3. 0 12 20 0 0. 000 0. 061 6 32 103 0. 148 0. 129 4. 6 11 17 0 0. 000 0. 061 5 32 102 0. 129 0. 129 6. 1 9 1 / 0 0. 000 0. 061 J 32 103 0. 111 0. 129 7. 6 8 17 0 0. 000 0. 061 4 32 103 0. 092 0. 129 9. 1 6 17 0 0. 000 0. 061 3 32 103; 0. 074 0. 129 10. 6 5 17 0 0. 000 0. 061 S 32 103 0. 055 0. 129 12. 2 3 17 0 0. 000 0. 061 2 32 103 0. 037 0. 129 13. 7 c 17 0 0. 000 0. 061 1 .3E 103 0. 018 0. 129 15. 2 0 17 0 0. 000 0. 061 0 32 103 0. 000 0. 129 HORIZONTAL SHEAR NOTE a Roughen contact surface or provide minimum reinforcement AvhMIN. JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: 8US SHT 0 OF 49 ----------------------------------------------------------------------------- Allt 1-414, I ==John_McGrew_r.-Associates I V _ 10 t A) nQ7 t PMD o PRESTRESSED MEMBER DESIGN, AC.I 318-08 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION a SUE GEOMETRIC DESCRIPTION OF SECTIOrd ----------------------------------- DEPTH OF SECTION WIDTH OF SECTION HQ ) 2. 000 in . COMPOSITE B ( 1 ) 48. 000 in H (`) 1. 210 in B (c) 47. 800 in H (G) 5. 580 in B (S) 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 112. 00 in HT 10. 000 in MEMBER DATA LOADING SUSTAINED LOADS ---------------- span = 19. 60 ft / SW 225. 7 p i f 100 % No Shoring WC 24. 0 psf 100 SDLP 0. 0 p s f i 0o SDLC 25. 0 p s f � 100 7- ELL 40. 0 psf 50 WIND 0. 0 psf CONCRETE DATA OF PRECAST COMPOSITE CONCRETE DATA f' c 6000 psi f° c 3000 psi f9 ci 4000 psi Ec 2623600 psi fr 581 psi We 144 pcf Ec 3710330 psi Ec i 3029472 2 psi We 144 pcf STRAND DATA Grade 270 k s i Relaxation Low relax Diameter~ . 5000 in Area 0. 153 in Number 3l Pull 28900 lbs Depress 0 SE 1. 75 in `s'SM 1. 75 in JSB/08_28.._2017 --------------------------------------------------------------------------- Presoft, Inc. Lakeland, Florida www. prestress. com/presoft -rC'a r . r r�c�.V! i 1 3 CJ.� JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: BUS SHT_j" OFlj GROSS AND TRANSFORMED SECTION PROPERTIES ---------------------------------------- PRECAST COMPOSITE AREA I YB YT AREA I YB YT YTT r• -.25 .5 '1'I 293. 5G � 3053 5. 16----- GROSS ��J. G8 17`J �•. �� 4. �� 2. 34 4. 84 END 228. 69 1740 3. 97 4. 03 296. 57 3087 5. 12 2. 88 4. 88 . 4L 228. 69 1 140 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. 83 4. 83 SERV. LOAD MOMENTS (k-in) LOADS (p1f) REACTIONS (k) AT 0. 4L AT 0. 5L- G! R SELF WGT. OF P/C 124. 8 130. 0 226 2. 2 WEIGHT OF COMPOS. 53. 1 55. 3 96 0. 9 SUPERIMPOSED DLP 0. 0 0. 0 0 0. 0 SUPERIMPOSED DLC 55. 3 57. 6 100 1. 0 TOTAL DEAD LOAD 233. 3 243. 0 422 4. 1 SUPERIMPOSED LL 88. 5 92. 'c= 160 1. 6 WIND LOAD 0. 0 0. 0 0 0. 0 CONCRETE STRESSES RESSES AT TRANSFER (psi ) RELEASE STRENGTH REQUIRED (psi ) AT END AT 0. 4L AT 0. 5L AT END AT 0. 4L AT 0. 5L TOP -_65 224 236 11 G 374 394 BOTTOM 795 510 498 1136 850 831 GOVERNING Mu FOR o U=1. 2D+1. 6L CRACKING MOMENT 0-in) ------------- AT 0. 4L AT 0. 5L AT 0. 4L AT 0. 5L C1� (k--i n) 421. 5 - 439. 1 Mcr 710. 0 --707. E . 9OMn &-in) 832. 2 832. 2 1 . 2 Mcr 852. 0 r 848. 6 a (in) 0. 97 0. 97 fps (psi ) 259485 259435 JOB% SIMMERMACHER RESIDENCE 6323 MEMBER: 8US SHT b OF N STRESS HISTORY AT CRITICAL LOCATION g AT 0. 5L (-) :Tension (+) :Compressio11 --------------------------------------------------------------------------- STRESSES DUE TO FB (psi ) FT (psi ) FTT (psi ) LOSSES,K) INITIAL PRESTRESS PI 818. -67. 0. 0 PRESTRESS AT TRANSFER TIT 795. --65. 2. 8 PRESTRESS AT ERECTION P30 758. -62. 7. 4 PRESTRESS AT END O. S. L. PE 708. --53. 13. 5 SELF WEIGHT ON PRECAST SW -297. 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. 9i. SUPERIMPOSED LIVE LOAD SLL -153. 36. 146. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PIT + SW 498. E36. P30 + SW + WC_ + SDLP 335. 367. 0. PE + SW + WC + SDLP + SDLC + SLL 36. 511. 237. PIE + SW + WC + SDLP + SDLC + WIND 189. 425. 91. PE+SW+WC+SDLP+SDLC+. 7 5*W I ND+. 75*SLL 74. 490. 200. ALLOW. TENSILE STRESSES e 1E SUR (f1c) = - 93.0 psi 7. 5 SQR (f" c) = - 581 psi ALLOW. COMPRESSIVE STRESSES . 0. 45 f' c = 2700 psi 0. 60 f" ,_ - 3600 psi CAMBER AND DEFLECTIONS AT MIDSPAN (in) (+) oCamber (--) :Downward deflection ---------------------------------------------------------------------------- P/S + SW = CAMPER WC SDLP SDLC SLL NET DISPL. AT TRANSFER 0. 25 --0. 14 0. 10 0. 1 AT ERECTION! 0. 51 -0. 30 0. 21 -0. 05 � 0. 00 -0. 03 -0. 05 0. 08 AT END S. LIFE 0. 56 --0. 34 0. 22 --0. 1 1 0. 00 -0. 09 -0. 09 --0. 07 PERMISSIBLE DEFLECTIONS ( in) L/180=1. 3 Lf240=1. 0 L1360=0. 7 L/480=0. _, VERTICAL SHEAR REQUIREMENTS (G--60) HORIZONTAL SHEAR REQUIREMENTS (G-60) X Vu/. 75 Vc Vs Av AvMIN Vuh/. 75 Vnh1 Vnh2 Avf AvhMIN ft gips kips kips in`ift K2/ft kips kips kips in2/ft in2 ft HT!E 19 31 0 0. 000 0. 030� - �� �� 32103 0. 228 0. 1293 1. 0 18 33 0 0. 000 0. 030 9 32 103 0. 214 0. 129 2. 0 16 37 0 0. 000 0. 030 8 32 103 0. 191 0. 129 2. 9 14 34 0 0. 000 0. 030 k'�aa...Z. 1�.'. 30 7 32 11k' 3 0. 167 0. 129 0. 129 'L�. 1 ii�9 3. 9 12 25 0 0. 000 '•L3�.. 03��''. 6 32 10�.J 0. 143 0. 1 L 7 4. 9 10 19 0 0. 000 0. 030 J 32 103 0. 119 0. 129 5. 9 8 17 0 0. 000 0. 030 + 32 103 0. 095 0. 129 6. 9 6 17 0 0. 000 0. 030 3 32 103 0. 071 0. 129 7. 8 4 17 0 0. 000 0. 030 E 3E 103 0. 048 0. 129 8. 8 E 17 0 0. 000 0. 030 1 32 103 0. 024 0, 129 9. 8 0 17 0 0. 000 0. 030 0 32 103; 0. 000 0. 129 NOTE . Required shear- capacity Vui0. 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: SIMMERMACHER RESIDENCE 6323 MEMBERS EUS SHT O 009 ----------------------------------------------------------------------------- John McGrew & Associates E PMD : PRESTRESSED MEMBER DESIGN, ACI 318--0a DESIGN CRITERIA Copyright (C) 2010 by Pr-•esoft, Inc. STANDARD SECTION . 6US GEOMETRIC DESCRIPTION ION OF SECTION ------------------------------------ DEPTH OF SECTION WIDTH OF SECTION ---------------- HQ) 2. 000 in COMPOSITE B ( 1 ) 48. 000 in H (L) 1. 000 00 in B (2) 47. 000 in H (3) 4. 000 in BQ) 14. 750 in H (4) 1. 310 in B (4) 10. 480 in H(5) 1. 000 i n B (5) 47. 000 i n H(G) 1. 310 in B (G) 10. 480 in B 4. 00 ft PER 108. 00 in HT 8. 000 in MEMBER DATA LOADING SUSTAINED LOADS s pan = 18. 80 ft � SW 180. 5 p l f 100 % No Shoring WC 24. 0 psf 100 % SDLP 0. 0 psf 100 % SDLC 20. 0 psf 100 % SLL S O. 0 p s f v 50 WIND 0. 0 psf CONCRETE DATA OF PRECAST COMPOSITE CONCRETE DATA ------------------------ f' c 6000 psi f" c 3000 p s i f" ci 4000 psi Ec 2623800 psi fr- 581 psi We 144 pcf Ec 3710330 psi Eci 3029472 psi WC' 144 pcf STRAND DATA Grade 270 ksi Relaxation Low relax; Diameter . 4375 in Area 0. 115 i n2 Number 5 � Pull. 21770 lbs Depress 0 YSE 1. 75 i n 'r SM 1. 75 in 1'ST:?/08-28-2 1 7 --------------------------------------------------------------------------- Pre.soft, Inc. Lakeland, Florida www. prestress. com/presoft JOB; SIMMERMACHER RESIDENCE 6323 MEMBER% GUS SHT10OFI/ ---------------------------------------------------------------------------- GROSS AND TRANSFORMED SECTION PROPERTIES PRECAST COMPOSITE AREA ƒ YB YT AREA I Y§ YT YTT GROSS 180. 46 744 3. 00 3. 00 248. 34 155E 4. 09 1. 91 3. 91 END 184. 22 749 2. 97 3. 03 252. 10 157E 4. 06 1. 94 3. 94 . 4L 134. 22 749 2. 97 3. 03 252. 10 157E 4. 2E 1. 94 3. 94 . 5L 184. 22 749 2. 97 3. 03 252. 10 1576 4. 0E 1. 94 3. 94 SERV. LOAD MOMENTS &-in) LOADS (plf) REACTIONS (k) AT 0. 4L AT 0. 5L O R SELF WGT. OF P/C 91. 8 95. 7 180 1. 7 WEIGHT OF COMPOS. 48. 9 5061:11 gG 0. 9 SUPERIMPOSED OLP 0. 0 0. 0 0 0. 0 SUPERIMPOSED DLC . 40. 7 42. 4 ee 0. 8 TOTAL DEAD LOAD 181. 4 189. 0 356 3. 4 SUPERIMPOSED LL 162. 9 169. 7 320 3. 0 WIND LOAD 0. 0 0. 0 0 0. 0 CONCRETE STRESSES AT TRANSFER (psi ) RELEASE STRENGTH REQUIRED (psi ) ------------------------------------ AT ENO AT 0. 4L AT 0. 5L AT ENO AT 0. 4L AT O. SL TOP 51 422 437 73 723 723 BOTTOM 1078 714 699 1541 119e 1165 GOVERNING Mu FOR : U=1. 2D+I. GL CRACKING MOMENT 0-in) AT 0. 4L AT 2. 5L AT 2. 4L AT 0. 5L Mu (k-in) 478. 3 4g8. 2 . Mcr 518. 2 515. 1 . 9OMn (k-in) 739. 5 739. 5 1. 2 Mcr 621. 9 618. 1 a ( in) 1. 19 1. 19 fps (psi ) 252E12 252612 �eozmo_ao.ee, m JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: GUS SHTII OF----------------------------------------------------------------------------- STRESS HISTORY AT CRITICAL LOCATION : AT 0. 5L (--) :Tension (0 :Compr ession --------------------------------------------------------------------------- STRESSES DUE TO FB (psi ) FT(psi ) FTT (psi ) LOSSES ( ) INITIAL PRESTRESS PI 1120. 55. 0. 0 PRESTRESS AT TRANSFER PT 1078. 51. 3. 7 PRESTRESS AT ERECTION P30 1023. 48. 8. 6 PRESTRESS AT END O. S. L. PE 950. 45. 15. SELF WEIGHT ON PRECAST SW -380. 386. - SELF WEIGHT ON COMPOSITE SW - -- WEIGHT OF COMPOSITE WC -202. 205. 0. SUPERIMPOSED D. L. P. SDLP 0. 0. -- SUPERIMPOSED D. L. C. SDLC -i OS. 52. 106. SUPERIMPOSED LIVE LOAD SLL -4 7. 209. 424. WIND DOWNWARD PRESSURE WIND 0. 0. O. PT + SW 699. 437. P30 + SW + WC + SDLP 441. 640. 0. PE + SW + WC + SDLC'' + SDLC + SLL -178. / 898. 530. PE + SW A- WC + SDLP + SDLC + WIND 259. 689. 10s. PE+SW+WC+SDLC'+SDLC+. 75*W I ND+. 75*SLL --65. 845. 424. ALLOW. TENSILE STRESSES : 12 SQR (f' c) _ - 930 psi 7. 5 SQR (f' c) _ - 581 p s i ALLOW. COMPRESSIVE STRESSES : 0. 45 f' c = E700 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 ER 0 --L 0. 0. 14 0. 14 AT ERECTION 0. 75 -0. 48 0. 27 -0. 10 0. 00 --0. 04 -0. 15 --0. 02 AT END S. LIFE 0. 81 --0. 53 0. 28 --0. 19 0. 00 -0. 12 --0. 31 -0. SS PERMISSIBLE DEFLECTI❑NS ( in) L:180=1. G L/240==0. 9 L/360=0. 6 L/480=0. VERTICAL SHEAR REQUIREMENTS (6--60) HORIZONTAL SHEAR REQUIREMENTS (G-60) K Vu/. 75 V,_ Vs Av AvMIN 4Juh/. 75 Vnhl Ynh2 Avf AvhMIN ft kips kips kips inn/ft inE/ft kips kips kips in2/ft inE/ft HT/` 11 27 0 0. 000 0. 040 7 24 78 0. 230 0. 148 0. 9 11 1 0 0. 000 0. 040 7 E4 78 0. 214 0. 148 1. 9 9 21 0 0. 000 0. 040 6 24 78 0. 191 0. 148 e 2. 8 8 15 0 0. 000 0. 040 5 24 78 0. 167 0. 148 3. 8 7 15 0 0. 000 0. 040 5 24 7 0. 143 0. 148 4. 7 6 15 0 0. 000 0. 04.0 4 24 78 0. 119 0. 148 5. 6 5 15 0 0. 000 0. 040 S 24 78 0. 095 0. 148 6. 6 4 15 0 0. 000 0. 040 E 24 78 0. 071 0. 148 7. 5 2 15 0 0. 000 0. 040 c 24 78 0. 048 0. 148 8. 5 1 15 0 0. 000 0. 040 1 24 78 0. 024 0. 148 9. 4 0 15 0 0. 000 0. 040 0 24 78 0. 000 0. 148 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement cement AvhMIN. •r r•n r ry r, -:r: -..-a+ - JOB; S I MMERMACHER RESIDENCE 6323 MEMBER: SUS SHT 11.009 ---------------------------------------------------------------------------- 1 john McGrew t Associates I PMD a PRESTRESSED MEMBER DESIGN, AC I 316--O8 DESIGN CRITERIA Copyright (C) 2010 by Presoft, Inc. STANDARD SECTION ; 6US GEOMETRIC DESCRIPTION OF SECTION ------------ ----------------------- DEPTH OF SECTION WIDTH OF SECTION ---------------- HQ) 2. 000 i n COMPOSITE . B (1 ) 48. 000 D in H (L) 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 ir; H (5) 1. 000 in B (5) 47. 000 in H (S) 1. 310 in B(G) 10. 480 in B 4. 00 f t PER 108. 00 in HT 8. 000 in MEMBER R DATA LOADING . SUSTAINED LOADS span = 1S. E5 ft l SW 180. 5 plf 100 No Shoring WC 24. 0 psf 100 % SDLP 0. 0 psf— 100 SDLC 20. 0 psf 100 % SLL 80. 0 psf 50 WIND 0. 0 psf CONCRETE DATA OF PRECAST COMPOSITE= CONCRETE DATA f" c 6000 psi f' c 3k 00 psi i "� f' c i 4000 psi Ec 2623.600 psi fr 581 psi Jc 144 pc f Ec 3710320 psi Ec i 3029472 p=i We 144 pcf STRAND DATA Grade 270 k s i Relaxation Low relax Diameter . 4375 in Area 0. 115 A2 Number 3 Pull 21770 l b s / Depress 0 'SSE 1. 75 in YSM 1. 75 i n JSB/08—E8•-2017 ----------------------------------------------------------------------- Presoft, Inc. Lakeland, Florida www. prestress. com/presoft 1-1 . roc % c;•—iAMA JOB: SIMMERMACHER RESIDENCE 6323 MEMBER: EUS SHT OF_L� GROSS AND TRANSFORMED SECTION PROPERTIES ----------------------------------------- PRECAST COMPOSITE AREA I YB YT AREA I YE YT `;'TT CROSS 180. 46 744 3. 00 0 248. 34 1556 4. 09 1. 91 3. 91 END 132. 72 747 2. 98 3. 02 250. 60 1568. 4. 07 1. 93 3. 93 . 4L 182. 72 747 2. 98 3. 02 250. 60 1568 4. 07 1. 93 3. 9- r' r' C. 8 3. {L 2 250. 6 � F 7 3 3. 93 . �� 182. 72 �4-' 9 �' '� �� 1 O68 -+. 4�r 1. 9 SER'V. LOAD MOMENTS (k-in) LOADS (plf) REACTIONS (k) AT 0. 4L AT 0. 5L Q R SELF W T. OF P/C 68. 6 71. 5 180 1. 5 WEIGHT OF COMPO S. 36. 5 38. 0 96 0. 8 SUPERIMPOSED DLP 0. 0 0. 0 0 0. 0 SUPERIMPOSED DLC 30. 4 31. 7 Bo 0. 6 TOTAL DEAD LOAD 1=5. 5 141. 35C 2. 9 SUPERIMPOSED LL 1E1. 7 126. 8 320 2. 6 WIND LOAD 0. 0 0. 01 O 0. 0 CONCRETE STRESSES AT TRANSFER (psi ) RELEASE STRENGTH REQUIRED (psi ) AT END AT tiZI. 4L AT O. 5L AT END AT 0. 4L AT 0. 5L_ TOP 31 308 320 43 514 33 BOTTOM 662 388 377 946 647 63 GO'YERNING Mu FOR o U=1. LD•+-1. 6I_ CRACKING MOMENT (k-in) AT 0. 4L AT 0. 5L AT 0. 4L AT O. 5L 35 Mu (k-i n) 357. 3 3 372. 2 MCI- -- 3`34. 7 - ... 39E. 4 . 9 Mn t k-i n) 474. 2 474. 2 1. 2 Mcr 473. 7 470. 8 a (in) 0. 73 fit. 73 fps (psi ) 259567 259367 JOB o S I MMERMACHER RESIDENCE 6323 MEMBER: GUS SHT N OF (I- STRESS HISTORY AT CRITICAL LOCATION e AT 0. 5L (-) :Tension (-+) ;Compression -----------------------------------------.-------------.----_..-_ --------------------------------------------- STRESSES DUE TO FB (psi ) FT (psi ) FTT (psi ) LOSSES (%) INITIAL PRESTRESS PI 675. 32. 0. 0 PRESTRESS AT TRANSFER PT 662. 31. 2. 5 PRESTRESS AT ERECTION P30 63E. 30. 7. 0 PRESTRESS AT END O. S. L. PE 591. 28. 13. 0 SELF WEIGHT ON PRECAST SW -C 86. 288. - SELF WEIGHT ON COMPOSITE SW --- - -- WEIGHT OF COMPOSITE WC -152. 153. 0. SUPERIMPOSED D. L. P. SDLP 0. O. __ SUPERIMPOSED D. L. C. SDLC -32. 39. 771. SUPERIMPOSED LIVE LOAD SLL -,CBS. 156. 318. WIND DOWNWARD PRESSURE WIND 0. 0. 0. PT + S- W 377. 320. P30 + SW + (.,ii: + SDLP 194. 472. 0. PE + SW + WC SDLP + SDLC + SLL --258. ✓� 665.. 397. PE + SW + WC + SDLP + SDLC + WIND 71. 509. 79. PE+SW+WC+SDLP+SDLC+. 7 5*W I ND+. 75*SLL -175. 626. 318. ALLOW. TENSILE STRESSES f 12 SOR (f° c) _ -- 930 psi 7. 5 SQR (f" c) _ - 581 psi ALLOW. COMPRESSIVE STRESSES o 0. 45 f' c = 2700 p s i 0. 60 0 f' c == 3600 p s i CAMBER AND DEFLECTIONS ATMIDSPAN (in) (+) :Camber Camber^ (-) :Downward- -) aDownward- deflection - - - - - ' - P/S ,+. SW = CAMBER WC SDLP SDLC SLL !'DIET DI SPL. AT TRANSFER 0. 17 --0. 13 0. 04 0. 04 AT ERECTION 0. 34 -0. 87 0. 08 --0. 05 0. 00 --0. 02 -0. 09 -0. 013 AT END S. LIFE - 0. 37 -0. 30 0. 08 - 0. 1 1 0. 00 --0. 06 --0. 1 7 -0. E7 PERMISSIBLE DEFLECTIONS ( in) L/160=1. 1 Lf240=0. 8 L/360=0. 5 L;480=0. 4- VERTICAL SHEAR REQUIREMENTS (G--60) HORIZONTAL SHEAR REQUIREMENTS (G-60) K Vu/. 7 5 Vc Vs Av AvMIN Vuhi. t5 Vnh l VnhE Avf AvhMIN ft kips kips kips in2/ft in2/ft kips kips kips in2/ft in2/ft r HT/E 10 27 0 0. 000 0. 024 6 E4 78 0. 197 0. 148 0. 8 9 28 0 0. 000 00 0. 024 E: 24 78 0. 185 0. j 4 .. ,2 00 0. 024 5 24 78 0. 165 0. 148 E. 4 7 16 0 0. 000 0. O24 5 24 78 0. 144 0. 143 3. 3 6 15 0 0. 000 0. 024 4 24 78 0. 123 0. 148, 4. 1 5 15 0 0. 000 0. 024 3 24 78 0. 103 0. 148 4. 9 4 15 0 0. 000 0. 024 3 24 78 0. 08E 0. 148 5. 7 3 15 0 0. 000 0. 024 E 24 78 0. 062 0. 148 6. 5 2 15 0 0. 000 0. 024 1 24 78 0. 041 0. 148 7. 3 1 13 0 0. 000 0. 024 1 24 78 0. 081 0. 143 8. 1 0 15 0 0. 000 0. 024 0 E4 78 0. 000 0. 148 HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum reinforcement A'rl-MIN.