The URL can be used to link to this page

Home My WebLink AboutAerial Precast Concrete & Structural Steel PlansLABARBIERA RESIDENCE 1 LOT 35 DIAMOND SANDS JENSEN BEACH, FLORIDA AERIAL PRECAST & STRUCTURA Sonia M. To State of Flor CONCRETE L STEEL res ida FILE Registered Engineer #63398 (954)261-5710 .- 10 LABARBIERA RESIDENCE LOT 35 DIAMOND SANDS JENSEN BEACH, FLORIDA TITLE PAGE INDEX PAGE JOIST SCHEDULE JOISTS PAGE # 1 2 3 4 f' ly NIA�rTORRESO FL. LIC 63398 . 10/22/14 2/it JOB: " LA BARBIERA 2 �� " �n"v • r. • wm MStn ro K ovn JOIST SCHEDULE MARK LENGTH BOTTOM CHORD DOUBLEANGLES END DIAGONALS REINFORCEMENT REMARKS V1 V2 V3 V4 V5 VS REMAINING J1D21 6'40" 2 1 X 1 X 1/8 2 12 12' 12" 21" DEEP J1D21 9'-0" 2 1 X1 X118 2 12 518' 21'DEEP J1D21 13'-Ir 2 1 X 1 X 118 2 1/2 3/4" 12" 21" DEEP J1D21 13'-6" 2 1 X 1 X 118 2 12 314" 5/8" 12" 21' DEEP J1 D21 14'-0' 2 1 1/4 X 1 114 X 114 2 518 3/4' 3/4" 5/6• 12' 21" DEEP J2D21 1T-6' 2 1 114 X 1 114 X 1/4 2 5/8 314" 3/4` 5/8" 5/8' 12• 21" DEEP J2D21 l V6" 2 1 12 X 1 12 X 3l16 (2)518 7/8' 314" 3/4" 5/8' 5/8" 12" 12• 21' DEEP J3D21 23'-8" 2 1 12 X 1112 X 3116 2 5/8 718" 314" 3/4" 518" 518` 12" 12• 21" DEEP J31321 25'-6' 2 1112 X 1 12 X 3/18 (2)518 7/8' 3/4" 314" 5/8" 5/8` 12' 12" 21" DEEP J3D21 29-0' 2 1 12 X 1 12 X W16 2 518 7/8' 314" 3/4" 5/8' 12' 21" DEEP J4D21 26'-6' 2 2 X 2 X 114 (2)518 7/8" 71W 3/4" 518" 12" 21" DEEP J61321 I 35'-0` 2 3 X 3 X 3/8 2 5/8 1' 71W 314" 3/4' 5/87 12" 21' DEEP �+I f4• Sonia M. Tortes FLLicense lia 63398 1026/14 JOISTSCHEDULE LABARBIERARESIDENCE.As 3 PROJECT: la barbiera2 DATE 10/26/14 JOIST ID: J1D21 SPAN 13 Ft CLEAR SPAN 12.60 Ft 160 in WIDTH 8 Ft DEPTH 21 in (OVERALL DEP 1 H INCLUDING JOiS T AND SLAt7) DEAD LOAD 65 Psf yc(in): 20.57 LIVE LOAD 40 Psf WIND LOAD 0 Psf TOTAL LOAD 105 Psf LOAD 420 Pif MOMENT 8203 Lb -Ft 8203 Lb -Ft REACTION 2625 Lb 2625.0 Lb -Ft TENSION 4.79 KIPS As(req'd) 0.16 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER As 0.465 SQ.IN i x 1 x 1/8 y=.296 As=.468 F'y 50 KSI y(in): 0.296 Pc 3 KSI Cc 126 B1 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) WEB LENGTH 19.60 IN (TYPICAL) SHEAR 2.625 KIPS TENSION (BRG) 2.72 kips COMP1 2.64 KIPS COMP2 1.65 KIPS COMP3 0.62 KIPS COMP4 -0.52 KIPS BAR r KUr Fa AREA TENSION ki s Pa LOCATION in in KSI IN2 2 BARS BRG KIPS 1 0.25 78.4 21.6 0.79 33.9 17.0 718 . 0.22 69.1 19.9 0.60 26.0 11.9 314 0.19 103.2 17.4 0.44 19.1 7.7 v1 518 0.16 122.5 13.8 0.31 13.3 4.3 v2 1/2 0.13 150.8 7.5 0.20 8.5 1.5 BRG REMAINDER 3/8 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J1D21 SPAN/4 37.5 IN SPAN 12.50 FT 16T 48 IN As 0.468 SQ IN WIDTH/2 48 IN t 3 IN EFFECTIVE WIDTH 37.6 IN b 37.5 IN F'y 50 KSI F'c 3 KSI Depth 21 IN a 0.27 IN Level arm 20.57 IN Ws 1207 LB/FT SAFE WORKING LOAD PER JOIST W actual 420 LB/FT TOTAL LOAD 1 x 1 x 118 ok DOUBLE ANGLE IS ADEQUATE FOR JID21 SONIA M. TORRES PE FLORIDA LICENSE #63398 to'2Eo-14 PROJECT: JOIST ID: SPAN CLEAR SPAN WIDTH DEPTH DEAD LOAD LIVE LOAD WIND LOAD TOTAL LOAD LOAD MOMENT REACTION TENSION As(req'd) As Py Fc Cc B1 WEB LENGTH SHEAR COMP1 COMP2 COMP3 fYNNDA la barblera2 DATE 10/26/14 J1D21 14 Ft 13.60 Ft 162 in 8 Ft 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) 65 Psf yc(in): 20.58 40 Psf 0 Psf 105 Psf 420 Pif 9568 Lb -Ft 9568 Lb -Ft 2835 Lb 2835.0 Lb -Ft 5.58 KIPS 0.19 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER 0.468 SQ•IN 1 x 1 x 118 y=.296 As=.468 50 KSI y(in): 0.296 3 KSI 126 35.36 degrees B1=(<BETWEEN WEB AND VERTICAL PLANE) 19.601N (TYPICAL) 2.835 KIPS TENSION (BRG) 3.32 kips 2.77 KIPS 1.55 KIPS 0.52 KIPS .n sq t<roc BAR r KLlr Fa AREA TENSION (kipsL (kips Ta LOCATION in in KSI IN2 2 BARSfa BRG KIPS 1 0.25 78A 21.6 0.79 33.9 17.0 718 0.22 89.1 19.9 0.60 26.0 11.9 314 0.19 103.2 17.4 0.44 19.1 7.7 vt 518 0.16 122.E 13.8 0.31 13.3 4.3 v2 112 0.13 150.8 7.5 0.20 8.5 1.5 BRG REMAINDER 318 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J1D21 SPAN14 40.5 IN SPAN 13.50 FT 16T 48 IN As 0.468 SO IN WIDTHI2 48 IN t 3 IN EFFECTIVE WIDTH 40.5 IN b 40.5 IN Py 50 KSI PC 3.KSI Depth 21 IN a 0.25 IN Level arm 20.58 IN We 1036 LBIFT SAFE WORKING LOAD PER JOIST W actual 420 LBIFT TOTAL LOAD 1 x 1 x 1/8 ok DOUBLE ANGLE IS ADEQUATE FOR J1D21 SONIA M. TORRES PE FLORIDA LICENSE #63398 PROJECT Is barbiera2 DATE 10/26/14 JOIST ID: J2D21 SPAN 14 Ft CLEAR SPAN 13.60 Ft 162 in WIDTH 8 Ft DEPTH 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) DEAD LOAD 65 Psf yc(in): 20.29 LIVE LOAD 40 Psf WIND LOAD 0 PSI TOTAL LOAD 105 Psf LOAD . 420 PIf MOMENT 9568 Lb -Ft 9W8 Lb -Ft REACTION 2835 Lb 2835.0 Lb -Ft TENSION 5.66 KIPS As(req'd) 0.19 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER As 1.126 SQ.IN 1 1/4 x 1 114 x 114 y=.403 As=1.126 F'y 50 KSI y(in): 0.403 Pc 3 KSI Cc 126 B1 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) WEB LENGTH 19.60 IN (TYPICAL) SHEAR 2.835 KIPS TENSION (BRG) 3.32 kips COMP1 2.77 KIPS COMP2 1.55 KIPS COMP3 0.52 KIPS COMP4 A.52 KIPS BAR r KUr Pa AREA TENSION Lki s fa I LOCATION in in KSI IN2 2 BARSn BRG KIPS 1 0.25 78A 21.6 0.79 33.9 17.0 7/8 0.22 89.1 19.9 0.60 26.0 11.9 314 0.19 103.2 17.4 0.44 19.1 7.7 V1 5/8 0.16 122.5 13.8 -0.31 13.3 4.3 V2 V3 112 0.13 150.8 7.5 0.20 8.5 1.5 BRG REMAINDER 318 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J21321 SPAN/4 40.6 IN SPAN 13.50 FT 16T 48 IN As 1.126 SQ IN WIDTH/2 48 IN t 3 IN EFFECTIVE WIDTH 40.6 IN b 40.5 IN Py 50 KSI Pc 3 KSI Depth 21 IN a 0.61 IN Level arm 20.29 IN Ws 2458 LBIFT SAFE WORKING LOAD PER JOIST W actual 420 LB/FT TOTAL LOAD 1 114 x 1 114 x 114 ok DOUBLE ANGLE IS ADEQUATE FOR J21321 SONIA TORRES PE FLORIDA LICENSE #63398 PROJECT: Is barbiera2 DATE 10/26/14 JOIST ID: J2D21 SPAN 19 Ft CLEAR SPAN 18.60 Ft 222 in WIDTH 8 Ft DEPTH 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) DEAD LOAD 65 Psf ye(in): 20.34 LIVE LOAD 40 Psf WIND LOAD 0 Psf TOTAL LOAD 105 Psf LOAD 420 Pif MOMENT 17968 Lb -Ft 17WS Lb -Ft REACTION 3885 Lb 3885.0 Lb -Ft TENSION 10.60 KIPS As(req'd) 0.35 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER As 1.126 SQ.IN 1 114 x 1 1/4 x 114 y=.403 As=1.126 Py 50 KSI y(in): 0.403 Pc 3 KSI Cc 126 81 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) WEB LENGTH 19.60 IN (TYPICAL) SHEAR 3.885 KIPS TENSION (BRG) 4.31 kips COMP1 4.18 KIPS COMP2 3.09 KIPS COMP3 2.06 KIPS ❑nMPd 1 M som ' BAR r I KUr I Pa AREA TENSION (kips) Pa LOCATION in in KSI IN2 2 BARS0 BRG KIPS 1 0.25 78A 21.6 0.79 33.9 17.0 7/8 0.22 89.1 19.9 0.60 26.0 11.9 V1 3/4 0.19 103.2 17A 0.44 19.1 7.7 V2 5/8 0.16 122.5 13.8 0.31 13.3 4.3 V3 V4 112 0.13 150.8 7.5 0.20 8.5 1.5 BRG REMAINDER 3/8 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J21321 SPAN/4 55.5 IN SPAN 18.50 FT 16T 48 IN As 1.126 SQ IN WIDTHI2 48 IN t 3 IN EFFECTIVE WIDTH 48 IN b 48 IN F'y 50 KSI Pc 3 KSI Depth 21 IN a 0.51 IN Level arm 20.34 IN Ws 1312 LB/FT SAFE WORKING LOAD PER JOIST W actual 420 LBIFT TOTAL LOAD 1 114 x 1 114 x 114 ok DOUBLE ANGLE IS ADEQUATE FOR J21321 Ell, TORRES PE FLORIDA LICENSE #63398 (o-N.t11 4 PROJECT: la barbiem2 DATE 10/26/14 JOISTID: J3D21 SPAN 19 Ft CLEAR SPAN 18.50 Ft 222 in WIDTH 8 Ft DEPTH 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) DEAD LOAD 65 Psf yc(in): 20.32 LIVE LOAD 40 Psf WIND LOAD 0 Psf TOTAL LOAD 105 Psf LOAD 420 Plf MOMENT 17968 Lb -Ft 17968 Lb -Ft REACTION 3885 Lb 3885.0 Lb -Ft TENSION 10.61 KIPS As(req'd) 0.35 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER As 1.054 SQ.IN 1 112 x 1 112 x 3M6 y=.444 As=1.054 Fy 50 KSI y(in): 0.444 F'c 3 KSI Cc 126 B1 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) WEB LENGTH 19.60 IN (TYPICAL) SHEAR 3.885 KIPS TENSION (SRG) 4.31 kips COMP1 4.18 KIPS COMP2 3.09 KIPS COMP3 2.06 KIPS COMP4 1.03 KIPS BAR r KUr Fa AREA TENSION ki s Pa LOCATION in in KSI IN2 2 BARS BRG KIPS 1 0.25 78A 21.6 0.79 33.9 17.0 7/8 0.22 89.1 19.9 0.60 26.0 11.9 V1 314 0.19 103.2 17.4 0.44 19.1 7.7 V2 518 0.16 122.5 13.8 0.31 13.3 4.3 BRG V3 V4 1/2 0.13 150.8 7.5 0.20 8.5 1.5 REMAINDER 3/8 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J31321 SPAN/4 55.5 IN SPAN 18.50 FT 16T 48 IN As 1.054 SO IN WIDTHI2 48 IN t 3 IN EFFECTIVE WIDTH 48 IN b 48 IN Fly 50 KSI Po 3 KSI Depth 21 IN a OAS IN Level arm 20.32 IN We 1226 LBIFT SAFE WORKING LOAD PER JOIST W actual 420 LBIFT TOTAL LOAD 1 112 x 1 112 x 3116 ok DOUBLE ANGLE IS ADEQUATE FOR J31321 SONIA TORRES PE FLORIDA LICENSE #63398 LO . >W . N PROJECT: JOIST ID: SPAN CLEAR SPAN WIDTH DEPTH DEAD LOAD LIVE LOAD WIND LOAD TOTALLOAD LOAD MOMENT REACTION TENSION As(req'd) As Fly F'c Cc B1 WEB LENGTH SHEAR COMP1 COMP2 COMP3 rnuoe Is barbiera2 DATE 10/26/14 J3D21 26 Ft 26.60 Ft 306 in 8 Ft 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) 65 Psf yc(in): 20.32 40 Psf 0 Psf 105 Psf 420 Pif 34138 Lb -Ft 34138 Lb -Ft 5355 Lb 5355.6 Lb -Ft 20.16 KIPS 0.67 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER 1.054 SQ.IN 1 112 x 1 112 x 3M 6 y=.444 As=1.064 50 KSI y(in): 0.444 3 KSI 126 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) 19.601N (TYPICAL) 5.355 KIPS TENSION (BRG) 7.02 kips 5.86 KIPS 4.64 KIPS 3.61 KIPS 9 SCR KIDC BAR r KUr Fa AREA TENSION ki s fa LOCATION in I in KSI IN2 2 BARS BRG KIPS 1 0.25 78A 21.6 0.79 33.9 17.0 718 0.22 89.1 19.9 0.60 26.0 11.9 V1 314 0.19 103.2 17.4 0.44 19.1 7.7 V2 V3 518 0.16 122.5 13.8 0.31 13.3 4.3 BRG V4 1/2 0.13 150.8 7.5 0.20 8.5 1.5 REMAINDER 3/8 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J31321 SPAN14 76.5 IN SPAN 25.50 FT 16T 48 IN As 1.054 SQ IN WIDTH/2 48 IN t 3 IN EFFECTIVE WIDTH 48 IN b 48 IN F'y 50 KSI F'c 3 KSI Depth 21 IN a 0.48 IN Level arm 20.32 IN We 645 LBIFT SAFE WORKING LOAD PER JOIST W actual 420 LBIFT TOTAL LOAD 1 112 x 1 112 x 3116 ok DOUBLE ANGLE IS ADEQUATE FOR J31321 i QSIA M. TORRES PE FLORIDA LICENSE #6''33pp98 I PROJECT: la barblera2 DATE 10/26114 JOIST ID: J4D21 SPAN 26.5 Ft CLEAR SPAN 26.00 Ft 312 in WIDTH 8 Ft DEPTH 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) DEAD LOAD 65 PSI' yc(ln): 20.32 LIVE LOAD 40 Psi WIND LOAD 0 Psi TOTAL LOAD 105 PSI LOAD 420 Plf MOMENT 35490 Lb -Ft 35490 Lb -Ft REACTION 5460 Lb 5460.0 Lb -Ft TENSION 20.96 KIPS As(req'd) 0.70 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER As 1.054 SQ.IN 1 112 x 1 112 x 3116 y=.444 As=1.064 Py 50 KSI y(in): 0.444 Pc 3 KSI Cc 126 B1 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) WEB LENGTH 19.60 IN (TYPICAL) SHEAR 5.460 KIPS TENSION (BRG) 5.92 kips COMP1 6.18 KIPS COMP2 5.15 KIPS COMP3 4.12 KIPS COMP4 3.09 KIPS BAR r KLIr Pa AREA TENSION (kips) fa LOCATION in in KSI IN2 2 BARS0 BRG KIPS 1 0.25 78.4 21.6 0.79 33.9 17.0 718 0.22 89.1 19.9 0.60 26.0 11.9 V1 V2 314 0.19 103.2 17.4 0.44 19.1 7.7 V3 5/8 0.16 122.5 13.8 0.31 13.3 4.3 BRG V4 1/2 0.13 150.8 7.5 0.20 8.5 1.5 REMAINDER 318 1 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST J4D21 SPAN/4 78 IN SPAN 26.00 FT 16T 48 IN As 1.054 SO IN WIDTHI2 48 IN t 3 IN EFFECTIVE WIDTH 48 IN b 48 IN Py 50 KSI Pc 3 KSI Depth 21 IN 6 0.48 IN Level arm 20.32 IN We 621 LB/FT SAFE WORKING LOAD PER JOIST W actual 420 LB1FT TOTAL LOAD 1 112 x 1 112 x 3R6 ck DOUBLE ANGLE IS ADEQUATE FOR J41321 11 -fir SONIA M. TORRES PE FLORIDA LICENSE #63398 un.-?1v'!L( to PROJECT JOIST ID: SPAN CLEAR SPAN WIDTH DEPTH DEAD LOAD LIVE LOAD WIND LOAD TOTALLOAD LOAD MOMENT REACTION TENSION As(re4'd) As Py Pc Cc 61 WEB LENGTH SHEAR COMP1 COMP2 COMP3 r:nuoe Is barblera2 DATE 10/26/14 J6D21 35 Ft 34.60 Ft 414 in 8 Ft 21 in (OVERALL DEPTH INCLUDING JOISTAND SLAB) 65 PSI yc(in): 19.98 40 Psf 0 Psf 105 Psf 420 Pif 62488 Lb -Ft 62488 Lb -Ft 7245 Lb 7245.0 Lb -Ft 37.53 KIPS 1.25 SQ.IN PROVIDED DOUBLE ANGLE CHORD MEMBER 1.88 SQ.IN 2 x 2 x 114 y=.692 As=1.88 50 KSI y(in): 0.692 3 KSI 126 35.36 degrees B1=(< BETWEEN WEB AND VERTICAL PLANE) 19.601N (TYPICAL) 7.245 KIPS TENSION (BRG) 8.54 kips 8.30 KIPS 7.21 KIPS 6.18 KIPS S 4r. Lace BAR r KUr Pa AREA TENSION (kins) To I LOCATION in in KSI IN2 2 BARSn BRG KIPS 1 0.25 78.4 21.6 0.79 33.9 17.0 V1 7/8 0.22 89.1 19.9 0.60 26.0 11.9 V2 V3 3/4 0.19 103.2 17A 0.44 19.1 7.7 V4 5/8 0.16 122.5 13.8 0.31 13.3 4.3 BRG V45 1/2 0.13 150.8 7.5 0.20 8.5 1.5 REMAINDER 3/8 0.09 217.8 -14.8 0.11 4.8 -1.6 COMPOSITE JOIST DESIGN BY ULTIMATE STRENGTH METHOD JOIST JGD21 SPAW4 103.5 1N SPAN 34.50 FT 16T 48 IN As 1.88 SO IN WIDTH/2 48 IN t 3 IN EFFECTIVE WIDTH 48 IN b 48 1N Py 50 KSI Pc 3 KSI Depth 21 IN a 0.85 IN Level arm 19.98 IN Ws 619 LBIFT SAFE WORKING LOAD PER JOIST W actual 420 LB/FT TOTAL LOAD 2 x 2 x 114 ok DOUBLE ANGLE IS ADEQUATE FOR JSD21 C,._/- SONIA M. TORRES PE FLORIDA LICENSE #63398 40.)1Pof 11 I U- N N I _�.. -- , �a tO a 4" 64,_AERIALTM FLOOR TLl5 o. A-APC-3 V) Z Q ., GENERAL NOTES: _N '.♦ s.•dIlILI •+."�.'.. `:.. .•.4.'•,, a+f,..` ,I IIII�� I -' „ d .I -1 Ndc. ''` N I I(III II!II - - APLC -3 1I !^ - API 5C -�4 I(!II fIfNd �I N❑ ❑' II N❑ -�) IIIII IIIIII N❑ �I!t; 7 II I": ' ❑- IIIII . ..I(IIII 4• A'.ad,.,c. 9. •a::dr ti • 4♦ • .,+4 .+q 'n: :: '.. . wr� •4•%a4' .. 1��II((I(I),+.' ' .; .,,,�,1IiIfIII °4fa-7:�..a /' .".41• ,' ♦' •d;aa v' a :•�;�H•. a.'a. ♦"a..:.'♦, 4.\•ih ?.q.:'..�..l"jIlfIIII ' • ' � d♦A "��i)IIII(II LLJ :'ar.,;i'° :n••4,i•;♦ ' • e• 4• . °r'4�Y.,. ,'•' t ,.y, eV ± q,,• ;t+''■ . . '.a ----_ ___—— d • CONJUNCTION WITH APPROVED ARCHITECTURAL, STRUCTURAL AND MECHANICAL , THIS DRAWING IS FOR AERIAL PRECAST CONCRETE, LLC AND SHOULD BE USED IN -`1-` ``- t0 ePLANS.a AERIAL``" ELEMENTS: FC=5,000 PSI AT 28 DAYS r -3 •j'■w..`, ,::::'. e' ••4; sf •, .". ".''.•p '. '+f1 .. d• - g LLyiII' OJ6' �s`IUiI O Iavd —w 4 3" CONCRETE SLAB N .' ' ° NALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED IN N ❑ 4'COMPLIANCE WITH 2O10 FLORIDA BUILDING CODE. b. N N N 4d~masK' ro •ti•.,+4, °DEFLECTION CRITERIA: LIVELOAD DEFLECTION LIMIT: LENGTH/360. a - Ad ,4TOTAL LOAD DEFLECTION LIMIT: LENGTH/240. ♦d :r 'i Zr�JpEIp �mC 4'04i0 3-0 8.: 4,-0., 4'0' , 4• Cd a,_p„ 3_0„ 4-p„ 4a, 4.y0_3'_ 5" 1_�p. T n o.a ?{BOER9�I STELCOMPLIES WITH AISC LRFD 13TH EDITION. '°.r:j.4STRUCTURAL STEEL(AISC LRFD) ` ,. ALLSTRUCTURAL r STEEL BEAMS ASTM A992 (GRADE 50)• o 4 STEEL RECTANGULAR / SQUARE COLUMN SECTIONS - ASTM A-500 (Fy=46 KSI), a a:: d° , d. GRADEB.oWSW STEEL CIRCULAR COLUMN SECTIONS - ASTM A-500 (Fy=42 KSI), GRADE B. e + d Al ,. , 4 ry STEEL ANGLES - ASTM A592, GRADE 50 ,I r .� I I ! I 6 I 1 I I I I I a a s . d d" w t. STEEL ROUND WEB MEMBERS - ASTM A36 S': ; 4 14 . , .' 6 (, I Aac-4 23 , 4 I , ' , . •, d . F- c •I i,:'+' • .i'. •. {, I�•I A -4 • 9 I I -A. °..A, .. .�• �1..•. .,,f °.. i.: I LI' M. r r♦. d - .i:�":: ALL STRUCTURAL STEEL PROVIDED WITH A SHOP COAT OF RUST INHIBITIVE PAINT. qpd, a APc-3 ,f�w,p Pc I II APc-4 5 a I , I 4' •, , , a, ALL SHEAR STUDS -TYPE B, ASTM A108 (FU = 65 ksi) k l 4, • I' -_ APc-3 APc-4 •a ■.' x. VIA I . „ y r �) 4 , -,. 4 a ♦, U . ( 8O4 cc .. B-�l .. '♦} ., .° 4 ° '• r j,w , I II -_ I L� '9 ••d • :a • »• 1. aa. 44., .d I • '• �, :: •' CONSTRUCTION NOTES I• * • .AduRE N,-F AGE..I I, — — — — — — — — — —i4{. .I a, :L I • DI SHALL BE PERFORMED BY WELDERS QUALIFIED AS I •»,... a a _ 7-- - - - T-- - -4i ALL SHOP AND FIELD WEL NG 4�BY. i7 'NERD) I m - •^ , , + DESCRIBED IN AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION I•• ' :.. r 1' ,. a I ■ , e II 1L 3 I I ,--I, , r "a .•r H TYPE OF WORK REQUIRED. ( .� PROCEDURE (ASW D1.1), TO PERFORM T E E Q ,' . ' .. >: . .r .: 4 I 'I"< .• -• T Q ' , , t;,a• •. s a4 ... ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES. ,.I• '" ° 'I I ( I I I I ,e • „ 4.. 4 .• , x "• •' y,.. I r+'. .ra:, �'I. ', ♦ I' I I APC-3 +. .ti, d vl ♦, I *.. ". 4, '.. ,+. r .4 d • 'x ••. • ..4•.r I' I. d 4.�. • .Ir.. ....i 'a..' ,: •� 4a 'L. , ,'i.,'... : ,,••'`° • a,'1 • I 4 F ,F d ♦ • • 4 . ALL STEEL BEAM CONNECTIONS ARE INTENDED TO SIT DIRECTLY ON TOP OF TOP - , ,• ..',. , ; , � I ( w I n •' '' •• '. I, d, ., •. yr d PLATES O HOLLOW STEEL TUBE COLUMNS NOT TO THE SIDE OF STEEL TUBE t • d,,. I I P I (. I I' LA S F ( + �, .n • I I I I 2ND FL,I. ; •.. .• _ r• ,it ` ,d .•pe,.' I °' A. d' , .+'. .' , n i'' • .a A,.M t ,.�.`{". .1 ', I_ J I I .,f,,. : DO NOT CUT TOP PLATES OF STEEL COLUMNS TO BE FILLED WITH _. - - - - - - 4 +" 9 " .'• • a °• ,• COLUMNS).4 a . CP OF SLAB _ '7f;♦ , a I r i — Ir GROUT. i I I ; A .. • 4 ♦ � ♦ d r j pp .. _ •.,•rl II APC-3 ,..,.� q. ti: • .♦♦, a r •* • • ♦ + • •�:, + . 0.: 4 a•" ..+•... % 1 m �:,. a '., ,' is •,,.; :.♦. .v -: •, .♦.,.'.•..` a .. ALL STEEL BEAMS CONNECTIONS TO EMBED PLATES ON CONCRETE SHALL BE I I , :4. I , 1.,4 . 4 DONE AFTER CONCRETE HAS REACHED 70% OF THE SPECIFIED COMPRESSIVE "" I II I 4 ! m: I I'.4.,PdA�E ,•. • t,x .,f4 ?Y N N Q�1ERsj •'', e;� , ♦4; .. : aSTRENGTH (VERIFY WITH THE 7 DAY CONCRETE SPECIMEN BREAK RESULTS). ,, 4 ., r•, ` ♦ I I 4a THE CONTRACTOR AND /OR THE OWNER IS RESPONSIBLE FOR VERIFYING THAT ..I 4 L ALL DIMENSIONS AND CONDITIONS SHOWN ON THESE DRAWINGS CORRESPOND +4 ,, . c o o I �, I ,, , , C J i ... -.. ..... 711.-I '_]. -7 .. ,.; '• ;:. r r 14 ..i1.. ..° •� ",. • . r .• ,, a .,•• -4% t o•. •;. If f WITH THOSE IN THE FIELD. THE AERIAL ENGINEER THE STRUCTURAL ENGINEER ". " �' f ' ° 'M � .-, _... _...:� .� - .. .' :., ti i I . �6 6 C. 8 -0 3' -6 I ,... � '.. .' ♦ ...e'.,. ..:P .,, ♦, • .,.,.. d. •., ,• VI D OF ANY VARIATIONS BEFORE n i THE ARCHITECT OF RECORD SHALL BEAD SE N 1r AND E C T I . 1. e. + I' } d • r • J a I r d� I44 4 t 6 FABRICATION �' 4 t 3-0' 14,_0, a._o' I 4_0, a o^ 5' 6 z'-9 .y' I a.:. .'. �,..., B-� II I I f AERIAL PRECAST CONCRETE, LLC WILL NOT BE RESPONSIBLE FOR ANY CHANGES I I I;,,, I � OCCURRING AFTER THE SHOP DRAWINGS HAVE BEEN APPROVED BY ONE OF THE I- •,,• APc-a FOLLOWING: OWNER, GENERAL CONTRACTOR, ARCHITECT OR THE STRUCTURAL I I I APc-4 7-0 UL ENGINEER OF RECORD. FABRICATION WILL START ONLY AFTER APPROVAL HAS ° I I- I r - o'er 3' o„' _ ,. - B-5 BEEN RECEIVED. ♦, *¢ ^. (n — •.. _. —._ _ ALL CONCRETE BEAMS AND COLUMNS SHALL BE LEVEL AND SQUARE READY TO �' = "= ..rr .,�.—r_..—•.. __ _ ) ` 17 INSTALL THE AERIAL FLOOR SYSTEM. I + f I _ ` I II- - MMICK SLAB ,',, • I - _ -. -.. _... 12 13 DO NOT PLACE SKIDS OF BLOCK, SAND, DRY WALL, ETC. WITHOUT SHORING. .d" ,�♦ • APC-3 APC-4 - .. 5,_4' I, THE CONTRACTOR WILL BE RESPONSIBLE FOR THE TEMPORARY SHORING. 4 OPEN' EL W DO NOT DRILL, BURN, OR CUT ANY OPEN WEB STEEL JOIST. PENETRATIONS .. r �1 I c - ' -I r T ' �- I ,o m Ili THROUGH THE 3" CONCRETE SLAB OF UP TO 5" IN DIAMETER ARE ACCEPTABLE. A>, '- �`'° •' �'' `! II I (' 'I rl r I I (* m I APc-3 5 LARGER OPENINGS REQUIRE T HE APPROVAL OF AERIAL FLOOR ENGINEER, 4 _z t I ( I k I I 11 `I I I I . _ I 1,I •. APC- ° NO PART OF THE ROOF LOAD SHALL BE APPLIED ON THE SLAB WITHOUT THE x r z) o° APPROVAL OF AERIAL FLOOR ENGINEER. ALL VERTICAL REINFORCEMENT IN THE TIE BEAM MUST BE OFFSET AT LEAST 4" Iff- •- �.. -. - ...•. IPI d , 6 I APC-4 I I` EL OR FROM THE INSIDE FOR BEARING CLEARANCE OF THE AERIAL FLOOR SYSTEM. 4 r I IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO GIVE US FREE AND EASY • ...._.6' THICK SLAB I ° ,+ ' 'Y '.,• {'I I I ACCESS FOR OUR CRANE AND TRAILERS. I I I �/ /--SHOE 2kd" MIN. BEARING MAX VARIES--+ VIEW A CONCRETE SLAB CONTINUOUS #4 REBAR WIRE MESH 6/6 W2.9 X W2.9 STEEL JOIST VIEW B NUOUS #4 REBAR "JD DIAGONALS A END OF STEEL JOIST DETAIL APC 1 FOR AERIAL FLOOR SYSTEM N.T.S. �8• O I' + Ld.I I"-r" t D 4 0' 3_0" 2�_fi 4,_0, ,. 4 I• -, _ t— f I\ I° 4 "� 4a I .I c. ❑ o d 4+ , r 4+ ''•. 4 ', .+ . • �� I ■ �.. e''... ,,.:_ -.. °.._. -• -•i - - d I �...'4 • •.s r 1a,, °I • P d < _., .,r -`.J: .�'`•}..14... Q.;'.•,ry tl4..'. ;..-..'♦. i 4 P , • r rA .r, ,, ro ,- o .9 v- Q- FY m a. � x H±?[ M W M a0rj C W N G� as vi s cT0 U � �oca Ip o� CLf c S] ^ E (2 T CL I ( F _T__F.T a ''r xd •■ v 4 I II •,d ♦ ,..}tx r '.1� • +4+ 4; 4 • ♦ `1• , 3,■y I aL-.. f - { r U Q 5 ,/fir/ 1 1 III M APC 3 I APC-4 v,. ■ • ,. ,.., I • t . ?. ' .I I !, i I I CN MO M O m COL , e • �:;?. •' I 'I r . -0'•r• 1 ",' ! x • I'-:' L. _..: _. _ - _._. .L.. ` • V' L 1..1 g 4 .), el'' -- --I--__ _� (BY OTHERS) Q I I' N O L� Oil - — - — - — O `�: 'L % I I .� •..a, .4• * ,'41cd'I I ( I N N ' IV. O d d' • ' 1 ' — lti lii 2 I I ♦ n • a: ♦141 -� L—.---.-..-„-----..-L. ..... ... ._. .� , r Voi ♦ Y • I e» • I I -------- -- --- - -- -- j I 7 21 APC-3 APC-3 L E G E N D B- STEEL BEAM SCHEDULE Ci STEEL COLUMN SCH. STEEL BEAMS — - — JOISTS ---� ANGLE FOR SPECIAL JOIST 11-D i 7 JOIST NAME r'i 4"X61pX3/8" ANGLE LEDGER 0 SLAB NUMBER L_-�_1 THICKENED SLAB AREA I NOTE: PLANS TO BE APPROVED BY ARCHITECT OR ENGINEER OF RECORD. NOTE: THIS SHOP DRAWING SHOULD BE USED IN CONJUCTION WITH ARCHITECTURAL & STRUCTURAL DRAWINGS, FOR ADDITIONAL DIMENSIONS AND MORE DETAILS. 1 POU,RM Itv MACE b:., • r, .� a w N N' I ,I (BY •O �, .F , �, : ♦ r• J l 'v .l I Qi ❑ ❑ L:, ❑ : a „a G b 1- - -- -- y •� °' ' 4 • °,• •i4`, 1. I,. L 1 T-7 -7747 1,r" t -7-r U V.1 0 20 I',e• I,,d •. 4 ,A, r ♦ ,f 'f;•:rlp • la, I . Iy ��,1 I 'fl ...' I II,, L ,�n} {y }/i PC-3 I .' I, • • 4 , V. }4, .. ♦ ' 4 `,; , . } 4, • • 4 . .. + d •' :,. A r,r. I :. (' w I I " . I ., • I it •. i' : I I'. I �l �i I I •4 �, .,.. a d P" . + ♦.: •.::4 C'•��4:1 }I�.,.) W U B - ----- - --- ---- i II I Q- - w ,. ,,. .,.. -I`I_ S ALL STEEL BEAMS & STEEL COLUMNS DESIGNED BY E.O.R. STEEL BEAM SCHEDULE MK QTY. LENGTH SIZE ELEVATION B-1 1 1'-0" W16 X 50 10'-9" B-4 1 31'-11" W18 X 86 10'-9" B-5 1 21'-3.25" W16 X 50 10'-9" B-6 1 10'-8" W16 X 50 10'-9" B-7 1 22'-5" W21 X 101 10'-9" B-8A 1 30'-02" W16 X 50 10'-9" B-9 1 18'-11" W16 X 50 1 10'-9" B-16 1 11'-6.9" W16 X 40 1 10'-9" STEEL COLUMN SCHEDULE MK QTY. SIZE & LENGTH SC1 5 HSS 4"X 4"X 3/8"X ±12' MAIN FLOOR LAYOUT PLAN SCALE %4" = 1 ' - 0" :u�G7 Ln M QA O w �a J U A Wv Q w re In m z w m E-4 W SHEET No. APB'-1 SEQUENCE 1 OF 4 6le 6" LONG #4 LDABLE REBAR CHORS Z 1 X�" 5N N 7 1 (2) 6" LONG #4 WELDABLE REBAR ANCHORS .. �yN 5""i 2N 4i¢" , 1 " 7hy k PLATE 5" X 7Y2" X Y4" PLATE 5" X 7Y2" X Y4" CH-100 (INSERT) CH-200 (INSERT) NOTE: PLATE SIZES CAN VARY BY + 1" IN BOTH DIRECTIONS TIE BEAM EMBED FOR SLAB APC-2 N.T.S. X"A SM( 1/4 STEEI a g Lo cn IIC-\ I •�• — — ( _1111— --II _' I ! I !, I 1 I I I a 'r.. Y'AT,• •. o r ar • �a q, J 4. «a: .• r„ —«'1 W T W I m r IIII I I 1113 1 44 I 25 26 7 I 28I I l III i I I IIII I I III I LI II i • . ,. , , ' (�. 1,. Vl',,•. �,�',•6,..':., NLi -- __ I I I' I III i 1 ` I liil I I It7 I I I I a.,' �'• "' • .•. +4':. "..: :�.. A_.. _� �i•°N'� .. r ♦I a• ° ,el N 1 •� \ 1 I I I II( I I I IIII I III I N I N I v( c I I N • •A •, I I I III I I I II11 I I II IG o I d� c c c o c I n b . •.,y .:. •4r I1n32 � 0 chI 0 II 1 " ! ,.,.4.4 . - •. , . , ,'• "' ,, .. ♦. ',4.. .+"4r a xd;•,,..I jII I1 I z a'd ..4(+--I• '° 3-10�2 4 0 4-0 4 G 42-04 0 4-0, m0za 8K(n .: .. ILI II{ I I I I Lf 1 I III i I A �A ,,nn PEAVE'« • y «• I III�. « ,4 .. ' ,.;, I•..� -� APC-2 I I I ( aOTHR'8) 'r ";. a / I II III ')2 T/ I i I(I ..4, .',.. A..r+. .. .1 {Ey ..- is �; _—'.;.I I ( ( 1 ..'d " a �.�. '!:. • .� . •S a:. Via' • y ,a'.I .r (. O I i I i I III I I 1s ,'. a, r . ,• .: ` ; : • .°:. d' •,. i U c/� hf I I I I s a —N —30 N I +.:' a ^. I I I •, d I c 29 ca c �o APC-a I °" :.�` ♦ d •, .' I. V �• 1 ,..'� I I. �. ( •. .'', • 4 , • !a A" • " a —7 7 . 9 I 91 • A +,♦ d y A • '•i , ,�' , as IS '4• :5: 8 C' S'-.1G' APC-3 I i ., .', q.,.• A i... .♦ ,: • •-.:P, : r', ,'r.�'I. 4 0• 2' 11° 4'-0' 3'-lY' D.. �..1 —— �. . r:°, ♦ .d. .♦'a i.'. a ..' ••4 a ,. ,'a ' a.♦ , �'i� .A w.. ....� �.— .—m.v- .. �....a.a .mow.. r.n�r.. win .N.., •. . �,.•.`«N.a� .�. a,_r♦ ..w,.• ' �:� 5 • L _ 4 _ :.^.� .—i. —.. �.®. .�...,—.��..—. ..�.:. a a.r.a.w�..w.�� ...+, �. �..�r..n...w—. ate, —w.. . r„r�.w—. ♦ ,—. .�. ,-,_:_.. .� .e Ls. ..r ....rL —. .�. ..e. r.�.. s}�.� _ Wit/ 22 ALL STEEL BEAMS F 33 34 35 36 i 5 A �•;, q i A, :..1 " j A `f I I APC-a i I I i• APO,- r .. �'•.I DESIGNED BY E.O.R. *' 'd e I y uu I a , �—__ • � q; I � I I ( � II IN I 5t ( I � 1 ( f °° :.� «d .:,,.•a •le' L ! 1 _ _.,_ _.0 �.... __.. _ ,_ —.. + nQ � ' , « I APC-4 I , ' +i A .A y I >. W :• •i ( $, Od 8' 0., W4 5 VJ g._0�� 8 0 8' 0" A • �.d4 �4 eM ♦ • ,• •..' I• �`I cJ4'-0" - _,, -a'-a° 4, c" 14I 2. 4'-o" 4 0._.... 4 0 4,.0„ 4,_0" 2�_0„ 1.. .�.. I�, 4 :2 0 4 0 a .+ a C I a L�.•`« ..« 1 I N, N I I I I N N N N `: N N I r a '. v . 9 . 1, .'•.I . N -,D I I 1a '..,PQtJF E'0 IN.'P�aGE I pl: s I I 'adY."bTEI•S') , a ° : i ° Ie ---- -- 3RQPBR.I ( I • Si I i_ 2- SLAB TO SLAB CONNECTION APC 2 N.T.S. Chi - 300 VARIES UP TO 8'-0" WIRE MESH % W2,9 X W2,9 M U M �a CONCRETE SLAB w 3500 PSI \ COMPOSITE STEEL JOIST Ln L A " EMBED PLATE 0 3'-0" O.C. TYPICAL (CH-300 INSERT) 3 AERIALTMFLOOR SYSTEM APC-2 N.T,S, TYPICAL SECTION CONCRETE GROUT CH-300 INSERT STEEL ROUND BAR H JV8 y11 VVV (CONNECTION LOCATED @ 3'-0" O.C.) 4 SLAB SEAM DETAIL APC-2 N.T.S. NOTE: STEEL ANGLE MAY BE USED AT SLAB TO SLAB CONNECTION IN LIEU OF ROUND BAR PROVIDE 3As" ANGLE MATERIAL MINIMUM THICKNES STEEL BEAM SCHEDULE MK QTY. LENGTH SIZE ELEVATION B-10 1 1 8'--5" W12 X 40 24'-9° 8-11 1 9 23' -9" W16 X 67 . 241-9" B-12 1 1 6'-10" W10 X 30 24'-9$1 B-13 1 18 -11.25 W16 X 50 24 -9 B-•14 1 12'-1.4" W16 X 26 24'-9" B-15 1 18'-11" W16 X 50 24'-9" B616 1 6'-10" W10 X 30 24 "- 0 00 O �U COic O N Q� ram-• G7 W 00 �C51' to � � o aso� rn� L I, I J I 173 AP 2 3 �_ AP 3 •'. I. I ° A ° •` .,I I I co C/3 I ( 39 I 40 41 I I II I I 'I I — _ — I II "I IL----------------1 1 II CIA o o I o o a Q I a L__--_-__--------1 F I APc-s II L -— --------------II 1� L-4. $, 4'_a" I I z,_$' 3;_0, $. 4'-o'I I 4, G, 4-0" 4. G„ ---------- - .. i APC-3 i it I II L'.l�_u_ I l I 1G 4 A�.•A d � I.a. i I --r-------------- JI__- __�______— __ - �`s____.- Tj 1 •A _ -- I I I APo_3 f ` I <' d, r4 _ �41 11„I�•m, _°-- `r .r n---_ �i I I` j I I I I I i4 a.. I.. I I OPEN i><BELOW ay y, q —J ••jllii ' . ' '•' 7—_ —f�I 7/ I „i /r/I TI T'I`-I .:�%:17I y45Y2jII$ :. 4' • p i a• A i a .. Ns, I A •�� ( 1 2'_0,' 4 5 5 9 « •' I I I I ls' lo' I I -I S aPc-a _ APc-S I a Id _ I p 4 4$ I _ _ _ - II -$, 3'-0, ..— — — — — — — — — '( II - - - - ---_ _ - -_---j \ 5 -6 / ELSE` VOR-m 0,LeN>N\a f i I 4-0„ 2'-0, I L +- i 7 I I I I I I I i — — — — — — — — — — — — — — ------L1 _1 SCALE %4°' = 1 1-0 ff r w p U fgy/- 0 LL 1JI cc m 0 0) : N 0 LL � I� W I ! Oi ai N W � a W U F"w w Q N U C V J Q ° Ilk U U U ... a � d � ro w.� _J � AA OLLJ V A� �U li W rW+i W Z d� p cn W a � SHEET No. SEQUENCE 2 OF 4 LO S" �+ a to - PROVIDE 21�t MIN. OF SHOE ON PROVIDE �'+." RECESS GROUT H-300 INSERT 0 4'-0" O.C. c m PROVIDE RECESS 3a" BEARING 5" 3" ` THE PLATE, TYP. 1/8 2" PRE -CAST CONCRETE SLAB PROVIDE 2)¢" MIN. BEARING OF SHOE ON THE PROVIDE 2N�" SHOE ON THE MIN. BEARING OF BEAM, TYP. PRE -CAST CONCRETE SLAB o g PRE -CAST CONCRETE SLAB A TM F4.00R SYSTEM BEAM, TYP. CONCRETE " A�ALTM� SYg p C o AERIALTM FLOOR SYSTEM BRICK OR GROUT+ OTHERS) . : `^'' �" ; GROUT 6 1 2 7 0 BRICK OR GROUT (BY OTHERS) . + ' (BY , �' y ,• ". • .. .,+.; :' '• : ,• . .. " M PRE -CAST CONCRETE AERIALTM f I�wl1' 010�G11 PRE-CAST CONCRETE SLAB � 0 0 M �',. aq, t , q ^ r . • • . • 'a, t •. .� a �i '•' ••:•, .::a r :' M AERALTM FLOOR SYSTEMd:'. a'•..p .'. r " Z E • sTE ,... JOIST STEEL ROUND BAR CH-300 INSERT n•.. ® 4'-0" D.C.Z CONC',.BEAM n •, ' ' ! : * • .. .. a .• •.-• ',4'.4r. E� .aa •", ,. �'•'''" M CONC. BEAM ¢ BY OTHERS ( ) q, CH-200 EMBED PLATE 'j 0 4'-0" O.C. w Q ST€€L BEAM 4 STEEL ROUND BAR ` rl i y (BY OTHERS) •_J a N2X Z S (fE SCHEDULE) F }� ` COMPOSITE I o d W L W COMPOSITE STEEWSTEEL to BAR JOIST w U) BAR JOIST (n i m o A o � CH-200 EMBED PLATE. SEE L DETAIL "1" THIS SHEET COMPOSITE STEEL JOIST STEEL BEAM COMPOSITE (SEE SCH.) STEEL JOISTA-L Q JOIST APC--3 TO WALL CONNECTION SLAB N.T.S, EDGE TO WALL CONNECTION JOIST APC-3 N.T.S. TO JOIST ON STEEL BEAM CONN. JOIST PARALLEL N.T.S. APC-3 TO TIE BEAM CONN. Lij N.T.S. (STANDARD CONNECTION) APC_3 d e. ,I CH-300 EMBED PLATE 3/4" RECESS PROVIDE 2Y2" MIN. BEARING OF SHOE I 0 4'-0" O.C. PRE -CAST CONCRETE SLAB PROVIDE 2Y2' MIN. BEARING OF SHOE QN BEAM NOT USED ON BEAM BEAM a77 FLOW SYSTEM PRE ET D� BY OTHERS EUPTURN€D AERIALT FLOOR " SYSTEM CH-200 EMBED PLATE .. . '•< •" { ;y •'. '.r .. .1 ,•, : a ° • .. 't •., 4 •a r , •.. a M ,.,p .r :•,e., .. a'•, a ..• q',, ,A•., . '� �' .:• '' • *' • . .4 '. • .:: •r. .,a �.. r" .•, :.'. ;,.ia.. A. �Ar f r • _�' a .`; a M •. '.'" '.q ., .a^, •,: ,. •. �.:. a •a . •a, � % l': ,4'. F �,r^._ °oil - ' -- Z�� 00 BCS O •' CONCRETE SLAB ... COMPOSITE \ Z COMPOSITE Z (BY OTHERS) STEEL JOIST uj N --i n \ Q J STEEL JDI,S, Z rr�� LI— a • s " Ln W W.. 1 2 W O I d— UJ M • \ Cn 1/8" 2" to 6"X6"X3/8" CONT. STEEL ANGLE w F- I ' " \--STEEL ANGLE 4"X4"XW & 4' STIFFENERPL Ha AT 4-0 O.C. (TYP.) / 3/ 0 12" O.C. ® SIDE OF SLAB TO UPTURN BEAM �z JOIST TO STEEL BEAM CONNECTION 1 �4 JOIST TO STEEL a BEAM CONNECTION � v APC-3 N.T.S. APC-3 N.T.S. APC-3 N.T.S. � � x i d' � _ m®!1 U) (1) O ) U 8" PROVIDE 2X" MIN. BEARING OF SHOE M 0 t) _" ON THE BEAM, TYP. N 0 N 3 LL ® j PROVIDE RECESS NA"'`'" BETWEEN EACH SHOE 'PRE -CAST CONCRETE SLAB C� � NM NUSED N T USED NOT USED BRICK OR GROUT AERIAL TMFLA)MOT MN ®W BALCONY (BY OTHERS) BY OTHERS) •. ' : + ' •: "' ' ' a+.. ', i� _ " • d tM ® I3i 0.1 .d.• , COMPOSITE STEEL JOIST Z O a, 'A a• IL W. Q CH-200 EMBED PLATE. ;' 1 2 Ld Li m W 0 JOIST LOCATION U W z $ a N U oU CONC, BEAM (BY • -I OTHERS) a U W U 14*4 ro 0 �s JOIST TO BALCONY BY OTHERS 0: APc-3 N.T,S. CONNECTION w 3 8. PROVIDE 2k2" MIN. BEARING L- z� P4 1/8' 2" PROVIDE �a" RECESS OF SHOE ON THE BEAM, TYP. BRICK OR GROUT (BY OTHERS) f Q a BALCONY BRICK OR GROUT PRE CAST CONCRETE SLAB (BY OTHERS) (BY OTHERS) 4" AERIALm FLOOR SYSTEM PRE -CAT CONCRETE SLAB AERIAL+ FLOOR SYSTEM PRE -CAST CONCRETE SLAB RECESS A�ALTM FLOOR SYSTEM BEYOND = �� NOT USED �w1 J Z �,`Ori �,—�n \\ �" • • w •:' SEE PLAN q , PRE -CAST CONCRETE SLAB .. AERIALm FLOOR SYSTEM � � t•r • + .•, .. n •. 4; '+. • ' • � • .q • �s. • • a 7 .. • "'• MI' 'r ♦. a ,1Ir. s..et ° a 4 • q d a <. •-' .a. '..a. ..< • OH-300 INSERT J •` •,' + '" .; ,•. 4 �• •' .. . ; ".'. O0 a', LPOST€ � a, ' 4,-0„ O.C. • Q •' CH-200 EMBEO PLATE n • g• • • • ;• ., t' ". 3", '' q . 7" . Z TEJOISTLil .. L.L.1 W ►� z STEEL ROUND BAR .: w q ® 4'-0" O.C. m Q LU �4 L.L.. Q COMPOSITE D_ 1 z cn O_ 1 e 2 0" co U� z COMPOSITE _� 4 b a STEEL BAR JOIST STEEL JOIST (TYPICAL) LJ � 0 a� CONC. BEAM (BY L 6 X 4 X its" � OTHERS) I STEEL BEAM W/(2) WO X 7" WEDGE ANCHORS TO BOTTOM LEG � CONO. BEAM PROVIDE (By OTHERS) FILE JO�STSOCATION SHEET No. 9 APB'-3 a �s JOIST APC-3 N.T.S. TO BALCONY BY OTHERS CON N ECTI O`N 20 APC-3 SLAB N.T.S. SECTION AT SHOWER RECESS 21 SHOWER RECESS APC-3 N.T.S. DETAIL AI L1 SEQUENCE p� N. 3 OF 4 CONC. BEAM (BY OTHERS) 2 �. cr= PLATE 16"X12"X3/4" W/(10)3/4" OX6" LONG HEADED STUDS STEEL ANGLE 8 X "L" LONG STEEL BEAM (SEE SCH.) 2 a =1f 1( 2 2" STEEL ANGLE LENGTH SCHEDULE W (L)LENGTH 10 8" 12 9" 14 11" 16 13" NOTE: PLATE WIDTH MAY VARY FROM 7Y2" - 10" y2 i 3„ 3„ —� �TYP 1 4' PLATE 10"Xt"X3/8" W/ 1"Xt/4 CONT. FILLET WELD TO PLATE STEEL BEAM TO CONCRETE BEAM CONN. APC-4 N.T.S. 3/8" STIFFENER PL. EACH SIDE OF WEB CENTERED W/ STEEL COL. STEEL BEAM (SEE SCH.) TOP PLATE 6"X6'X5/8"THK. 3/16' 2"�(TYP. STEEL COLUMN (SEE SCH.) i6 STEEL BEAM TO STEEL COLUMN APC-4 N.T.S. CONNECTION (2) L4"X4"X%"X STEEL BEAM, (SEE SCH.) 3/8" FULL HEIGHT STIFFENER PLATE 1 /4" STEEL ANGLE LENGTH SCHEDULE W (L)LENGTH 10 8" 12 9" 14 11" 16 13" 6 STEEL BEAM TO STEEL BEAM CONN. APC-4 N.T.S. BASE PLA 7"X 10"X 3/4" THI W/(8) Y2"0 X 7" L01 NELSON STU CONC. (BY OTF 1MN o 0 0 0 1 Y2„ I 4" STEEL COL. TO TIE BEAM CONNECTION APC-4 N.T.S. 1.5"0 STUD ®12"O.C. L 6"X 6"X 3/8" CONTINUOUS STEEL ANGLE W/3/8" STIFFENERS 016"O.C. & (5) Y2'0 X 5" STUDS r: STEEL BEAM (SEE SCH.) STEEL BEAM PROVIDE 2Ya" MIN. BEARING OF (SEE SCH.) \ SHOE ON THE BEAM, TYP. PRE -CAST CONCRETE SLAB AERIAL,- FLOOR SYSTEM a Z Q J a w TOP PLATE 1/8 2� " 6"X6"X5/8"THK. COMPOSITE STEEL JOIST STAIR CONNECTION AT STEEL BEAM APC-4 N.T.S. BASE PLATE 6"X6"X%' THICK STEEL BEAM (SEE SCH.)� 3/8" STIFFENER PL. EACH SIDE OF WEB LCENTERED W/ STEEL COL. �- (TYP.) 3/16 TOP PLATE-/ 6"X 6" X %"THICK 3/16" 3" STEEL COLUMN (SEE SCH.) 22 STEEL BEAM TO STEEL COLUMN APC-4 N.T.S. 3/8" STIFFENER PL. EACH SIDE OF WEB CENTERED W/ STEEL COL. —<(TYP. ) 3/t6,.v 3" STEEL COLUMN (SEE SCH.) �5 STEEL BEAM TO STEEL COLUMN APC-4 N.T.S. CONNECTION STEEL BEAM (SEE SCH,) " STIFFENERS EACH SIDE) STIFFENERS EACH SIDE 1/4 STEEL BEAM (SEE SCH.) �-W STIFFENERS EACH SIDE 22 STEEL BEAM TO STEEL BEAM CONN. APC-4 N.T.S. DETAIL PLAN N.T.S. O c` O d O N p 0 o a N a o d � S o o w d N N i i v a d \ ~ J J ui O z m m O O z <c m ¢ S W O U C% UU a w p U LL C) Q L U tnM0In m � �JOO �' p� -@ d]WNN• 0 m L C1 0) Ln 0) Lf) 00 d � qA d uj 9) ._i U A rvui Lu o�C uj � w m oW SHEET No. APC-4 SEQUENCE 4 OF 4