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13-96-234
!� 4A 4A 4A 4A NM�T L) ME M M mi M zzzzz J -I J J J fl } U ,J W LJ 4A 4A 4A 44 4A 4A - U YLd NI) Q'L) — NZO�(D E L� LL LL Lt. no�C�IL��M�ir a� 0 CL 4A lJw _j 4A 4A 4A Q J L � J Q— UCOOf Co Z) F- (n LL. dF_ B4 %4A4w%4A 2nd FLOOR LEVEL CONCRETE BEAM 4 PC SOFFIT BEAM SCHEDULE. (ALL BEAMS Pc = 5,000 psi) Vu �r .esxiy BEAM MARK X Cl � REINFORCING T I E S T co WIDTH (FT) -(IN) m HEIGHT T TOP -p [o -0 (1) Mu( +) (k -ft) Q) > C y o 3 0 L o (1) a L t a M U Q !� 4A 4A 4A 4A NM�T L) ME M M mi M zzzzz J -I J J J fl } U ,J W LJ 4A 4A 4A 44 4A 4A - U YLd NI) Q'L) — NZO�(D E L� LL LL Lt. no�C�IL��M�ir a� 0 CL 4A lJw _j 4A 4A 4A Q J L � J Q— UCOOf Co Z) F- (n LL. dF_ B4 %4A4w%4A 2nd FLOOR LEVEL CONCRETE BEAM 4 PC SOFFIT BEAM SCHEDULE. (ALL BEAMS Pc = 5,000 psi) Vu �r .esxiy BEAM MARK TOP BM ELEV. DIMENSIONS REINFORCING T I E S PC BEAM DATA WIDTH (FT) -(IN) WIDTH HEIGHT BOT. TOP .G. BAR SIZE SPACING a EA. END BALANCE Mu( +) (k -ft) Vu (kips) 5444R. FRICT. REBARS 2PC5-1 +15' -0' 16' 34' - -- 3 -01 2 -49 -- - -- - 360 100 5 -% Consulting Structural Engineers 2PC5-2 +15' -0' Ib' 34' - -- 3 -01 2 -O9 -- - -- - -- 130 80 5 -% TIES 2PC5-3 +15' -0' 16' 34' - -- 3 -01 2 -"9 -- - -- - -- 200 90 5 -% 30' 2PC5-4 +15' -0' 16' 34' - -- 3 -01 - -- -- - -- - -- 100 30 5 -% 4 -05 2PC5-5 SLOPES 16' 34' - -- 3 -01 - -- -- - -- - -- 140 40 5 -% - -- 2PC +15' -0' I6' 34' - -- 3 -01 2 -09 -- - -- - -- 280 80 5 -+'b 2PCB -1 +14' -81i2' 24' 36' - -- 4 -08 3 -49 -- - -- - -- 380 130 6 -01 12' 2PCB -8 +15' -0' 2 3 - -- 4 -�8 3 -�9 -- - -- - -- 540 115 6 -r1 2PC5-9 +15' -0' 16' 34' - -- 3 -01 2 - -- - -- - -- 710 90 5 -% (+) IN 2 LAYERS, ADD 2 -5 0 113 4 213 HT 2PC5-9 +15' -0' 16' 60' - -- 3 -01 2 -5 -- - -- - -- 300 100 5 -01 ADD 2 -5 0 1/4, 1/2, 4 34 14TS 2PC5-1 +15' -0' 16' 34' - -- 3 -01 2 -09 -- - -- - -- 100 100 5 -% ASS 2 -5 a 1/3 4 2/3 HT. 2PCB -11 +15' -0' 24' 60 - -- 3 -01 2 -09 -- - -- - -- 280 100 5 -01 ADD 2 -5 0 1/3 4 2/3 HT. 2PC5-12 +15' -0' 16' 34' - -- 3 -01 - -- -- - -- - -- 90 40 5 -% - -- 2PCB -13 +15' -0' 16' 34' - -- 3 -01 2 -09 -- - -- - -- 320 100 5 -% TIE BEAM 2PCB -14 +15' -0' 16' 34' - -- 3 -01 2 -49 -- - -- - -- 425 140 6 -61 03 6 12' 2PCB -15 RAMP 16' 34' - -- 3 -01 - -- -- - -- - -- 410 90 5 -% TYPE 2PC5-16 +14' -8V2' I6' 30' - -- 4 -08 3 -OS -- - -- --- 390 120 6 -01 2PCB -11 +14' -8112' 16' 36' - -- 3 -01 2 -r3 -- - -- - -- 280 80 r2-% 28 -1 +15' -0' at 24' 2 -01 2 -01 - -- 3 012' 012' - -- - -- - -- 8'x12' 28-2 +15' -0' as 30' 2 -01 2 -% - -- 3 3 68 0 12' - -- - -- - -- TIE BEAM 28-2 +15' -0' 8' 16' 2 -% 2 -5 - -- 3 08' 08' - -- - -- - -- TIE BEAM 3rd FLOOR LEVEL CONCRETE BEAM 4 PC SOFFIT BEAM SCHEDULE. (ALL BEAMS Po = 5.000 v BEAM MARK TOP BM ELEV. DIMENSIONS RENFORCING T i E 5 PC BEAM DATA WIDTH (FT) -(IN) WIDTH HEIGHT BOT. TOP .G. BAR SIZE SPACING a EA. END BALANCE Mu( +) (k -ft) Vu (kips) SHR. FRICT. REBARS 3PC5-1 3PC5-2 +25' -0' +25' -0' 16' 16' 34' 34' - -- - -- 3 -0i 3 -01 2 -4S 2 -09 -- -- - -- - -- - -- - -- 360 130 100 80 5 -% 5 -#6 Consulting Structural Engineers 3PCB -3 +15' -0' 16' 34' - -- 3 -01 2 -'9 -- - -- - -- 200 90 5 -% TIES 3PCB -4 +25' -0' 16' 34' - -- 3 -01 - -- -- - -- - -- 100 30 5 -% 30' 3PC5-5 SLOPES Ib' 34' - -- 3 -01 _ -- -- - -- - -- 140 40 5 -+'6 4 -05 3PC5-6 +25' -0' I6' 34' - -- 3 -0i 2 -O9 -- - -- - -- 280 80 5 -% - -- 3PC5-1 +25' -0' 24' 34' - -- 4 -08 3 -09 -- - -- - -- 380 130 6 -01 3PC5-8 +25' -0' 24' 34' - -- 4 -08 3 -09 -- - -- - -- 540 115 6 -01 12' 3PC5-9 +25' -0' 16' 34' - -- 3 -01 2 -49 -- - -- - -- 210 90 5 -% 3PCB -I +25' -0' 16' 34' - -- 3 -ri 2 -09 -- - -- - -- 100 100 5 -+6 (+) IN 2 LAYERS, ADD 2 -5 0 113 4 213 HT 3PC5-11 +25' -0' 16' 34' - -- 3 -61 2 -4S -- - -- - -- 280 100 5 -01 ADD 2 -5 0 1/3 4 2/3 HT. 3PC5-12 +25' -0' 16, 34' - -- 3 -01 - -- -- --- --- W 40 5 -+'6 ASS 2 -5 a 1/3 4 2/3 HT. 3PC5-13 +25' -0' 16' 34' - -- 3 -01 2 -09 -- - -- - -- 320 100 5 -% ADD 2 -5 0 1/3 4 2/3 HT. 3PCB -14 +25' -0' I6' 34' - -- 3 -01 2 -O9 -- - -- - -- 425 140 6 -01 - -- 3PCB -15 RAMP 16' 34' - -- 3 -01 - -- -- - -- - -- 410 90 5 -% TIE BEAM 4PC5-15 RAMP 16' 34' - -- 3 -01 - -- -- - -- - -- 410 90 5 -% 03 6 12' 38 -1 +25' -0' Be 24' 2 -01 2 -01 - -- 3 012' a 12' - -- - -- - -- TYPE 38-2 +25' -0' Be we 2 -01 2 -Yo - -- 3 308' a 12' - -- - -- - -- 48 -1 +35' -0' as 24' 2 -01 2 -01 - -- 3 012' a 12' - -- - -- - -- 4th FLOOR LEVEL CONCRETE BEAM 4 PC SOFFIT BEAM SCHEDULE. (ALL BEAMS F'c = 5,000 FZ 7ya • BEAM MARK TOP BM ELEV. DIMENSIONS REINFORCING T I E S PC BEAM DATA WIDTH (FT) -(IN) WIDTH HEIGHT BOT. TOP .G. BAR SIZE SPACING 0 EA. END BALANCE Mu( +) (k -ft) VU (kips) SHR. FRICT. REBARS 4PC5-1 +35' -0' 16' 34' - -- 3 -01 2 -09 -- - -- - -- 360 100 5 -#b Consulting Structural Engineers 4PC5-2 +35' -0' Iron 34' - -- 3 -0i 2 -09 -- - -- - -- 130 80 5 -% TIES 4PC5-3 +35' -0' 16' 34' - -- 3 -0i 2 -09 -- - -- - -- 200 90 5 -% 30' 4PC5-4 +35' -0' 16' 34' - -- 3 -01 _ -- -- - -- - -- 100 30 5 -% 4 -05 4PC5-5 SLOPES 16' 34' - -- 3 -r1 2 -09 -- - -- - -- 140 40 5 -#6 - -- 4PC5-6 +35' -8' 16' 42' - -- 3 -r1 2 -09 -- - -- - -- 280 80 1 5 -% 4PC5-1 +35' -0' 24' 34' - -- 4 -01 3 -010 -- - -- - -- 550 190 8 -01 12' 4PC5-8 +35' -0' 24' 34' - -- 4 -#1 3 -#10 -- - -- - -- 125 240 8 -rl 4PCB -9 +35' -8' 16' 42' - -- 3 -r1 2 -KJ -- - -- - -- 210 90 5 -% (+) IN 2 LAYERS, ADD 2 -5 0 113 4 213 HT 4PC5-1 +35' -8' I6' 42' - -- 3 -0i 2 -#9 -- - -- - -- 100 100 5 -% ADD 2 -5 0 1/3 4 2/3 HT. 4PC5-11 +35' -8' I6' 42' - -- 3 -0i 2 -09 -- - -- - -- 280 100 01 5 - ASS 2 -5 a 1/3 4 2/3 HT. 4PC5-12 +35' -8' 16' 42' - -- 3 -01 2-IS -- - -- - -- 90 40 5 -% ADD 2 -5 0 1/3 4 2/3 HT. 4PCB -13 +35' -8' 16' 34' - -- 3 -01 2 -OS -- - -- - -- 320 100 5 -% - -- 4PC5-14 +35' -8' 16' 42' - -- 3 -01 2 -k] -- - -- - -- 425 140 6 -01 TIE BEAM 4PC5-15 RAMP 16' 34' - -- 3 -01 - -- -- - -- - -- 410 90 5 -% 03 6 12' 4PC5-Ib +35' -8' 16' 42' - -- 3 -0i _ -- -- - -- - -- 100 30 5 -% TYPE D C C C C 48 -1 +35' -0' as 24' 2 -01 2 -01 - -- 3 012' a 12' - -- - -- - -- 48-2 +35' -0' 8' 1 30' 1 2 -01 2 -% - -- 3 3e8' 012' - -- - -- - -- 8'x12' 48-2 +35' -0' 1 8' 1 16' 1 2 -%6 2 -5 - -- 1 3 1 08' 08' - -- - -- I TIE BEAM : ONCRETE BEAM 4 C = 5.000 V S 0 V BEAM MARK TOP BM ELEV. DIMENSIONS REINFORCING T I E S PC BEAM DATA WIDTH (FT) -(IN) WIDTH HEIGHT BOT. TOP .C. BAR SIZE SPACING a EA. END BALANCE Mu( +) (k -ft) VU (kips) SHR. FRICT. REBARS RPCB -1 +41' -10' 16 ' 34' - -- 3 -r1 2 -#9 -- - -- - -- 100 40 5 -+16 Consulting Structural Engineers RFC-5-2 +41' -10' Ib' 34' - -- 3 -0i 2 -09 -- - -- - -- 280 95 5 -% TIES RPC5-3 +41' -10' Ib' 34' - -- 3 -01 2 -8`9 -- - -- - -- 210 90 5 -#b 30' RPC5-4 +41' -10' Ib' 34' - -- 3 -0i 2 -49 __ - -- - -- 310 100 5 -% 4 -05 RPC5-5 +41' -10' 16' 34' - -- 3 -0i 2 -09 -- - -- - -- 100 100 5 -% - -- RPCB -6 41' -10' 16' 34' - -- 3 -01 2 -09 -- - -- - -- 280 100 5 -% RPC5-1 41' -10' as 34' - -- 3 -01 I -0J -- - -- - -- 100 65 5 -% 12' 5 -05 5 -05 - -- - -- F -100 6 10/15 1' -0' 18' 1 -06 -i -06 - -- - -- R5-1 +41' -10' 8' 32' 4 -%# 2 -% - -- 3 4012' 016' - -- - -- - - -- (+) IN 2 LAYERS, ADD 2 -5 0 113 4 213 HT R5-2 +41' -10' 8' 32' 2 -%b 2 -% - -- 3 2012' 016' - -- - -- - -- ADD 2 -5 0 1/3 4 2/3 HT. RB -3 +41' -10' 8' 32' 2 -% 2 -% - -- 3 010' 010' - -- - -- - -- ASS 2 -5 a 1/3 4 2/3 HT. RB -4 +41' -10' as 34' 2 -% 2 -5 - -- 3 010' 010' - -- - -- - -- ADD 2 -5 0 1/3 4 2/3 HT. R15-5 41' -10' as 30' 2 -01 2 -% - -- 03 3012' 08' - -- - -- - -- - -- RB-6 +41' -10' Be 16' 2 -+16 2 -5 - -- 3 e8' 08' - -- - -- - -- TIE BEAM COLUMN SCHEDULE ROOF 8'x12' GONG. TIE COL. N S IONS: W/4 -15 VERT. 13 TIES e 8' O.C. TG 8'x16' GONG, COL WIDTH (FT) -(IN) W /4 - #6 VERT. #3 TIES a 8' O.C. THICK (IN) 8 -06 VERT. SHORT WAY LONG WAY 031�'s 6 8' O.C. SIZE TIES 6 8' O.C. - -- 12'x24' 2 -05 - -- - -- - -- MONOLITHIC W /SLAB MF -20 1 20' - -- 24' 2 -05 - -- 2 -05 VERT. MONOLITHIC W /SLAB Consulting Structural Engineers 8 -06 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 EMAIL: gklieger ®att.net i WF -20 20' - -- 12' c• X00 psi TIES - -- - -- 03 0 12' UJF -24 24' - -- 12' 1 04648' - -- - -- WALL FTG UJF -30 30' - -- TYPE 4 -06 05612' C - -- WALL FTG WF -36 36' 1 ; 12' 4 -05 04612' 4 -05 04612' WALL FTC 4TH FLOOR TE 12' - -- 12' 2 -05 - -- - -- - -- SIZE F -300 3' -0' 3' -0' 16' 3 -05 3 -05 3 -05 3 -05 F,C25AW psi VERT. 5' -0' 12' 5 -05 5 -05 - -- - -- F -100 6 10/15 1' -0' 18' 1 -06 -i -06 - -- - -- F -900 9' -0' 9' -0' TIES 9 -01 9 -01 - -- - -- F -1100 11' -0' 11' -0' 26' I1 -01 11 -01 - -- - -- F -1200 12' -0' 12' -0' 28' 11 -08 TYPE - -- - -- F -1300 13' -0' 13' -0' 30' 12 -08 12 -08 - -- - -- F -1500 15' -0' 15' -0' 34' 12 -09 12 -09 3RD FLOOR - -- F -1100 11' -0' 11' -0' 38' I6 -09 16 -09 - -- - -- F -1806 18'40' 18' -6' 40' 18 -09 IS -09 - -- - -- SIZE 12'x24' 12'x24' 12'x24' 12'x24' 12'x24' - -- - -- VERT. 10 -08 8 -01 8 -01 8 -06 8 -% F'C -5.ow psi TIES 03 6 12' 03 6 12' 03 IN 12' 03 6 12' 03 6 12' TYPE D C C C C 2ND FLOOR SIZE 12'x24' 12'x24' 12'x24' 12'x24' 12'x24' 12'x12' 8'X16' 8'x36' 16' x 26' 8'x12' VERT. 10 -010 8 -09 8 -09 8 -01 8 -01 4 -01 6 -06 (10) 08 V (8) 09 V (4) %V F'e•bow Pat TIES 04 6 12' 03 6 12' 03 6 12' 03 6 12' 03 6 12' 03 6 12' 03 6 8' 03 6 Be 03 6 12' 03 6 8' TOP OF TYPE D C C C C A B D C A FOOTINCs A 4 0 0 0 ® @ © 0 ® 0 10 � c 6 8 "3 HAIRPIN FOOTING SCHEDULE TC 8'x12' GONG. TIE COL. N S IONS: W/4 -15 VERT. 13 TIES e 8' O.C. TG 8'x16' GONG, COL WIDTH (FT) -(IN) W /4 - #6 VERT. #3 TIES a 8' O.C. THICK (IN) 8 -06 VERT. SHORT WAY LONG WAY 031�'s 6 8' O.C. MF -16 TIES 6 8' O.C. FTG. MARK D I M E N S IONS: BOTTOM RE INF. TOP RE INR REMARKS WIDTH (FT) -(IN) LENGTH (FT) -(IN) THICK (IN) LONG WAY SHORT WAY LONG WAY SHORT WAY MF -16 16' - -- 12' 2 -05 - -- - -- - -- MONOLITHIC W /SLAB MF -20 1 20' - -- 24' 2 -05 - -- 2 -05 - -- MONOLITHIC W /SLAB Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 EMAIL: gklieger ®att.net 4) WF -20 20' - -- 12' 2 -05 - -- - -- - -- WALL FTG UJF -24 24' - -- 12' 3 -05 04648' - -- - -- WALL FTG UJF -30 30' - -- 24' 4 -06 05612' - -- - -- WALL FTG WF -36 36' - -- 12' 4 -05 04612' 4 -05 04612' WALL FTC TE 12' - -- 12' 2 -05 - -- - -- - -- THICKENED EDGE F -300 3' -0' 3' -0' 16' 3 -05 3 -05 3 -05 3 -05 F -500 5' -0' 5' -0' 12' 5 -05 5 -05 - -- - -- F -100 1' -0' 1' -0' 18' 1 -06 -i -06 - -- - -- F -900 9' -0' 9' -0' 22' 9 -01 9 -01 - -- - -- F -1100 11' -0' 11' -0' 26' I1 -01 11 -01 - -- - -- F -1200 12' -0' 12' -0' 28' 11 -08 11 -08 - -- - -- F -1300 13' -0' 13' -0' 30' 12 -08 12 -08 - -- - -- F -1500 15' -0' 15' -0' 34' 12 -09 12 -09 - -- - -- F -1100 11' -0' 11' -0' 38' I6 -09 16 -09 - -- - -- F -1806 18'40' 18' -6' 40' 18 -09 IS -09 - -- - -- F -8x11 8' -0' 11' -0' 30' 8 -08 16 -01 - -- - -- W TOP BARS BOTTOM B 2' CLR ,f 05LI OR L2 U411 0.251-2 IS GREATER + b iC' BARS (SCHM. W/LI) i'C' BARS (SCI$D W4.2) SPACMG SEE I q 5n 5C+!EPUL5 -1 -1 F_ IF be LI [b� L2 [b[ MM CONCRETE BEAM DIAGRAM RUY CAST IN PLACE) 05LI OR L2 WNICWVER 0512 OR L3 Uk41CHEVER TOP BARS IS GREATER + b IS GREATE=R + b 'C' BARS (SCAM. XI) 'C' BARS (SCHM WILD 2' CL TIER 3613D - P.C. SOFFIT RESARS Y Y Y b' LI L2 I MIN. CONCRETE PC BEAM DIAGRAM 30' rl 36' 08 42' 9 48' 410 56' 1' -II' 6' 0-11 V- 2' Cos L L(o-#(oV, #3 TIES + N 4 � SEE ENLARGED #5V 4 N DETAIL FOR 12' O.C. REINF'G 5 /8'x8'xl' -2' PLATE Wl(6) v 3/4'0 x 6' LONG WELDED HEADED STUDS H5512x43/8 N IL 4 - #6V, 13 TIES J 8' O.C. SEE ENLARGED DETAIL FOR RE INF'G 05V Q 8' O.C. N #5H a 12' O.G. EF"AW ssl 6 - 06V, #3 TIES + 03 ms's 6 8' O.C. a 12' O.C. #31—i's o 12' O.C. 6 - 08V, #3 TIES + #3 ms's 6 12' O.G. #lV (FTG TO ROOF) 9 - #8V, 03 TIES + #3 ms's Q 12' O.C. 05V4H 6 12' 0.t -#IV (FTG TO ROOF) #31 -i's e 12' 15 -#SV (FTG TO 2nd FLR) 15 -01V (2nd FLR TO ROOF) 4 -11V (FTG TO ROOF) (4) #6V (2 EA. FACE) #3 IM's e 12' O.C. I� 4 - 06V, #3 TIES +- #3 ms's -3 12' O.C. N 6 - 08V, #3 TIES +- #3 ms's 0 12' O.C. #5V4H— 12' O.G. v- Li's Q 12' O.C. #31—i's -a 12' O.C. 12' •s `-15 - #SV 10 - #SV—I (FTG TO 2nd FLR) (2nd FLR TO ROOF) SHEARWALL 112 (STAIRWXr WALL) SHEARWALL #1 (ELEVATOR SHAFT WALLS) NOTE: ALL REVISIONS CLOUDED ABED ALL DIMENSIONS HAVE BEEN GOORD. U11 ARGH, (G.C. TO VERIFY.) ZITY OF somV4 PT M, rAUILDIN ;CTURI AL SaC'TION v ✓M. a_x*�� GDK J0B #:K12.059 I G.D. Klieger, Inc Consulting Structural Engineers 0 1909 Harrison St., Suite 204 EO Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 EH 0004621 EMAIL, gkliegerOatt.net SCHEDULES & DETAILS Sr=6 FILE: K- 12059- S -6.dwg PROJECT: 29080.00 DATE: 12/14/2012 G S & P Design Services For The Built Environment Atlanta Birmingham Cincinnati Columbus Dallas Fort Lauderdale Knoxville Jackson Jacksonville Louisville Memphis Nashville Richmond Tampa E G R E S H A M SMITH AND P A R T N E R S 6030 Hollywood Blvd. Suite 210 Hollywood, Florida 33024 954.981.9100 FIRM'S FLORIDA CERT. NO. AAP000034/CA3806 111326000797/ C26000381 G.D. Klieger, Inc. Consulting Structural Engineers 1909 Harrison St., Suite 204 Hollywood, Florida 33020 -5017 Phone: (954) 923 -2111 EMAIL: gklieger ®att.net 4) >� �o � OJ 4D C In M m Cah, _ O Cn GERSHO KLIEGER, P (FL. PE 36109) t AR 22 2013 REVISION No. - Date - Revision 01 2/01/2013 ADDENDUM #1 SCHEDULES & DETAILS Sr=6 FILE: K- 12059- S -6.dwg PROJECT: 29080.00 DATE: 12/14/2012