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HomeMy WebLinkAbout7300 Gall Blvd (2)A2 TYF TYP EXI KLINNUKUE LSU I I UM UHUKLJ w/(2)-%4"' DIA. KUDS (SEE DETAIL 3/S-8 & 3A/S-8) PURPOSE OF THIS SKETCH IS TO GIVE GENERAL IDEA OF REINFORCEMENT REQUIREMENTS. A2 ACTUAL JOIST WEB CONFIGURATION MAY DIFFER EXISTING JOIST REINFORCEMENT DETAIL AT NEW ENTRY FEATURE BACK WALL EXISTING DECK I PROVIDE 8" CONT. WELD EACH SIDE, REINFORCE WEBS 3/16 2-12 EA. END 1% x 1% x Y16 EA. WEB 2 HERE SHOWN. PANELS 1-11 DIA. ROD TO REINFORCE US PING (SEE DETAIL 1/S-8) EXISJOIST TOP CHORD TYPICAL (TYP. THROUGHOUT ENTIRE TOP CHORD) SPLICE ROD AS REQUIRED A2 USE 3/4" DIA. ROD TO REINFORCE EXISTIGJOIST BOTTOM CHORD (TYP, THROUGHOUT ENTIRE BOT. CHORD) SPLICE ROD AS REQUIRED IIST PROVIDE 8" CONT. WELD EACH SIDE, 3/16 2-12 EA. END FYP. TYPICAL BRIDGING DETAII SCALE : N.T.S: fi♦ ,R'S�TR'�Ak41R7fi .�FYSI� .'�'Lil5ilFl Rl�i 7iT�%SU1f3 - a r , €+fir==, ; ,. -•,. _,: _.:;,.. ,_ � r tt » + l € k 5 b sn� -Av'' Loh " - � -- _ .:_ »- :u: �4 AAA lat Piz OF ; m gild b s�iuoGi 14,.. .` ear leas+ehiMot�liax<II ' ,. mod. '_ aEthow >,s�rss�da- atiNt€ ._ -ire of i re s-or EXISTING JOIST 0 GRIND TYP. 3/16 STEEL ROUND ROD (SEE DETAIL) Fy=50 ksi 3A ®® �PLI � ETAIL SCALE N.T.S. SCALE : N.T,S. LOCATE EXACT POSITION OF EXISTING REINFORCEMENT BARS. DO NOT CUT OR DAMAGE EXISTING REBAR T Y P �-� STEEL BEAM WEB GFIVUE�_„ L 4"x4"x3/8` x 8" LONG BOTH SIDES D EXISTING. ° CMU WALL TOP VIEW L SCALE : N.T.S. EXISTING ROOF DECK OPENING REPAIR NOTE: REINFORCE OPENINGS GREATER THAN THE WIDTH BETWEEN DECK FLUTES MADE BY OTHER TRADES, AS INDICATED ON THE CONTRACT DRAWINGS. 1. REINFORCE OPENINGS LESS THAN 15 INCHES (381 MM) WITH FLAT STEEL SHEET OF THE SAME QUALITY AS THE DECK UNITS, THICKNESS OF NOT LESS THAN 0.0358 (0.91 MM). PLACE STEEL SHEET OVER OPENING AND FUSION WELD TO THE TOP SURFACE OF THE DECK, IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND THIS SPECIFICATION. 2. REINFORCE OPENINGS GREATER THAN 15 INCHES (381 MM) WITH 3"x3"x 1/4" ANGLES OF A36 STEEL FRAMING AROUND THE OPENING TO THE ADJACENT DECK SUPPORTS IN ACCORDANCE, ATTACH WITH CONT. 1/4" FILLET WELDS, AND ADEQUATE TO SUPPORT THE LOADS THAT WOULD NORMALLY BE CARRIED BY THE DECK WHERE THE OPENING HAS OCCURRED. WELD THE DECK TO THE FRAME IN AS FOLLOWS 1-1/2" X 22 GA. VULCRAFT 1.5B22 ATTACHED TO ALL ROOF SUPPORTS W/ 5/8" PUDDLE WELDS ON 36/7 LAYOUT AND (8) # 12 TEK SCREWS SIDELAP FASTENERS PER SPAN, PERIMETER WELD AT 6" O/C. VERT, BAR FOR TOP OF STL. CONC. COL. /_ BM. TYP. 1/4" 2" WELD. 161 3/4" DIAM. X 6" EASIDE L 4"x4"x3/8" EXP. BOLTS REINFORCING BARS WELDED x 8" LONG (3 EACH SIDE) TO STIR. STL BEAM SHALL BOTH SIDES TQ� YIE(� CONFIRM WITH A.S.T.M, A706, GRADE 60, LAP REINFORCING AS NOTED ON REINF, STL. SHALL BE PLANS. WELDABLE ASTM A706 GRADE 60 STEEL. BEND BAR AND WELD TO STL. BEAM EXISTING. BAR NO. AND P OF STL, BLENGTHTAS (SEE PLAN) CONCRETE BEAM REQ'D. FOR LAP AT CONC. GQL. TYP. 1�� E 1/2" GAP IMAXI REINFORCING BARS WELDED TO STR. STL BEAM SHALL CONFIRM WITH A.S.T.M. (SEE PLANT A706, GRADE 60, LAP REINFORCING AS NOTED ON 512E VIEU) PLANS, SIDE VIEW STEEL BEAM TO CONCRETE CO"NN. SCALE: N.T.S. .: .�� �w. * PUMA '. p. „ _- _ he . , .sl d€+d "fir a` err t t1. .... .�� . ,. u . .. wail 009apt 40t _ : ° 4, ... �k E t Umm,•...rr - .� .� ... ..� nk SIR 66 �.f3t Or e Om *0600ihwabd W WELDED REBARR TO STL. BEAM--ru""TI'L. SCALE: N.T.S. DENOTES: F ®THYSSENKRUPPS SAFWAY-SF HEAVY DUTY SHORING FRAME OR EQUAL, SHORE FRAME 4'-0" O/C MAX. (UNLESS NOTED OTHERWISE SEE SHORING PLAN) LOCATED AS SHOWN ON PLAN (ULTIMATE CAP. MIN, 10000 LBS. AT 19'-0" HEIGHT) STRINGER BEAM GENERAL SHORING G i ® S. ADJUSTABLE SCREW JACK CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL, 0 CONTRACTOR TO MAINTAIN FLOORS 1 a SHORED. 00 S 00/ S O ED. CONTRACTOR SHALL ERECT FORM WORK IN STRICT COMPLIANCE WITH ACI 347. PROVIDE CHAMFER AT A I S ALL CORNERS N CONCRETE MEMBERS EXPOSED TO VIEW, SHORING TO REMAIN IN PLACE UNTIL WORK IS FRAME COMPLETE ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM OF 50 P.S.F. OF ADDITIONAL CONSTRUCTION LOAD. FOLLOW PROCEDURE RECOMMENDED BY POST SHORE MANUFACTURER AND OSHA REGULATIONS, DO NOT MAKE UNAUTHORIZED CHANGE A S TO SHORING NG PLAN AND EQUIPMENT. COUPLING PIN PROVIDE GUARD RAIL SYSTEMS ON ALL OPEN SITES AND OPENINGS NGS IN FORM WORK AND SLAB. LATERALLY SUPPORT WORK FORM W F 0 O OR ALL VIBRATIONAL AND MOTORIZED POURING LOADS. FASTEN ALL BRACES SECURELY, CHECK TO SEE THAT ALL CLAMPS, SCREWS, PINS ARE IN A CLOSED OR ENGAGED POSITION, AVOID ECCENTRIC LOADS ON U-HEADS AND TOP PLATES BY CENTERING STRINGERS ON THESE MEMBERS. AVOID SHOCK OR IMPACT LOADS. DO NOT PLACE ADDITIONAL TEMPORARY LOADS (SUCH A . 0 S (S C S R EBAR BUNDLES). THE ERECTION OF SHORING UNDER SHOULD BE DE THE SUPERVISION OF AN EXPERIENCED COMPETENT PERSON. PLUM AND LEVEL ALL SHORING FRAMES. EXERCISE CAUTION IN ERECTING OR DISMANTLING FREE STANDING SHORES, RIVET AND HITCH PIN DOUBLE HOLE CROSS BRACE ADJUSTABLE SCREW JACK A2 DSI.hI TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Proj. Mgr. JU Job. Capt. SG Drawn by JT RON BARR, A.I.A. Rev'd bg STATE OF FLORIDA l� AR 0016160 F v O w O w z O z C~ � w w x z to O F F w zd Q xzzmo w D U w w a O Q 0 X 1,_ W IX Q 9 2 6 g O m M X U.0 g- P w= Z W¢ U m w R Z z N W z w it > N O W W } (% Z QOC6} Z Fx- W Y LL 7 z_ P F Q R Z V) 0 ~ ~ ¢ 00 O w ISZ d= 2 0 Z z o V 0� 0 Z O O U 0} z U W Z~ W 0 F Ov w D z 0¢} � w (If3 a w� 0 F; F M Z 0 x o x cn z w¢ z f- LL i.- w w w p w }� Z O >- Q� LL O t� N Z== IL F ? p Q W C9 w O w U a o w 0 V o 0 z x O r3 d O U x (L o M� co Zp U x U) ftO L F z 0 5 V 2 OU w w 0 U w F x 0 tw- Fx- Q W Q F=-- Q H z Iw- Z Z Z Q © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO 1A 1A lu J Revisions: I& GENERAL REVISIONS (09/30/2013) Z2 AS BUILT (04/24/2014) CADFILE No. 1i Ono a V I M a M J �pagO Or � W a W 0 M r �I O W N Sheet Title Scale: Date: 5-5-2014 Project No. 12-027 N L O �L 0 N (D c M M 0) m cm -g N a c '= o N r "c q L L N (� — v n1 W a� > cU 0 '1 Lo c 'I J ti o 0)m E r-- , 4--,C N a� c V Ll. E L O co O m :3 L N00 � O to U O Lo rn 0) 4-1T r U L m S-8 ■ - - - T - - - - - - - - - - - - - 27'_4„ i I 1 V.I. r.1 1 v I.r.1 NEW EXISTING CMU cmu LO WALL REMAIN I II I I SHORINfG PLAN SCALE 1/8"=V-0" PROVIDE SHORING & RE -SHORING SHOP DRAWING PLANS FOR REVIEW ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT ALL LOADS DURING INSTALLATION AS PER SHORING PLAN NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE REDUCED IN STRENGTH BEYOND THE SCOPE OF THIS PLAN WITHOUT CONSULTING ENGINEER OF RECORD. DENOTES: Fq THYSSENKRUPPS SAFWAY-SF HEAVY DUTY SHORING FRAME OR EQUAL, SHORE FRAME 4'-0" O/C MAX. (UNLESS NOTED OTHERWISE SEE SHORING PLAN) LOCATED AS SHOWN ON PLAN (ULTIMATE CAP. MIN, 10000 LBS. AT 19'-0" HEIGHT) EXISTING CMU W ALL/STEEL BEAM TO REMAIN NEW H STL. TUBE COO L. EXISTING HSS STL, TUBE COL, TO REMAIN EXISTING STL. BEAMS TO REMAIN Ai A a TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Pro j. Mgr. JU Job. Capt. SG Drawn bg JT RON BARR, A.I.A. Rev'd by STATE OF FLORIDA RB AR 0016160 LL Z Z c~i W U u" . O o F F L. ¢ x ~ Z o Wm V O m Q O j Q O 0 U F �_ O h W f- z OU g W a` Lu Q Z O 0 W W aZ¢ ~ O Z z O Q W ZO W F O K W 1�- OF 2 6 m U �� m ¢ LL s a¢ Z=� Q z z 6 x a O 0' � W z= z '0Z Q m s LL 0 o ~ UQ? O O U X Z W= a a U U U W U Z F= W Z O H J p z x Q Q I- U x a O O M F_ O O F z o 50 2 O z a W = O i O W w U F u~i I- ¢ (4 ¢ F- ¢ H Z n� W z Z z e COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO Revisions: 1L GENERAL REVISIONS (09/30/2013) ,2 AS BUILT (04/24/2014) CADFILE No. �./ !o h�l � � M � M � A J ��O o�w�a via o w N � Sheet Title Scale: Date: 5-5-2014 Project No. 12-027 �oL Sheet No. O N M C M cu N o N 'c LL � c N > c cu .o cc O M L 0 0 ( n r O 0 L :3 0 U LO Q. U L cu 0&1 FAI cor # EA EMB. w/ (6) #12 TEK SCREWS NEW 8"x14 GA DIAGONAL METAL FRAME 5 16" O/C (TYP.) ATTACHED w/(6) #12 TEK SCREWS AT EACH INTERSECTION 8", 14" GA., METAL STUDS BLOCKING d 4'-0" O/C (TYP.) 3 1/2"x3 1/2"x14 GA CLIF ANGLE (VERIFY LENGTH Al FIELD) rd 16" O/C (TYP. ATTACHED TO NEW BY-PASS STUDS w/(6) 412 TEK SCREW AND TO EXISTINC STRUCTURAL STEEL MEMBEF w/(4) 1/4"Xl 1/2" PAF NEW 8"x14 GA VERT. METAL FRAME rl 16" 0 / C (TYP.) 8", 14" GA., METAL STUDS BLOCKING r 4'-0" O/C (TYP.) 5/8" CDX EXP. I EXTERI PLYWOOD BACKING AT SIGN. TO METAL STUDS w/#12x1 1/ S-12 COATED BUGLE HEAD SCf FROM ENDS AND EDGES AND / 8", 14" GA., MET BLOCKING r 3 1/2"x3 1/2"x ANGLE (VERIFY FIELD) Oa 16" ATTACHED TO NE1 STUDS w/(6) #12 TE AND T STRUCTURAL STE w/(4) 1/4") NEW 8"x1 ME 5/8" CDX EXP. I EXTERIOR GRADE PLYWOOD BACKING AT SIGN, ATTACHED TO METAL STUDS w/#12x1 1/4" TYPE(S) S-12 COATED BUGLE HEAD SCREWS 3/8" FROM ENDS AND EDGES AND AT 4" O/C. 6"x14 GA BRIDGING (VERIFY LENGTH AT FIELD) rl 16" O/C (TYP.) ATTACHED TO NEW BY-PASS STUD w/(6) #12 TEK SCREWS AND TO EXISTING STUD w/(6) #12 SCREWS 8", 14" GA., METAL STUDS BLOCKING fad 4'-0" O/C (TYP.) 6"x14 GA BRIDGING (VERIFY LENGTH AT FIELD) Fd 16" O/C (TYP.) ATTACHED TO NEW BY-PASS STUD w/(6) #12 TEK SCREWS AND TO EXISTING STUD w/(6) #12 SCREWS NEW 8"x14 GA VERT. METAL FRAME rd 16" O/C (TYP.) NEW 8"x14 GA VERT. METAL FRAME ral 16" 0 / C (TYP.) 6"x14 GA BRIDGING (VERIFY LENGTH AT FIELD) rd 16" O/C (TYP.) ATTACHED TO NEW BY-PASS STUD w/(6) #12 TEK SCREWS AND TO EXISTING STUD w/(6) #12 SCREWS NEW 8"x14 GA BASE TRACK w/(3) #12 TEK SCREWS AT EACH END V.I.F. V.I.F. V.I.F. 6"x14 GA BRIDGING (VERIFY LENGTH AT FIELD) rd 16" O/C (TYP.) ATTACHED TO NEW BY-PASS STUD w/(6) #12 TEK SCREWS AND TO EXISTING STUD w/(6) #12 SCREWS -EXiS�1N�-6-"���bEi�fi------------------ METAL FRAME r 16" 0 / C (TYP.) XISTING STEEL BEAM L E L I (VERIFY)O. F XISTING STEEL BEAM -----� (LEVEL 1 1' ) 37'-0" T.O. (VERIFY) 3 1/2 ANGLE FIEL ATTACHE STUDS w/( STRUCTL w EXISTING 6"x16 GA VERT. METAL FRAME rcil 16" O/C (TYP.) EXISTING 6"x16 GA VERT. METAL FRAME rd 16" 0 / C (TYP.) E PAD (VERIFY)O. S (LEVEL 1) 1(VERIFY) S EX ---—--— -- — -- — 0 os- IoSI�`� TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. ## 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Proj. Mgr. JU Job. Capt. SG Drawn bg JT RON BARR, A.I.A. Rev'ci bg STATE OF FLORIDA RB AR 0016160 LL w O z w U W U F O 0 0 F W ~ Q H W U O m Q 02 O j Q 0 0 _ �WLL ix X <.a<aF9z?o�m Z= z w g U a m 0 W H z 0 W F Z � W cy>� X w w w i } () O Z a z z F- zd z 0 z p z O 0 o= W it u� LL O 2 z= 3 m Z' a a 0p a = _ �= 0 ZfzO U >zU X Z~ `- CL F OU W D fA Q Y O)E � 2 O?� z~ W Q z F W W F~ w� z 0 w O w F p w� 0 z � � N W z m m w� a � O 1 0 0 w z z o m F- r U U w U o z x O o a U= a y U OOW UWFzUo W w a v a F_Ooo a z z z Q © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO Revl6lona: REVISIONS GENERAL (09/30/2013) AS BUILT (04/24/2014) CADFILE No. a M a M � A M w O Vl r 1 O N E., Sheet TTtle Sca le: Pate: 5-5-2014 Project No. 12-027 mmm L O I �L N M (0 C M 0) cu N o N 'c r C UL N 2 >4t CL N O_ E =3 f� E ,O NN0 i LL 4-+ 00 `v r O 0 Lo U , N Ir- = � U L_ cu Sheet No. S-10 0 3/4" PLYWOOD SHEATHING ATTACHED w/0.145x2" PAF rla 4" O/C TO EACH STL. MEMBER (2) 1-6"x6"x3/8" STL. ANGLE ON BOTH SIDE OF STL, COLUMN PLYWO( -iED w/C 4" O/C EXISTIN( x6"x3/8 J BOTH TYP EXISTIN( xi"xi/4" E 1/2"x 1/4" E rd 36" O/C STL. TUBE a Na MID SPAN x6"x3/8" STL. L. SCALE N.T.S. CONT. 1"0"x1/4" STL. TUBE (2) L6"x6"x3/8" STL. 1 1/2"x 1 1/2"x 1/4" ANGLE ON BOTH SIDE OF STL. TUBE Fd 36" STL. COLUMN O/C MAX TYP. i it � ii i 0 Y 8'-0" EXISTING STL. COL. J EXISTING STL. COL. J 3/4" PLYWOOD SHEATHING_ ATTACHED w/0.145x2" PAF ray 4" O/C TO EACH STL, MEMBER CONT. 1"x1"x1/4"_ STL. TUBE 1 1/2"x 1 1/2"x 1/4" STL. TUBE fla 36" O/C MAX 1"x1"x1/4" STL. TUBE BLOCKING ral MID — SPAN HSS 4"x4"x3/8" CONT, STEEL BRIDGING FRAME rd 4'-0" O/C TYP. 1/4" � HSS 6"x6"x3/8" STL, STUB COL. 3"x3"x1/4" STL. ANGLE TO BOTH SIDES OF STUB COLUMNS TYP. 1/4" EXISTING STL. BEAM 1/4" CONT. L6"x6"x3/8" STL. ANGLE (2) 1-6"x6"x3/8" STL. ANGLE ON BOTH SIDE OF STL. COLUMN CONT. L6"x6"x3/8" STL. ANGLE EXISTING STL. COL. J TYP. 1/4" CONT. 1"x1"x1/4" STL. TUBE 1 1/2"x 1 1/2"x 1/4" STL. TUBE ra 36" O/C 4'-0" MAX. 1"x1"x1/4" STL. TUBE BLOCKING U MID SPAN HSS 6"x6"x3/8" CONT. STEEL FRAME BOTH SIDE OF CATWALK r TYP. 1/4" J w 6"x6"xl/2" STL. PLATE z LL f w 3/4" PLYWOOD SHEATHING ATTACHED w/0.145x2" PAF ra 4" O/C TO EACH STL. MEMBER HSS 4"x4"x3/8" CONT. STEEL BRIDGING FRAME rd 4'-0" O/C CONT. 1"x1"x1/4" 1 1/2"x 1 1/2"x Y/TTk' TUBE EXISTING CMU W TYP. 1/4" 6"x14"x1/4" STL. PLATE ATTACHED TO CONC, w/(2) 3/4" DIA. x 8" EXP. BOLT TYP. 1/4" TY 1/4" SCALE N.T.S. SCALE N.T.S, STL. TUBE rd 36" O/C MAX. +/ 18'-0" (VERIFY IN FIELD) YP. ALL IQ 1/4" EXISTING S 3"x3"x1/4" -- ------ — --- ------ ----- TO BOTH S COLUMNS 4'-0" o a HSS 6"x6"r STUB COL. 3"x3"x1/4" E TO BOTH S I TYP. COLUMNS HSS 6"x6"x3/8" CONT. STEEL FRAME BOTH SIDE OF CATWALK YP' 1/4" a STL. TUBE L 1 1/2"x 1 1/2"x 1/4" STL. TUBE 9 36" O/C MAX. SCALE N.T.S. V -L. BEAM ;TL. ANGLE DES OF STUB 3/8" STL. TL. ANGLE )ES OF STUB L L ) (VERIFY)T.O. PARAPET (LEVEL "1 ) (VERIFY) T.O. STEEL COLUMN O. STEEL COLUMN L (VERIFY) AN 3/4" PLYWOOD SHE, ATTACHED w/0. PAF na 4" O/C TO STL. ME (LEVEL 1)1(VERIFY) STEEL COLUMN ■ 3/4" PA 3 TO DO. "iff l i 3000 PSI CONCRETE #5 DOWELS rd 8" /C TOP & BOT. WITH MIN. 4" EMB. INTO CONCRETE SET w/HIGH STRENGTH EPDXY GROUT J VIEW EXISTING W1 ;ECTION A -A SCALE 3/8"=1'-0" 0 2 TAYLAN KAILKAN, P.E. ENGINEE ER-1NL TG PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Proj. Mgr. JU Job. Capt. SG Drawn bg JT RON BARR, A.I.A. Rev"d bg STATE OF FLORIDA RB AR 0016160 o o z U w U ( H O O Zz F w zd W m _ = z 0. v o < LL w a fm l- � w 0 z w K 0� U U w a OR o o m m X 0 m� W= o F v Z W a U 2 z 0 z W W F- U W > Z re _� O U} O W-w 00 wzO �owt¢�zz LL apZmm zzz -' = aW � z z p v Y� 0 ~hi _ d ~w a} W zO cO z cZi Wo D Y z m ww w w¢ Z W¢ h u, U �= H O a W z w Z w W H w 0 LL U O m d O O 6 2 X� g a Z z' g- 0 0 W W o m N DIMF o p 0 W Dg U Z m O o G7 0 m a z z L I OW = S W WW2 O 25 U H¢ 0 a P aP z o XP z Q © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO RevlB ions: 0 GENERAL REVISIONS (09/30/2013) 0 AS BUILT (04/24/2014) CADFILE No. u p'II p„� M PLO M O /� V1 � ago aw�a via o w N � Sheet Title Scale: Date: 5-5-2014 Project No. 12-027 N O 0 M (0 C_ L M -cu a N C O N �— C C u- N (13 U 6�- .> � Lo W N E ■ _O ICY) 'C N :t , 0 U) (Q E L C: O �0 L W O � � U L N 0 Lo =3 U N U L L Cu Sheet No. FAI #4x8" LONG DOWELS WELDED TO STL COL. ra 16" O/C (TYP.) #4x8" LONG DOWELS WELDED TO STL COL. rla 16" 0 / C (TYP.) HSS 8"x4"x5/8" STL. COL. #4x8" LONG DOWELS WELDED TO STL COL. -_ fd 16" O/C (TYP.) GRADE (SEE CIVIL PLANS) VERIFY HEIGH AT FIELD 8" CONC BLOCK WALL EXISTING SLAB CL COL AND WALL (8) 3/4" x 8" NELSON STUDS 1 " STL. TOP PLATE VERIFY HEIGH -L Al FIELD I I HSS 8"x4"x5/8" STL. COL. TOP PLATE SIDE VIEW HSS 8"x4"x5/8' STL. COL 1 " STL.— TOP PLATE (8) 3/4" x 8" NELSON STUDS TOP PLATE TOP VIEW #4x8" LONG DOWELS WELDED TO STL COL, fco 16" O/C (TYP.) NEW SLAB STEEL COLUMN / BASE PLATE SCHEDULE MARK COLUMN SIZE BASE PLATE ANCHOR BOLT REMARKS A I B I T E D HSS 8"x4" 12" 16" 1 1/2" 13" 1" GALV. ,/0" 1 '/2" NON SHRINK GROUT & BED SEE PLAN BASE PLATE DETAIL N.T.5. STEEL COLUMN DETAIL IN CMU WALL SCALE: N.T.S. O COMPACTOR (SEE MANUF. SPECIFICATIONS FOR CONNECTION) NEW 3000 PSI 6" CONCRETE EQUIPMENT PAD (10'-0 W"x5'-0" GREATER THAN THE LENGTH OF THE COMPACTOR -VERIFY) w/#5 REBARS Id 12" O/C EACH WAY rd MID. DEPTH (PAD IS FLUSH w/THE SURROUNDING GRADE) PLAN VIEW COMPACTOR CONC, PAD SLAB SCALE: N.T.S. COMPACTOR (SEE MANUF. SPECIFICATIONS FOR CONNECTION) NEW 3000 PSI 6" CONCRETE EQUIPMENT PAD (10'-0 ------------------------------W"x5'-0" GREATER THAN THE LENGTH OF THE I COMPACTOR -VERIFY) fd 12" O/C EACH WAY 5 MID. DEPTH 1 w/THE SURROUNDING GRADE) SECTION SECTION 0)-(& SCALE: N.T.S. CONCRETE RASE DETAIL AT COMPACTOR SCALE: N.T.S. H ,A" TVD A(`I LJnnV z 8"x8" BLOCK BOND I w/(1) #5 C 8"x16" TIE BEAM (TI (SEE PL, ERT. R CONCI fa 32" :;RETE TING. #7 VERT. REINF. IN CONCRETE FILLED CELL na 32" 0/0 rYP. BLOCK WALL REINFORCEMENT SCALE: N.T.S. GRADE (SEE CIVIL PLANS) TAYLAN KALKAN, P.P. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Pro j. Mgr. JU Job. Capt. SG Drawn by JT RON BARR, A.I.A. Rev'd by STATE OF FLORIDA RB AR 0016160 o N U o Z U w O O W ZZz Q ~ U p W} S� S U O m ¢ p ¢ O O U W F W m m U FW F 2 O O� m W 6 m W o o= u�, o a W o Z 1- W W 0 W H } Z Z U W OU } z WW> In Z) z a0 F O Ii zd ~ O z o m 0 �, j 2 1 a Z= 3: r a 0 O Z 'a O O z: =O Z� U O O} O z U ~ d W OU Ow Y z m¢ z 10 N w w W a W X. p W F p} W a Ua ?� z u O W K a d s Z R z O O W H W W Z O tq U W Z) Z Z U= O 0 w p 2 Z U 0 = z m z = U= 0O W W �- U a W a a z S m z z z z a © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO Revialons: 1� GENERAL REVISIONS (09/30/2013) Z2 AS BUILT (04/24/2014) CADFILE No. !o a M a M O � M w O W O N H Sheet Title Scale: Date: 5-5-2014 Project No. 12-027 L O Noma 0 N 2 co (0 C M 0) N c o N � c c � NC U N � w+ > cu 0 N N a E L O O i 00 c O r U � N (0 Lo 0)rn � U^+ T T_ W Q. U L co Sheet No. S...12 A2 BOX BEAM FORMED w/(21 8", 16 GA CEE STUDS + (1) 8",16 GA TOP TRACK & BOT TRACK w/(1) #12 TEKS rd 6" O/C EACH FLANGE ATTACH BEAM TOGETHER w/(2) ROWS OF #12 TEKS Fd 6" O/C (MAX. UNSUPPORTED SPAN 6'-0") ATTACH BOX BEAM TO HSS TUBE W/(4) 0.145 DIA. PAF WITH FULL PENETRATION TO THICKNESS (TYP, rd EACH INTERSECTION) _ _ HSS TUBE BEAM (SEE PLAN)—� ATTACH METAL STUDS TO TRACK W/(4) #12-14 SELF -TAPPING METAL SCREW TOP & BOT. (TYP. rd EACH STUD) I CONT. 16ga TRACK ATTACH TRACK TO STL. BEAM! w/(2) ROWS OF 0.145 DIA. PAF WITH FULL PENETRATION TO THICKNESS U 6' O/C AND 3" AWAY FROM ENDS I I (2) 3/4" DIAx6" LONG EXP. BOLT LL O LL HSS TUBE (SEE PLAN) O �z<a _w> 1/4" I (2) 3/4" DIAx6" LONG EXP. BOLT CMU WALL HSS TUBE (SEE PLAN) D A _____________________ _ - - D KNOCK -OUT CMU BLOCK (MIN. 8"x16" 0 ° GROUTED) ------------------------------- D o p D ° L3x3x1/4" STL ANGLE ral BOTH SIDES GROUTED CELLS L3x3x1/4" STL ANGLE U BOTH SIDES I AT EXISTING UNGROUTED Cl STEEL TUBE TO CMU CONNECTION DETAIL I SCALE: N.T.S. I Revisions: 1� GENERAL REVISIONS (09/30/2013) , 2 AS BUILT (04/24/2014) CADFILE No. �./ !-0 M� a M � M O aw�a O W N � I a / � \ > GENERAL NOTES THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOBSITE PRIOR TO STARTING ANY WORK AND NOTIFY ENGINEER/ARCHITECT IN WRITING IMMEDIATELY FOR ANY DISCREPANCIES OR THE BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR ANY ERRORS OR OMISSIONS. DO NOT SCALE THE DRAWINGS. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND TO PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND THE PEOPLE AT WORK OR OTHERS DURING THE CONSTRUCTION. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO SUPERVISE AND COORDINATE ALL THE WORK OF ALL TRADES THE GENERAL CONTRACTOR SHALL VERIFY THE LOCATION OF CHASES, OPENINGS, INSERTS, SLEEVES, PADS, DEPRESSIONS, FINISHES AND WALL OPENINGS. DO NOT LOAD THE SLAB -ON -GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR ANY ERECTION EQUIPMENT, THE SLABS HAVE NOT DESIGNED FOR CRANE LOADS AND WILL REQUIRE AN INCREASE IN THICKNESS AND/OR REINFORCEMENT. OBTAIN ARCH./ENG. APPROVAL ON PROPOSED CRANE SUPPORT PLAN BEFORE COMMENCING WORK, DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN EXCESS OF 75% OF LIVE LOAD, GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB -CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS, AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR ERECTED FLOORS OR ROOF, NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE REDUCED IN STRENGTH SUBMIT MINIMUM FOUR (4) COPIES OF SHOP DRAWINGS AS REQUIRED. ALLOW ONE WEEK FROM DATE OF RECEIPT FOR REVIEW, ENGINEER ACCEPTS NO RESPONSIBILITY FOR GRADE BEAMS, SLABS, FOOTINGS, AND OTHER STRUCTURAL ELEMENTS UNTIL REVIEW OF APPROVED TRUSS, CONCRETE PLANK, AND OTHER SHOP DRAWINGS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER. DIMENSIONS & COORDINATION DIMENSIONAL INFORMATION, PRICING, ALL DETAILS AND CONSTRUCTION SHALL BE BASED ON THE ENTIRE SET OF CONTRACT DOCUMENTS. COORDINATE THE REQUIREMENTS OF ALL PROFESSIONALS. USE INFORMATION FROM APPROVED SHOP DRAWINGS TO SUPPLEMENT CONTRACT DOCUMENTS WHERE NECESSARY. REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING. IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS. THE CONTRACTOR MUST USE STRUCTURAL DRAWINGS IN CONJUCTION WITH ARCHITECTURAL, CIVIL, PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES DIMENSIONS, ETC. (DRAWINGS NOT BE SCALED) DISCREPANCIES BETWEEN INFORMATION PRESENTED WITHIN PROJECT SPECIFICATIONS AND WITHIN STRUCTURAL NOTES ON PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR PRIOR TO PRESENTING HIS OR HER BID, IF SUCH A DISCREPANCY IS DISCOVERED SUBSEQUENT TO BIDDING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE OPTION SUBSEQUENTLY SELECTED BY THE ENGINEER AT NO ADDITIONAL COST. CONTRACTORS SHALL BE RESPONSIBLE FOR FINAL VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, CLEARANCES, ETC. OF THE FRAMING SHOWN ON THE STRUCTURAL DRAWINGS AGAINST INFORMATION PROVIDED BY MANUFACTURERS OF SELECTED MECHANICAL EQUIPMENT PRIOR TO PRECEDING WITH ANY RELATED PORTION OF WORK. ITEMS REQUIRING SUCH REVIEW SHALL INCLUDE ELEVATORS (ELEVATOR PITS, BEAMS ABOVE ELEVATOR DOORS, ETC.) ESCALATORS, DUCTS, COOLING TOWERS, ETC. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY REMEDIAL WORK AND FOR ITS IMPACT ON THE WORK SCHEDULE RESULTING FROM FAILURE TO PROVIDE EARLY NOTIFICATION OF SUCH CONFLICTS TO THE DESIGN TEAM. POTENTIAL CONFLICTS, ERRORS OR OMISSIONS PRESENT WITHIN THE DRAWINGS (WHETHER WITHIN STRUCTURAL DRAWINGS OR BETWEEN STRUCTURAL, ARCHITECTURAL AND M.E,P. DRAWINGS) SHALL BE IDENTIFIED BY THE CONTRACTOR DURING HIS/HER EARLY REVIEW OF THE PROJECT DOCUMENTS. SUCH CONFLICTS, ERRORS OR OMISSIONS SHALL BE COMMUNICATED TO THE ARCHITECT IN WRITING PRIOR TO COMMENCEMENT OF WORK. IN THE EVENT OF FAILURE TO PROVIDE SUCH A NOTICE AND SUFFICIENT TIME FOR RESPONSE, 0 A ES ONSE THE CONTRACTOR SHALL BECAME O COST RESPONSIBLE FOR C F ALL WORK S O OR REMEDIAL WORK RESULTING H I R 0 ESUL ING FROM SUCH CONFLICTS, ERRORS OR OMISSION, AS WELL AS FOR ITS IMPACT ON THE PROJECT SCHEDULE. (CONTRACTOR AGREES THAT HE WILL HOLD OWNER, ARCHITECT, ENGINEER AND/OR ANY OF THEIR EMPLOYEES OR AGENTS. HARMLESS FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY ARISE BY A REASON OF ANY NEGLIGENCE ON THE PART OF THE CONTRACTOR, OR ANY OF HIS SUBCONTRACTORS, OR ANY MATERIAL AND EQUIPMENT SUPPLIES, AND/OR ANY OF THEIR EMPLOYEES OR AGENTS, IN THE PERFORMANCE OF THIS CONTRACT, IN CASE ANY ACTION IS BROUGHT AGAINST THE OWNER, OR ARCHITECT OR ENGINEER OR ANY OF THEIR EMPLOYEES OR AGENTS, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEFENSE THEREOF, TO THE FULL SATISFACTION OF LATTER PARTY. WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, OR WHERE NEW WORK ADJOINS EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOINS A PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN IN -PLACE MATERIAL, CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AS REQUIRED TO COMPLETE SHOP DRAWINGS AND INSTALLATION. REPORT ANY DISCREPANCIES EXCEEDING 3% BETWEEN FIELD MEASUREMENT DIMENSIONS AND SCALED DRAWING DIMENSIONS TO ARCHITECT BEFORE PROCEEDING WITH WORK, DO NOT SCALE DRA'AiNGS: USE DIMENSIONS. WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL AND BASED ON REQUIREMENTS OF ANOTHER TRADE OR SUBCONTRACTOR, THAT SUBCONTRACTOR SHALL SUBMIT A SHOP DRAWING WITH THE REQUIRED DIMENSIONAL INFORMATION UPON WHICH THE CONTRACTOR SHALL BASE THE LAYOUT AND CONSTRUCTION. THIS PROCEDURE IS MANDATORY FOR CURTAIN WALL SYSTEMS, ARCHITECTURAL PRECAST SYSTEMS, AND ALL MECHANICAL AND ELECTRICAL OPENINGS. THE ENGINEER WILL CLOUD OR OTHERWISE INDICATE REVISIONS TO THESE DOCUMENTS ONLY AFTER THEY HAVE BEEN ISSUED FOR CONSTRUCTION OR FINAL PRICING. CHANGES PRIOR TO THAT DATE WILL NOT BE CLOUDED. CHANGES AND/OR REVISIONS AFTER THE CONSTRUCTION OR FINAL PRICING ISSUE WILL BE CLOUDED IN AN ATTEMPT TO BRING TO THE CONTRACTOR'S ATTENTION ANY MAJOR ITEMS. HOWEVER, IT SHALL BE SOLELY THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE PRICING AND CONSTRUCTION OF ALL REQUIREMENTS OF THESE DOCUMENTS. INCLUDING REVISIONS (FLAGGED OR UN -FLAGGED) WITH ALL OF HIS SUPPLIERS AND SUBCONTRACTORS. REVISIONS ARE IDENTIFIED BY A REVISION NUMBER WITHIN A TRIANGLE. ALL REVISIONS ISSUED ON A SINGLE DATE WILL BE IDENTIFIED BY THE SAME NUMBER. CONSTRUCTION TO COMPLY WITH REQUIREMENTS OF THE GOVERNING BUILDING CODE, AND ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, STANDARDS, REGULATIONS AND LAWS. DETAILS LABELED AS "TYPICAL DETAILS" ON DRAWINGS AND DETAIL SHEETS. APPLY TO ALL SITUATIONS THAT ARE SIMILAR OR SAME AS THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT THEY ARE KEYED AT EACH LOCATION ON PLAN DRAWINGS. QUESTIONS REGARDING APPLICABILITY OF DETAILS SHALL BE RESOLVED BY THE ARCHITECT OR ENGINEER. CONSTRUCTION DOCUMENTS MUST GET APPROVAL FROM PERMITTING AGENCIES. THUS IT IS UNDERSTOOD THIS SET OF STRUCTURAL DRAWINGS IS NOT ON FINAL FORM UNTIL IT BEARS THE BUILDING DEPARTMENT PLANS REVIEW PROCESS STAMP AND SIGNATURE OF APPROVAL. SHOP DRAWINGS & STRUCTURAL SUBMITTALS SUBMIT TO THE ENGINEER FOUR ORIGINALS ONLY AFTER THEY HAVE BEEN REVIEWED BY THE CONTRACTOR. IF ADDITIONAL COPIES OF ANY MATERIAL ARE REQUIRED, PLEASE PROVIDE SUCH, HOWEVER ONLY THREE COPIES WILL BE MARKED BY THE ENGINEER. UNDER NO CIRCUMSTANCES WILL THE USE OF STRUCTURAL DRAWINGS PREPARED BY THIS OFFICE BE PERMITTED FOR SHOP DRAWING OR BACKGROUND USE. THIS INCLUDES BOTH PHOTOGRAPHIC AND ELECTRONIC REPRODUCTION. SHOP DRAWINGS SHALL BE PREPARED ENTIRELY BY THE VENDOR OR SUBCONTRACTOR GENERATING SUCH SUBMITTAL, THE USE OF ANY DRAWING PREPARED BY THIS OFFICE AS BACKGROUND INDICATES ACCEPTANCE OF TERMS AND CONDITIONS BY OUR OFFICE FOR THEIR USE AND STIPULATED COMPENSATION MUST BE DELIVERED TO OUR OFFICE PRIOR TO SUBMITTAL OF SHOP DRAWINGS, OTHERWISE, SHOP DRAWINGS WILL BE RETURNED NON REVIEWED. REVIEW OF SHOP DRAWINGS IS NOT CONDUCTED FOR DETERMINING THE ACCURACY AND COMPLETENESS OF DETAILS OR FOR SUBSTANTIATING FABRICATION INSTALLATION INSTRUCTION OR PERFORMANCE OF EQUIPMENT OF SYSTEM, ALL OF WHICH SHALL REMAIN THE SOLE RESPONSIBILITY OF THE CONTRACTOR. REVIEW OF SHOP DRAWINGS DOES NOT CONSTITUTE APPROVAL OF SAFETY PRECAUTIONS, CONSTRUCTION MEANS, METHODS, SEQUENCES OR PROCEDURES, NOR DOES IT INDICATES APPROVAL OF ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. COORDINATION OF ALL TRADES SHALL REMAIN THE SOLE RESPONSIBILITY OF THE CONTRACTOR, CONTRACTOR MUST REVIEW ALL QUANTITIES AND DIMENSIONS. ALLOW ADEQUATE TIME FOR TRANSIT, AND PROCESSING BEFORE FABRICATION OUR OFFICE WILL REVIEW AN AVERAGE SUBMITTAL WITHIN 15 CALENDAR DAYS OF RECEIPT DRAWINGS RECEIVED AFTER 3:00 PM WILL BE STAMPED AS RECEIVED THE FOLLOWING DAY, REVIEW OF SHOP DRAWINGS IS LIMITED TO TWO REVIEWS PER SUBMITTAL WITHIN THE SCOPE OF BASIC SERVICES, THAT IS ONE INITIAL REVIEW AND ONE ADDITIONAL REVIEW ONCE MARKED ITEMS HAVE BEEN CORRECTED. REVIEW OF ADDITIONAL SUBMITTALS WILL BE CONSIDERED ADDITIONAL SERVICES, FOR WHICH THE CONTRACTOR MAY BE HELD RESPONSIBLE, THOSE ADDITIONAL SERVICES FEES WILL BE IN ACCORDANCE WITH THE TERMS OF THE AGREEMENT FOR THIS PROJECT. OUR OFFICE WILL MARK ONLY THREE SETS OF DRAWINGS REGARDLESS OF HOW MANY COPIES HAD BEEN SUBMITTED, ONLY AFTER DRAWINGS BEAR EVIDENCE OF BEEN REVIEWED AND APPROVED BY THE CONTRACTOR. SHOP DRAWINGS SUBMITTED TO OUR OFFICE WITHOUT CONTRACTORS APPROVAL WILL BE RETURNED UN REVIEWED, SPECIALTY OR DELEGATED ENGINEERING SHOP DRAWINGS: BY DEFINITION A DELEGATED ENGINEER IS A FLORIDA REGISTERED PROFESSIONAL ENGINEER, NOT THE ENGINEER OF RECORD, WHO SPECIALIZED IN AND WHO UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT. THE DELEGATED OR SPECIALTY ENGINEER SHALL BE AN EMPLOYEE OR OFFICER OF A FABRICATOR, AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING COMPONENTS TO A FABRICATOR, OR AN INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR OR HIS SUPPLIER. SUBMITTAL AND RE -SUBMITTAL FOR CUSTOM DESIGNED, MANUFACTURED OR FABRICATED LOAD -CARRYING MEMBERS, COMPONENTS OR ITEMS. SUBJECT TO FORCES OR STRESSES AND THEIR CONNECTION OR ANCHORAGE REQUIRE A DELEGATED OR SPECIALTY ENGINEER. THE FOLLOWING SYSTEMS AND COMPONENTS REQUIRE FABRICATION, AND ERECTION DRAWINGS ALONG WITH SIGNED AND SEALED CALCULATIONS BY A DELEGATED ENGINEER: -ALUMINIUM OR LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS. -GLAZING AND STORE FRONT SYSTEMS, INCLUDING MULLIONS AND CONNECTIONS -POST-TENSIONED CONCRETE MEMBERS -PREFABRICATED WOOD TRUSSES -PRECAST CONCRETE COMPONENTS: WALLS, COLUMNS, JOISTS -CONCRETE TILT -UP WALLS AND COMPONENTS -SHORING AND RE -SHORING DRAWINGS ALL SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, AS WELL AS THE DESIGN CRITERIA WHICH SHOULD NOT BE IN CONFLICT WITH THOSE SPECIFIED ON THE CONTRACT DOCUMENTS, THE APPLICABLE BUILDING CODE NOR THE SPECIFICATIONS. IN CASE OF CONFLICT REQUEST FOR CLARIFICATION MUST BE SUBMITTED IN WRITING TO A/E, OR THE MOST STRINGENT CRITERIA MUST BE USED. SUBMITTAL MUST SHOW ALL DETAILS„ PLANS AND NECESSARY INFORMATION FOR THE PROPER FABRICATION AND INSTALLATION OF SYSTEM OR COMPONENTS. CALCULATIONS AND DRAWINGS MUST CLEARLY IDENTIFY SPECIFIC PRODUCTS UTILIZED SINCE GENERIC PRODUCTS WILL NOT BE ACCEPTED. ALL SHOP DRAWINGS AND CALCULATIONS MUST BEAR THE IMPRESSED SEAL, DATE AND SIGNATURE OF THE DELEGATED OR SPECIALTY ENGINEER. IN CASE THAT COMPUTER PRINT-OUTS ARE SUBMITTED THOSE MUST BE ACCOMPANIED WITH DESCRIPTIVE INFORMATION AS OF THE INPUT AND OUTPUT FOR THEIR PROPER EVALUATION. SUCH DESCRIPTION OF COMPUTER PRINT-OUTS MUST BE SIGNED AND SEALED AS WELL WITH A NOTE INDICATING FULL ACCEPTANCE AND LIABILITY OVER THE RESULTS OF SAID COMPUTER PROGRAM. REVIEW BY OUR OFFICE OR OF SUBMITTAL S IS LIMITED TO VERIFYING THAT THE SPECIFIC STRUCTURAL SUBMITTAL HAVE BEEN FURNISHED; THAT THE STRUCTURAL SUBMITTAL HAVE BEEN SIGNED AND SEALED BY THE DELEGATED ENGINEER; THAT THE SPECIFIED CRITERIAS, AND DESIGN INTENT HAVE BEEN FOLLOWED AND UNDERSTOOD BY THE DELEGATED ENGINEER; AND THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTAL IS CONSISTENT WITH THE CONTRACT DOCUMENTS. NO DETAIL CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE SINCE THIS TO BE PERFORMED BY THE GENERAL CONTRACTOR. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL BE RETURNED NON REVIEWED. CONCRETE A CERTIFIED TESTING AGENCY SHALL PERFORM INDUSTRY -STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS, SUBMIT REPORTS TO ARCHITECT AND ENGINEER. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO A.S.T.M. A615 GRADE 60 (Fy = 60 KSI) AND CONCRETE STRENGTH SHALL BE 3000 PSI AT 28 DAYS. WELDED FIRE FABRIC SHALL BE W/6x6 W2.OxW2.0 WWF CONFORMING WITH A.S.T.M. A185. TIE WIRES SHALL CONFORM WITH A.S.T.M. A82 REINFORCING INSTALLATION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE RECENT ACI CODE. REBARS IN BEAMS, COLUMNS AND SLABS SHALL BE FULLY SECURED PRIOR TO FINAL POUR. REINFORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS. THE REINFORCEMENT STEEL SHALL ALSO BE FREE FROM RESIDUES SUCH AS OIL, MUD, DIRT, SCALE ANY PITTING AND NICKS THAT IS MORE THAN 2% OF THE TOTAL CROSS SECTIONAL AREA OF ANY REBAR. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER: ANY CONCRETE POUR AGAINST EARTH 3" ANY FOOTINGS TOP, BOTTOM AND SIDES 3" BEAMS PRIMARY REINFORCEMENT AND STIRRUPS 1.5" COLUMNS PRIMARY REINF, TIES AND SPIRALS 1.5" SLAB ON GRADE BOTTOM COVER 2" SLABS 1.5" VERTICAL BARS IN CONCRETE COLUMNS MUST BE CONTINUOUS. REBARS SHALL BE LAPPED EQUIVALENT TO 48 DIA. OF LARGER SIZE LAPPING BARS OR MIN. 30" OR OTHERWISE AS NOTED. LAPPING BARS MUST BE SECURED WITH MINIMUM WITH 3 TWIST TIES, VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN BEAMS A LENGHT EQUIVALENT 15 BAR DIA. OF LARGER SIZE LAPPING BARS OR MIN. 12" OR OTHERWISE AS NOTED, LAPPING BARS MUST BE SECURED WITH MIN. (2) TWIST TIES, VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOOTER AND SLAB A LENGTH EQUIVALENT 15 BAR DIA, OF LARGER SIZE LAPPING BARS OR MIN. 12" OR OTHERWISE AS NOTED. LAPPING BARS MUST BE SECURED WITH MIN. (2) TWIST TIES. CORNERS BARS IN CONCRETE BEAMS MUST LAP WITH MAIN BARS IN BEAMS A LENGTH EQUIVALENT TO 42 BAR DIA, OF LARGER SIZE LAPPING BARS OR MIN. 36" OR OTHERWISE AS NOTED. LAPPING BARS MUST BE SECURED WITH MIN. (4) TWIST TIES. CORNERS BARS IN CONCRETE FOOTERS MUST LAP WITH ALL MAIN FOOTER REBARS A LENGTH EQUIVALENT TO 42 BAR DIA. OF LARGER SIZE LAPPING BARS OR MIN. 36" OR OTHERWISE AS NOTED. LAPPING BARS MUST BE SECURED WITH MIN. (4) TWIST TIES, CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL, CONTRACTOR TO MAINTAIN FLOORS 100% SHORED. CONTRACTOR SHALL ERECT FORM WORK IN STRICT COMPLIANCE WITH ACI 347. PROVIDE CHAMFERS AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW. FORM WORK TO REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM OF 50 P.S.F. OF ADDITIONAL CONSTRUCTION LOAD, FOUNDATION NOTES CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE THE DRAWINGS. GO BY DIMENSIONS ONLY. A CERTIFIED TESTING AGENCY SHALL PERFORM INDUSTRY -STANDARD SOIL DENSITY TESTS TO ENSURE CONFORMANCE WITH GEOTECHNICAL SOIL REPORT. SUBMIT REPORTS TO ARCHITECT AND ENGINEER. THERE SHALL BE A 12 HOUR TIME DELAY FOR IMPOSING A LOAD ON A SLAB AFTER CONCRETE PLACEMENT FOUNDATION DESIGN IS BASED ON 2500 PSF NET ALLOWABLE SOIL BEARING CAPACITY. ALL REINFORCING STEEL SHALL BE GRADE 60, AND CONCRETE STRENGTH SHALL BE 3000 PSI AT 28 DAYS, SPLICES IN REINFORCING BARS SHALL NOT BE LESS THAN 36 BAR DIAMETERS AND REINFORCING SHALL BE CONTINUOUS AROUND ALL CORNERS AND CHANGES IN DIRECTION. CONTINUITY SHALL BE PROVIDED AT CORNERS OR CHANGES IN DIRECTION BY BENDING THE LONGITUDINAL STEEL AROUND THE CORNER 48 BAR DIAMETERS OR BY ADDING MATCHING REINFORCING STEEL WHICH SHALL EXTEND 48 BAR DIAMETERS FROM EACH CORNER OR CHANGE IN DIRECTION. COLUMN AND WALL CENTERLINES SHALL COINCIDE WITH FOOTING CENTERLINES UNLESS OTHERWISE NOTED, SEE FOUNDATION PLAN FOR TOP ELEVATION OF ALL ISOLATED COLUMN FOOTINGS AND PADS THE SOIL UNDER ALL FOOTINGS AND GROUND SLABS SHALL BE TREATED WITH AN APPROVED PRE -CONSTRUCTION TERMITICIDE TREATMENT WITH A CERTIFICATE OF COMPLIANCE ISSUED TO THE BUILDING DEPARTMENT PER FBC 1816 AND 2326.5. - REINFORCED UNIT MASONRY NOTES THE REINFORCED UNIT MASONRY DESIGN FOR THIS STRUCTURE IS BASED ON RATIONAL ANALYSIS PER F.B.C. SECTION 2118. F.B,C, 2122.1 STATES THAT THE PROVISIONS OF ACI 530-08/ASCE 5-10, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, AND THE COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, ARE HEREBY ADOPTED AS A MINIMUM: HOWEVER, THE REQUIREMENT OF THE STANDARD SHALL NOT SUPERCEDE THE SPECIFIC REQUIREMENTS OF THIS CHAPTER. REINFORCED UNIT MASONRY SHALL BE STELL REINFORCED SOLID UNIT MASONRY OR STEEL REINFORCED GROUTED HOLLOW UNIT MASONRY. THE DESIGN OF BUILDINGS AND STRUCTURES OF REINFORCED UNIT MASONRY SHALL BE BY PROFESSIONAL ENGINEER OR REGISTRED ARCHITECH. MASONRY UNIT SHALL CONFORM TO A.S.T.M, C90-90 AND SHALL HAVE A MINIMUM PRISM STRENGTH OF 1500 PSI IN 28 DAYS IN ACCORDANCE WITH A.S.T.M, E-447-84. UNITS SHALL BE A MINIMUM OF 48% SOLID. USE TYPE "S" MORTER IN ACCORDANCE WITH A.S.T.M. C-270.92. MASONRY UNITS SHALL HAVE 3/8" FULL BEDDING. MORTER PROTRUDING INTO CELL CAVITIES, THAT ARE REINFORCED AND GROUTED, SHALL BE REMOVED, ALLOW MIN, OF 24 FIRS FOR MORTER TO CURE BEFORE PLACING GROUT. GROUT TO BE USED IN FILLED CELLS SHALL BE OF PEA ROCK PUMP MIX WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS IN ACCORDANCE WITH F.B.C. 2122.6.5 THE SLUMP SHALL BE 9" (:1) AND PLACE IN ACCORDANCE WITH F.B.C, 2122.6.5.3. GROUTED CELLS WITH REINFORCING SHALL HAVE A MINIMUM IF (1) # 6 VERTICAL AT EACH CORNER, EACH SIDE OF WALL OPENINGS, AND MAXIMUM OF 4'-O" THEREAFTER. TIE BEAM AND FILLED CELLS SHALL BE PLACED IN SEPARATE LIFTS AND CONSOLIDATED AS REQUIRED TO COMPLETELY FILL EACH CELL. CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL FILLED CELLS FOR INSPECTION, REINFORCING BARS SHALL BE NEW BILLET STEEL PER A.S.T.M, A615-94, GRADE 60, LAP REINFORCING AS NOTED ON PLANS. CONCRETE MASONRY BLOCKS SHALL BE INSTALLED WITH MASONRY JOINT REINFORCEMENT AT OTHER COURSE. REINFORCEMENT SHALL BE CONTINUOUS WITH (2) BLOCK WIDTH LAPSE AT ENDS AND SHALL BE INSERTED INTO CELLS OR TIE COLUMNS MIN. 4" THE MINIMUM SIZE OF HORIZONTAL JOINT REINFORCEMENT SHALL BE GAUGE 9 "LADDER" TYPE REINFORCEMENT. STANDING SEAM ROOFING NOTES: ALL AREAS WHERE MASTIC TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGANT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION IN ROOF AND WALLS WHERE APPLICABLE ALL SHEET METAL ROOF PANELS SHALL HAVE STRUCTURAL QUALITY ASTM A-792, WITH A MIN. COATING THICKNESS AS PER AZ-55 DESIGNATION, AND WITH MIN. Fy=50 ksi ALL SCREWS TO BE HEX HEAD, SELF DRILLING, NON CORROSIVE ALL ROOF PANEL SIDELAPS AND ENDLAPS SHALL HAVE A CONTINOUS STRIP OF MASTIC SEALER SEE FOUNDATION PLAN FOR REINF. (4) #5 CRANK BARS lad BOTTOM MATCH/OVERLAP WALL FOOTING REINF. \ — /// • • • • • • nLENGTH SEE FOUNDATION PLAN FOR WALL FTG. REINF. PAD FTG. (SEE PLAN) _ ALONG PIPE 0 STRUCTURAL STEEL NOTES STELL WORK SHALL CONFORM TO THE A.I.S.C, SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS LATEST EDITION. STEEL TUBING SHALL CONFORM TO A.S.T.M. A500 GRADE B. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL BE A.S.T.M. GRADE A-572 Fy = 50 KSI, ALL OTHER SHAPES SHALL BE A.S.T,M, A36, UNLESS NOTED OTHERWISE. BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED. CPNTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS ENCLOSED. ALL WELDINGS SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION OF THE AMERICAN WELDING SOCIETY, WELDING ELECTRODES SHALL BE E70XX- LOW HYDROGENE FOR SHIELD AND METAL ARC WELDING. SHOP WELDING AND FIELD WELDS SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY PRESSURE TREATED WOOD NOTE: ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED OR SEPARATED WITH (2) LAYERS OF 30 LB. BUILDING PAPER. THE USE OFF CCA PRESSURE TREATED LUMBER IS PROHIBITED. FOR INTERIOR APPLICATIONS (NOT EXPOSED TO WEATHER) PROVIDE SODIUM BORATE (SBX) TREATED LUMBER. FOR EXTERIOR USE PROVIDE COPPER AZOLE (CA) OR AKALINE COPPER QUATERNARY (ACQ) LUMBER. FASTENERS AND CONNECTORS ACCEPTABLE FOR USE WITH PRESSURE TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED. HOT DIPPED GALVANIZED CONNECTORS SHALL MEET ASTM A653, CLASS G185 STANDARDS. HOT DIPPED GALVANIZED FASTENERS SHALL MEET ASTM A153 STANDARDS. FASTENERS USED TOGETHER SHALL BE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED JOIST HANGERS). TYPE 304 AND 316 STAINLESS STEEL PRODUCTS ARE REQUIRED FOR MAXIMUM CORROSION RESISTANCE. MECHANICAL FASTENER NOTES EXPANSION ANCHORS SHALL BE "POWER STUD" BY RAWL OR "TRU-BOLT" BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED EQUAL, ADHESIVE ANCHORS SHALL BE "POWER"EPCON" BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED OR EQUAL. MASONRY SCREWS"TAPCON " BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED OR EQUAL POWER ACTUATED FASTENERS (PAF) RAMSET/REDHEAD , HILTI A/1l TA_ BOLTS SHALL CONFORM TO ASTM STANDARD A325, ALL BOLT HOLES SHALL BE STANDARD SIZE WITH 1/16 INCH MAXIMUM TOLERANCE. BOLTS TO BE HOT DIPPED GALVANIZED OR ZINC COATED. BOLTS TO HAVE WASHERS ON BOTH ENDS. WASHERS TO BE HOT DIPPED GALVANIZED OR ZINC COATED. REINFORCING STEEL: REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 (Fy = 60KS1). WELDED WIRE FABRIC SHALL BE 6"x6"-#10x#10 CONFORMING WITH ASTM A185. TIE -WIRES SHALL CONFORM WITH ASTM A82. REINFORCING INSTALLATION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE RECENT ACI CODE. REBARS IN BEAMS, COLUMNS, AND SLABS SHALL BE FULLY SECURED PRIOR TO FINAL POUR. REINFORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS. THE REINFORCEMENT STEEL SHALL ALSO BE FREE FROM RESIDUES SUCH AS OIL, MUD, DIRT, SCALE ANY PITTING AND NICKS THAT IS MORE THAN 2% OF THE TOTAL CROSS -SECTIONAL AREA OF ANY REBAR. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER: ANY CONCRETE POURED AGAINST EARTH 3.0" ALL FOOTINGS TOP, BOTTOM AND SIDES 3.0" BEAMS PRIMARY REINFORCEMENT AND STIRRUPS TOP AND BOTTOM SIDES 1.5" SLAB -ON -GRADE BOTTOM COVER SLABS 2.0" COLUMNS PRIMARY REINFORCEMENT, TIES AND SPIRALS 1.5" VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN BEAMS A LENGTH EQUIVALENT TO 15 BAR DIAMETER OF LARGER SIZE LAPPING BARS OR MINIMUM 12 INCHES OR OTHERWISE AS NOTED, LAPPING BARS MUST BE SECURED WITH MINIMUM 2 TWIST TIES. VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOOTER AND SLAB A LENGTH EQUIVALENT TO 15 BAR DIAMETER OF LARGER SIZE LAPPING BARS OR MINIMUM 12 INCHES OR OTHERWISE AS NOTED. LAPPING BARS MUST BE SECURED BY MINIMUM 2 TWIST TIES, CORNER BARS IN CONCRETE BEAMS MUST LAP WITH MAIN BARS IN BEAMS A LENGTH EQUIVALENT TO 42 BAR DIAMETER OF LARGER SIZE BARS OR MINIMUM 36 INCHES OR OTHERWISE AS NOTED, LAPPING BARS MUST BE SECURED WITH MINIMUM 4 TWIST TIES. CORNER BARS IN CONCRETE FOOTERS MUST LAP WITH ALL MAIN FOOTER REBARS A LENGTH EQUIVALENT TO 42 BAR DIAMETER OF LARGER SIZE BARS OR MINIMUM 36 INCHES OR OTHERWISE AS NOTED, LAPPING BARS SHALL BE SECURED WITH MINIMUM 4 TWIST TIES. WELDING: WELDING WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE RECENT AWI CODE. WELDS SHALL BE WITH E70XX ELECTRODES. WELDING SHALL BE COMPLETED AND CERTIFIED BY A LICENSED AND APPROVED WELDER STEEL JOIST NOTES A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS, SUBMIT REPORTS TO ARCHITECT AND ENGINEER. ALL DESIGN, FABRICATION AND ERECTION OF STEEL JOISTS AND BRIDGING SHALL BE IN STRICT ACCORDANCE WITH THE CURRENT SPECIFICATIONS OF STEEL JOIST INSTITUDE AND RECOMMENDED CODE OF STANDARD PRACTICE. THE ENDS OF ALL BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE ANCHORED TO THE WALL OR BEAM. ALL STEEL JOIST ARE TO BE CAMBERED AS SPECIFIED BY S.J.I. PROVIDE BOTTOM AND/OR TOP CHORD EXTENSIONS AS SHOWN ON DRAWINGS, UNLESS NOTED OTHERWISE, MIN. JOIST BEARING SHALL BE 2 1/2" FOR K-SERIES JOIST, 4" FOR LH, DLH AND SLH 15-18, AND 6" FOR SLH 19-25 ON A STEEL MEMBER OR EMBEDDED PLATE. BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE SIZE AND SPACING REQUIREMENTS OF THE S.J.I. STANDARD SPECIFIATIONS FOR OPEN WEB STEEL JOISTS, ALL BRIDGING AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTUCTION LOADS ARE PLACE ON THE JOISTS. ALL JOIST 40'-0" OR LONGER REQUIRE A ROW OF BOLTED BRIDGING TO BE IMPLACE BEFORE SLAKENING OF HOISTING LINES, OTHER JOISTS REQUIRE SIMILAR BRIDGING (CONSULT LATES S.J.I. SPECIFICATIONS) CONTRACTOR TO FURNISH BAR JOIST CERTIFICATIONS SIGNED AND SEALED BY AN ENGINEER REGISTRED IN THE STATE OF FLORIDA. FOR NET UPLIFTS SEE NET UPLIFT PLAN. PROVIDE UPLIFT BRIDGING. ALL ITEMS SUSPENDED FROM JOISTS (I.E., CAT WALKS, BALCONIE, OPERABLE PARTITIONS, ETC.) SHALL BE INSTALLED AFTER DEAD LOAD HAS BEEN APPLIED. ANY STEEL JOIST WITHIN A 4'-O" DISTANCE FROM A PARALLEL SUPPORT SHALL BE FABRICATED IN SUCH A WAY THAT CAMBER OF THE JOIST NOT CAUSE A PROBLEM INSTALLING THE METAL DECK. (4) #5 BAR ON TOP. LINE UP WITH BOTTOM BARS DIAGONALLY PLACED EXISTING 6" PIPE IN PROTECTIVE SLEEVE (4) #5 CRANK BARS fad BOTTOM MATCH/OVERLAP WALL FOOTING REINF. 36" #5 TRANSERVE BARS rd 12" O/C TYP. SECTION AT PIPE PENETRATION & WALL/PAD FTG. SCALE; N.T.S. CONC, FILLED PRE-FAB. LINTEL BREAK 3"x5" PRE-FAB. KNOCKOUT AT LINTEL TO ALLOW NELSON STUD 6"x6"x5/8" STL. ANGLE w/0) 5/8" DIA. x 4" NELSON STUD 1/4" STL. COL TYP. TYP. LINTEL @ STL. COLUMN SCALE: N.T.S. TIE BEAM REINFORCING NOTES TIE COLUMN REINFORCING BAR SPLICES SHALL BE LAPPED 30" MINIMUM. VERTICAL REINFORCING BARS SHALL BE PLACED IN CONCRETE FILLED CELLS AND SHALL EXTEND INTO THE FOOTINGS AND INTO THE BEAM. ALL SUCH BARS SHALL BE CONTINUOUS FROM FOOTING TO TIE BEAM, AND SHALL TERMINATE AT EACH END WITH A STANDARD ACI HOOK, SPLICES IN TIE BEAM REINFORCING STEEL ON STRAIGHT RUNS SHALL BE PROVIDED BY LAPPING MINIMUM 30", SPLICES IN TIE BEAM REINFORCING STEEL AROUND CORNERS SHALL BE PROVIDED BY BENDING TWO BARS, ONE OUTSIDE TOP AND ONE OUTSIDE BOTTOM AROUND CORNER 30" MINIMUM, OR BY ADDING TWO #5 BARS, ONE OUTSIDE TOP AND ONE OUTSIDE BOTTOM WHICH EXTENDS 30" EACH WAY FROM CORNER. TIE BEAMS SHALL HAVE (4) # 3 TIES AT 12 INCHES O.C. AT CORNERS AND AT EACH BEND AND AT 36 INCHES O.C. ELSEWHERE, PER F.B.C. 2121.2,3.2. LIGHTGAGE METAL FRAMING A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS. SUBMIT REPORTS TO ARCHITECT AND ENGINEER OF RECORD. CONNECT STEEL STUDS AND TRACKS TO A36 STEEL OR CONCRETE WITH (2) POWDER ACTUATED FASTENERS (PAN AT EACH STUD AND CONNECT STEEL STUDS AND TRACKS TO EACH OTHERS WITH (2) #8-18 SCREWS AT EACH STUD (TYPICAL UNLESS NOTED OTHERWISE) SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTENDS OF STEEL STUD WORK. NOTE: "POWDER ACTUATED FASTENERS (PAF) REFERS TO 0.145 DIA. SHANK DOMED -HEAD, LOW VELOCITY POWDER ACTUATED FASTENERS AS MANUFACTURED BY POWERS RAWL OR APPROVED EQUAL WITH MINIMUM CAPACITIES AS FOLLOWS: IN 3000 PSI CONCRETE: 1 Y" PENETRATION 18544 PULLOUT & 225# SHEAR IN A36 STEEL: Y4" MATERIAL = 430# PULLOUT & 660# SHEAR (PIN MUST BE FULLY PENETRATED THE MATERIAL BY Y4" MINIMUM) STELL STUDS SHALL MEET FOLLOWING DESIGN CRITERIA: GALV G-20 ASTM A525, MINIMUM YIELD STRESS SHALL BE 50,000 PSI FOR 12ga, 14ga, 16ga AND 33000 PSI FOR 18ga & 20ga 1. SEE PLAN AND SECTIONS FOR SIZES REQUIRED. 2. ALL SIZES SHALL HAVE 1%" FLANGES BRACING DURING CONSTRUCTION: PROVIDE 1%" COLD -ROLLED CHANNELS OR HORIZONTAL STRAP BRACING FOR WALLS IMMEDIATELY AFTER STUDS ARE ERECTED. EXECUTION: POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN 1611, SECURELY ANCHOR STUD EACH T C S 0 RUNNER WITH (4) #8 18 LOW PROFILE SCREWS, TWO TOP AND TWO AT BOTTOM, WITH ONE SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE AS SHOWN ON PLANS. AT TRUCK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE WINDOW AND DOOR HEADS, AT FREE STANDING STAIR RAILS, AND ELSEWHERE TO FURNISH SUPPORT, AND SHALL BE SECURELY ATTACHED TO SUPPORTING MEMBERS. PROVISIONS FOR R STRUCTURAL VE TICAL MOVEMENT SHALL BE PROVIDED WHERE INDICATED ON THE PLANS. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED, EXTERIOR CEILING A EIL SHEATHING: ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH 1" TYPE(S) S-12 COATED SCREWS SPACED 3/8"FROM ENDS AND EDGES AND AT 4' O/C. LATERAL BRACING (HORIZANTAL BRIDGING) FOR WALLS: ENSURE BOTH STUDS FLANGES ARE ATTACHED TO TOP AND BOTTOM RUNNER FLANGES. HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED 481, O/C MEASURED VERTICALLY FOR AXIAL LOAD BEARING WALLS. METAL STUD INSTALLATION: METAL STUD SHALL EXTEND INTO ALL TRACKS UNTIL IT IS WITHIN y" OF THE TRACK WEB. NO METAL STUD TRACKS SHALL EXTEND PAST THE EDGE OF THE SUPPORT MORE THAN ONE THIRD OF ITS WIDTH (e.g. A 6" TRACK MAY EXTEND BEYOND THE EDGE OF SUPPORT A MAX. OF 6/3=21 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE REDUCED IN STRENGTH BEYOND THE SCOPE OI THIS PLAN WITHOUT CONSULTING ENGINEER OF RECORD. REPORT ANY DISCREPENCIES TO ENGINEER IMMEDIATELY CENTER OF NEW STEEL COLUMN = CENTER OF NEW PAD FOOTING ECCENTRICITY IS NOT ALLOWED U.O.N. ALL FIELD CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCING THE CONSTRUCTION ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT DLL LOADS DURING INSTALLATION DESIGN CRITERIA ALL WORK SHALL COMPLY WITH THE FLORIDA BUILDING CODE 2010 EDITION ALONG WITH ALL APPLICABLE STATE AND LOCAL CODES, ORDINANCES AND REGULATIONS APPLICABLE BUILDING & DESIGN CODES: 1) FLORIDA BUILDING CODE 2010 EDITION 2) ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, THE LATEST EDITION 3) CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION 4) STRUCTURAL WELDED WIRE REINFORCEMENT OF STANDARD PRACTICE, WIRE REINFORCEMENT INSTITUTE 5) ACI 530/ASCE 5 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, THE LATEST EDITION DESIGN LOADS: 1) WIND DESIGN LOADS; WIND LOADING SHALL COMPLY TO ASCE 7-10 WIND VELOCITY 140 MPH EXPOSURE CATEGORY C RISK CATEGORY II INTERNAL PRESSURE COEFFICIENT = +/- 0.18 Kd = 0.85 MEAN ROOF HEIGHT 20'-0" NET UPLIFTS SHOWN HEREIN ARE BASED ON (GROSS UPLIFT) PER ASCE 7-10 ASD DESIGN (0.6W: NO FURTHER REDUCTION ALLOWED), COMPONENTS & CLADDING ZONES 1, 2 AND 3. ZONE 1........................ ..... ................ ...... I ... 1.... I - 28.0 PSF ZONE 2.............................................................. - 46.0 PSF ZONE3............................................................. - 69.0 PSF a = END ZONE DISTANCE ............................. 8'-0" a a=END ZONE DISTANCE ROOF ZONES THE PRESSURES PROVIDED IN THE TABLE ARE INFORMATION PURPOSES ONLY. IT IS APPLICABLE ONLY FOR GENERAL CONDITIONS AND DOES NOT COVER ANY SUPPORT BUILDING. REFER TO BUILDING CODE FOR SPECIFIC CONDITIONS AND REFER TO WINDOW/DOOR SCHEDULES FOR OPENING PRESSURES, 2) ROOF DESIGN LOADS; ROOF LIVE LOAD 30 PSF ROOF DEAD LOAD 30 PSF ROOF DEAD LOAD FOR UPLIFT DESIGN 0 PSF SLAB -ON -GRADE LIVE LOAD 100 PSF TO THE BEST OF ENGINEER'S KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2010 EDITION Pro j. Mgr. JU Job. Capt. SG Drawn bg JT RON BARR, A.I.A. Rev'd by STATE OF FLORIDA M5 AR 0016160 U Lu m 0 Z zZ U W LLI I- O WZ FF F X m Fz oI_ Lu O O �U O U X a 0 WO� m<° p- z R W F = U O m m W U. o Z= N o Q W O Z I- W H Z U W !n Q W0 m W o zZ z~° O[)� 0 0 7 Z m OO ° w� H Ii Q z 0 LL d O i W J� 90 z � Z Z O U p3: 0 ov=,.1 d 000 zz IXZ g U J CA 4} X W W 0 � m O M 0) z is ¢ z I-W W �W�ZOrK ILO U U CO a O U W W I_ p i X X W g z O = O W w 0= N 0 Q a F- U° U W 7 U aq �- — F o z m O o = a ° o° W o W O= w �� v r z o z z z Q © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO RevIslonm Z1 GENERAL REVISIONS (09/30/20131 z AS BUILT (04/24/2014) CADFILE No. V P'I a en 96, en O =/ T� cn . A O W — - 12 �;) Orw�a 4 04 0—Z�Ua I � — PW O ~ en .J I0I 4 =^, FBI O W N EI /2, Sheet Title �A103- "O l ;;�_ - TAYLAN KALKAYNT, P.E. ENGINEERING PLUS Scale: - pate: 5 - 5 - 2 014 FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE Project No. BOCA RATON, FL 33498 12 - 0 2 7 (561) 756 4106 (561) 479 3743 fax E0 L :3 1 UV N: r L*J uoL Sheet No. mmm L O L N a) M (D G co N CD o N c 0 r c N E N O- .> Cc 0 N r` 0) E O it Cm _N N = m 0 * I o ca O L W_ -1-0 - C m r O 0I CD Lo =;/� U c- v, Q) LO U L_ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cu S-i 7 6 - --------- - - ------ -- FOUNDATION PLAN NOTES: 1. FLOOR SLAB SHALL BE 4" THICK CONCRETE REINFORCE W/6x6 10/10 WWM OVER 6 MIL VAPOR BARRIER ON COMPACTED TERMITE TREATED SUBGRADE. (SEE SLAB ON GRADE DETAILS FOR REINFORCEMENT) 2. SLAB EL=+O'-0", UNO (REFERENCE ONLY) SEE CIVIL FOR ACTUAL ELEVATION. 3, (2) #5x4'-O" LONG rla 3" C/C PLACED 2" CLEAR FROM -- - --1 - -C9 NZ-R--GENT-ER_E_-IN-aL-AB-,-TYP--A_T--FEE--E-N-GRANT - CORNERS. 4. TOP OF STEEL COLUMN FOOTING = -1'-4" TYP. U.N.O. -- - ----- ---------- 1 0" 24'-0„ 8 �I I 'Ib IS I I .A I, I F2 I I CONCRETE � I I RETAINING WALL I t I 1�t I 1t II I I SEE DETAIL 7/SP5 F2I II I u. II III I I A II o ran 0 FIT I I I I00 ➢ m I �+ I �(3) I C I I I I "i� I F2 �• I I _ 3;I -� � F 2 I I {N I i •c. I tt CONCRETE j I 14 I RETAINING WALL I I I I IF I (TYP.) I G I I }t SEE DETAIL 7 - - { i I I I '4 I I i I 4" CONCRETE OFF -SET I I #ii I LEDGE AT LOADING DOCK I }t I F2 6 ra I' III I A i S5 S5 F2I 6" CONCRETE SLAB I it u ) 3. w/6"x6" 10/10 W.W.F. 0" 8'- w/MIN. 2" CONC. COVER 3,8,-04TE3 TE3 TC3 — J 8"x8" THICKENED EDCIE w/(1) #5 CONT. ch 4" CONCRETE SLAB w/6"x6" 10/10 W.W -------------------I----------------------- I I I I I I I I I L----------------------------i---------------- I O FOUNDATION SCHEDULE MARK SIZE (LxWxD) REINFORCING REMARKS (4) #5 CONT. w/ CONT. STEM WALL F1 CONT.x28"x16" #5 TRANSVERS BARS ral 12" O/C FOOTING (5) #5 CONT. w/ CONT. STEM WALL F2 CONT.06"x16" #5 TRANSVERS BARS 1-la 12" O/C FOOTING (10) #6 LONGITUDINAL TOP & BOT. PAD FOOTING F3 8'-0"x8'-0"x24" (10) #6 TRANSVERSE TOP & BOT. F4 6'-0"x6'-0"x24" (8) #6 LONGITUDINAL TOP & BOT, PAD FOOTING (8) #6 TRANSVERSE TOP & BOT. (6) #6 LONGITUDINAL TOP & BOT. F5 5'-0"x5'-0"x24" (6) #6 TRANSVERSE TOP & BOT. PAD FOOTING F6 6'-0"x8'-0"x24" (12) #6 LONGITUDINAL TOP & BOT. PAD FOOTING (8) #6 TRANSVERSE TOP & BOT. (12) #6 LONGITUDINAL TOP & BOT. F7 4'-0"x8'-0"x24" PAD FOOTING (6) #6 TRANSVERSE TOP & BOT. TE-1 8"x12" (2) #5 CONT. THICKENED EDGE TE-2 8"x8" (1) #5 CONT. THICKENED EDGE TE-3 8"X18" (3) #5 CONT. THICKENED EDGE SEE DETAIL 6/S-4 EX EXISTING CONT, WALL FOOTING/PAD TO REMAIN ING PRESSURE = 2500 PSF MIN, 4" CONCRETE SLAB w/6"x6" 10/10 W.W.F. INtvv J000 N51 b uul\J Kt It tuuINIVItIN I PAD w/#5 REBARS rla 12" O/C EACH WAY MID. DEPTH (PAD IS 18" BELOW F.F (VERIFY) (CONTRACTOR TO VERIFY w/MANUFACTURER'S SPECS) SEE DETAIL 2/S-12 0 CONCRETE COLUMN SCHEDULE MARK TYPE VERTICALS #3 TIES U.N.O REMARKS TC1 8"x12" (4) #6 12" O.C. - TC2 8"x24" (10) #6 12" O.C. TC3 8°x48" (14) #6 12" O.C. - TC4 IRREGULAR 8"x45"x16" (16) #6 12" O.C. SEE PLAN FOR FOR ADD. INFO O STEEL COLUMN SCHEDULE MARK COLUMN SIZE REMARKS C1 HSS 4"x4"x1/4" Fyz50 KSI C2 HSS 5"x5"x1/2" CONC. FILLED AT GROUND LEVEL (Fy=50 KSI) C3 HSS 6"x6"x5/8" CONC, FILLED AT GROUND LEVEL (Fy=50 KSI) C4 HSS 8"x8"x1/2" CONC. FILLED AT GROUND LEVEL (Fy=50 KSI) C5 HSS 10"x8"xl/2" CONC. FILLED AT GROUND LEVEL (Fy=50 KSI) C6 HSS 8"x4"x5/8" CONC. FILLED AT GROUND LEVEL (Fy=50 KSI) DTE: REFER TO OTHER ARCHITECTURALS FOR ADDITIONAL DIMENSIONAL INFORMATION, OOR AND WINDOW ROUGH OPENINGS REQUIRE VERIFICATION BY THE CONTRACTOR PRIOR TO BUILDIN RCHITECT/ENGINEER WILL NOT BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN CONSTRUCTION n(`I INACNITC ANIn IA/IN1nn1Al / nnnD CI IDDI ICD nATA EXISTING CMU WALL TO REMAIN FOUNDATION PLAN NEW CONC. OVERPOUR SLAB W/ 6"x6" 1.4w/1.4 W.W.M.-\ rla5x12" LONG DOWELS Fd 8" O/C w/5" EMB. INTO EX. CONC. SET w/EPDXY GROUT (TYP. AROUND THE PERIMETER) EX. SLAB PROVIDE 6 MIL. VAPOR BARRIER ON WELL COMPACTED, TERMITE TREATED, STL. TUBE COL. (SEE PLAN) STL TUBE COL, (SEE SCHEDULE FOR BASE I PLATE) (4) 1" DIA. PRESET ANCHOR BOLTS (SEE DETAIL) Viz. j SCALE : 1/8"=1'-O" STL. TUBE COL. (SEE fd5x12" LONG DOWELS rla 8" O/C SCHEDULE FOR BASE w/5" EMB. INTO EX. CONC. SET PLATE) w/EPDXY GROUT (TYP. AROUND THE PERIMETER) EE PLAN an5xl2" LONG DOWELS rd 8" O/C w/5" EMB. INTO EX. CONC. SET w/EPDXY GROUT 1 y" NON SHRINK (TYP. AROUND THE GROUT & BED PERIMETER) CONC. OVER EX. SLAB POUR CONC, PAD FTG. SEE PLAN FOR SIZE AND 4 • • z REINFORCEMENT a Q J CLEAN FILL AT a. a i Cl- NEW PAD FTG.. 4 4 ° a w A 4 w i • Q• • a Q 4• (A SEE PLAN SECTION AT PAD FTG. (it EX. SLAB � a NEW CONC. ° OVERPOUR SLAB ° W/ 6"x6" 1.4w/1.4 W.W.M. 0 o z 4a Q FE11a Q ° 11 w 4 w c U) a ° a a PROVIDE 6 MIL, VAPOR BARRIER ON WELL COMPACTED, TERMITE CONC. PAD FTG. TREATED, CLEAN FILL 1 SEE PLAN AT NEW PAD FTG.. S-2 PAD FTG. A EX. SLAB 7 SCALE: N,T.S, SCALE: N.T.S. SCALE: N T,S, 8" CMU STUCCO FINISH OVER 8" — CONC.BLOCK GROUTED FILLED CELL (SEE CMU REINF, SCHEDULE) 0'-0" T.O. SLAB - #9 GAGE HORIZONTAL, LADDER TYPE, JOINT REINFORCING, 16" O.C. VERT. ITYP.) 1/2" PREFORMED EXPANSION JOINT (TYP. BOTH SIDES) CONCRETE FLOOR SLAB, REFERENCE FOUNDATION PLAN FOR SIZE AND REINFORCING (TYP. BOTH SIDES) 2' 4" W x 16" D CONT. STEM WALL CONC. e •° FOOTING wl RE1 BARS CONT BOT. AND #5 TRANSV. BARS 2'-4" TYPICAL STEM WALL FOOTING AT EXTERIOR CMU BEARING WALL SCALE: N.T.S. TYP. S-5 A2 OS�ns(L TAYLAN i<ALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Proj. Mgr. JU Job. Gapt. SG Drawn bS JT RON BARR, A.I.A. Revd by STATE OF FLORIDA I�B AR 0016160 U o z U w W- p ZZz O F F W F U w o U O m Q } p Q O O U K F F- z X U U U B Z w X w IX m Q F K S V O 0 m m w w0 Z= c~n Q U 0 z I- W W Oz W H Z U W a z zz o cn Ile Z) z } o W Z f z z 4 0 o m a uJ 0 LL a O Z 2 z= z ��� a v� � z z O W=0.-': W 2 z X O> z_ OU c~> d w W D= W a Y m81�= O Oaz u=~i =QL zzWu 3:0zm Oz ci W d O O U ow W6 _m U w W z N O O O O O L p z D m U 2 O = z a p = O= 0 X w w u~i I- a m a P a H z E 2 F z z z z a © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO RAL REVISIONS (09/30/2013) UILT (04/24/2014) FDFILE o. H a M a M O Vl • o o'w�a a n 0 � r O N � Emma L O _ N a� m (� C M N N m o N � c C � N U ai W � `o +� E C U =3� E C n/0 0 00 C r O U N 4 U r � � U Ri Sheet Title Sca Is: Date: Sheet No. 5-5-2014 Project No. 12-027 Smw2 -— I I J1-L 1----11 1 JOIST BEARING 16'-2" A.F,F, (V.I,F,) 0 6 N 7 6 I I I I I -------------------------------------- MASONRY WALL REINFORCEMENT SCHEDULE DENOTES 8" REINFORCED CMU WITH (1) #7 VERT. REBAR (SEE SCHEDULE FOR REINF. SIZE) IN GROUTED FILLED CELLS AT EACH ENDS, CORNERS, INTERSECTIONS, NEXT TO EACH NOTE: • OPENING AND AS WHERE AS SHOWN ON PLAN. SEE DET. 3/S-5 AT EXISTING WALL MW1 -DENOTES 8" REINFORCED CMU WITH (1) #7 VERT. REBAR fd 32" O/C MAX. MW2 - DENOTES 8" REINFORCED CMU WITH (1) #7 VERT. REBAR Fd 24" O/C MAX. '% (",F FRAMING PLANS: DOF ASSEMBLY TO BE BUILT-UP ROOF OVER 1.5", TYPE GALVANIZED G90, 22 GA METAL ROOF DECK CONT. OVER OR MORE SPANS. SEE SCHEDULE FOR ROOF DECK GAGE �D ATTACHMENT REQUIREMENTS. EE ARCH. PLANS FOR TOP OF PARAPET ELEVATIONS EE STRUCTURAL NOTE SHEET FOR BRIDGING REQUREMENTS :OR JOIST & JOIST GIRDERS, EE SECTIONS FOR FRAMING DETAILS, ROVIDE SPECIAL JOISTS AND A/C FRAMING AT \LL ROOF TOP A/C UNITS, REFER TO MECHANICAL iVAC PLAN FOR LOCATION AND WEIGHTS OF EACH UNIT 3EE PLAN FOR JOIST BEARING ELEVATIONS. BTJ" INDICATES BOLTED TIE JOIST PER OSHA REQIREMENTS, 3EE UPLIFT BRIDGING DETAILS AND UPLIFT DAIGRAM. ROOF DESIGN LOADS TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOT, CHORD DEAD LOAD 30 PSF 25 PSF 5 PSF ROOF JOIST MANUFACTURER SHALL COORDINATE ROOF TOP UNIT LOCATION AND SPECIFICATIONS WITH MECHANICAL PLANS, PROVIDE SHOP DRAWINGS 4 3 I I I IV.I.r.) EXISTING CMU O REMAIN I I I I I I I I I I ROOF VR ING DEAN CONCRETE BEAM GENERAL NOTES 1. SCHEDULED HOOPS AND STIRRUPS SHALL BE PLACED AT EACH END (E.E.) OF BEAM OR THROUGHOUT (T,O.) BEAM AS INDICATED ON BEAM SCHEDULE, STIRRUPS SHALL BE TYPE S-3 AND HOOPS SHALL BE TYPE T-1 TYPICAL CRSI BAR BENDS UNLESS OTHERWISE NOTED. 2. ALL BEAM (MARK "B") TOP BARS SHALL BE CONTINUOUS UNLESS OTHERWISE NOTED 3. ALL TIE BEAMS (MARK 7131 REINFORCING SHALL BE CONTINUOUS THROUGH TIE -BEAMS ONLY. 4. DROP BOTTOM OF TIE BEAMS AS REQUIRED AT WINDOW & DOOR HEADS (28" MAX.) ADD 245 BOTTOM IF DROP EXCEEDS 8 5. TIE BEAM SCHEDULE DEPTHS ARE MINIMUM AND MAY BE INCREASED 8" TO FIT BLOCK WORK. 6. ALL ADDED LONGITUDINAL BEAM REINFORCING SHALL EXTEND 6"MINIMUM INTO SUPPORT UNLESS OTHERWISE NOTED. 7. REFER TO GENERAL NOTES FOR INFORMATION ON CONCRETE AND STEEL SPECIFICATIONS, 8. CONCRETE FOR COLUMNS AND BEAMS SHALL HAVE 3000 PSI COMPRESSIVE STRENGTH AT AT 28 DAYS CONCRETE BEAM SCHEDULE MARK SIZE (W x H) REINFORCING #3 STIRRUPS REMARKS TOP I MID BOTT TB1 8"x16" (2) #5 - (2) #5 (4) #3 TIES 0 12- O.C. EACH CORNER - THE REMAINDER 0 48" T132 8"x8" (2) #5 - TOP OF TB2 = TOP OF PARAPET PRECAST LINTEL BM-1 8"X96" (2) #5 (16) #5 (2) #7 18 O/C CLOSED HOOPS VERIFY BEAM DEPTH WITH DOOR SPEC'S ROOF DECK ATTACHMENT ZONE DECK SIZE ATTACHMENT 5/8" DIA. WELDS (TYP.) ALL 1-1/2"x22 GA, VULCRAFT 1.51322 ATTACHED TO ALL ROOF SUPPORTS W/ 5/8" PUDDLE WELDS ON 36/7 LAYOUT AND (8) # 10 TEK SCREWS SIDELAP FASTENERS PER SPAN, 5/8" PUDDLE WELDS AT PERIMETER AT 6" O/C. SCALE : 1/8"=1'-0" 71 d• / 1 NEW EXISTING CMU CMU WALL/STEEL WALL BEAM TO REMAIN JOIST BEARING \ Ell _/ — MATCH EXISTING — NEW HSS STL. E C2 TUBE COL. I MW1frrm 1 Z[ C IN -FILL CMU WALLS TO EXISTING OPENINGS (TYP.) SEE co DET. 2/S-7 I I � I LL d EXISTING HSS STL. TUBE COL, TO REMAIN EXISTING STL. NEW HSS �? BEAMS TO REMAIN STL. N TUBE v C4 COL. I I--------------------------------- NEW HSS MW1 STL. TUBE I COL. 1 I Eli I 11.11 I I I I ; I EXISTING STL. BEAMS TO REMAIN I � I - — - ----- - C3 OC4 C5 D MW1 I I NEW HSS STL, C4 1 TUBE COL. I c0 NEW HSS STL. I I TYP. TUBE COL. I 1 ' S-5 NEW HSS STL. TUBE COL. TYP. I ; — ' I I S-5 I , I , 'I I I _ I ' C N I ; i I i I NEW STL. BEAM W21x62 I II TYP. I; 1 I SEE SHEET S-4 FOR - - - S-13 I ENTRY FEATURE I ' TOWER STEEL C3 FRAMING PLAN AND DETAILS I � NEW HSS STL. I TYP. TUBE COL. 1 I _ _ ' TYP. I I — 2 S-5 I PROVIDE SHOP DRAWINGS FOR N SPECIAL SHOOR SHUTTER AND UTTTER SUPPORTING NEW STL. BEAM F= W21x62 MULLION SYSTEMS. I I ' NEW HSS STL. C4 I TUBE I COL. - - - - - —- - - - -�--� C3 I MW1 I C5 I NEW HSS STL. C4 TUBE COL. I I I I � I � I illlll-- TYP. I 1 NEW HSS 1 STL. TUBE MW1 COL. 1 - ------ ------------------------ C4 NEW STL. BEAM W21x62 IN -FILL CMU WALLS TO EXISTING OPENINGS (TYP.) SEE DET. 2/S-7 NEW HSS STL. C3 TUBE COL. I I I I MW1 °) NEW HSS STL. -- -- TUBE COL,- - - c2 A i I hrrLicL) ALL POINTS OF AT JOIST AT WALL CONTACT AFTER DEAD LOAD IS JOIST BRIDGING NOTES: 1/8 APPLIED 1. BRIDGING SHOULD BE FURNISHED AND INSTALLED TO MEET THE SIZE AND SPACING REQUIREMENTS OF THE SJI STANDARD 4. DO NOT WELD BRIDGING TO JOIST WEB MEMBERS. DO NOT HANG SPECIFICATION FOR OPEN WEB STEEL JOIST. ALL BRIDGING ANY MECHANICAL, ELECTRICAL, PLUMBING, ETC. FROM BRIDGING, AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOISTS, 5. BRIDGING LEGEND THE LAST TWO JOIST SPACES IN A LINE OF BRIDGING SHALL BE "X" TYPE. D HORIZONTAL BRIDGING ATTACHED TO TOP AND BOTTOM CHORD 2. PROVIDE UPLIFT BRIDGING AT FIRST BOTTOM CHORD PANEL © ALL BRIDGING TO BE DIAGONAL BRIDGING WITH B POINT EACH END OF JOIST. REFER TO UPLIFT TABLES ON BOLTED CONNECTIONS AT CHORDS AND INTERSECTIONS, STRUCTURAL PLANS FOR UPLIFT BRIDGING CONNECTION DETAILS SINGLE LINE HORIZONTAL UPLIFT BRIDGING, © 3. BRIDGING MEMBERS SHALL BE WELDED TO JOISTS WITH 1/8" FILLET WELD AT ALL POINTS OF CONTACT, EXCEPT FOR BOLTED CROSS BRIDGING, WHICH SHALL BE BOLTED TO JOIST WITH 1/2" DIA. BOLT THROUGH JOIST CHORD GAP. JOIST BRIDGING NOTES Z2�0�4 C),�y L � TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Pro j. Mgr. JU Job. Capt. SG Drawn bS JT RON BARR, A.I.A. ftv'd by STATE OF FLORIDA R5 AR 0016160 O Z O z v w U 0 p o W �a w JQ O X W Q Q 0 F m 2 U O m W LL0 6 W= v~i I� Q W 0 z 1- � W w R w F z Z V w ww> D �Y LL Z) z } O p O Om Oa m LLS z-z W J mnO z=H z v a O x z 3 a w OU w 5 cn 4 Y IL U a w -1 2 0 02 Z F- W Q Z z= z 0 �- U) Z m a O c] 0 0 0 N W z=_ V a v w U o z x O o C=7 0 2 a 0 z U 2 0 0 O W V = Z� U 0 = z a W = U= 0� LU w w I' U r¢ 9)¢ t¢ z z o� F z z z¢ © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO Reviaione: Z GENERAL REVISIONS (09/30/2013) �2 AS BUILT (04/24/2014) CADFILE No. a M a M O � � � A 1 M w O a4 r ' O N � O 0 N L aD cM (0 C co 0) N � O N � c c � NaS� U �- A, > `iJ o m cu cu E L O O i N 00 C cu r It O L N (A L 0 -:3 U � O LO Q U L Sheet Title Scale: Date: Sheet No. 5-5-2014 Project No. 12-027 S.3 0 I I I I I f— I I I I I I I I w IT O U) z O I � I 0 0 w z 1 w I W I � U) w O w I Q d � O z I I Q m w w w - - - — - -- - - - - - I I I I I I I I I I I I I I I I Tt-BM-- - - - - - C2 �/ ' I I I I I I'a I , W •1m I;J I w w U) I I ■ice 1x CIJ I I DESIGN NEW -------t -- D.1 JOIST TO ACCOMADATE NEW LOAD ABV. . I I i- STL BM-- ; ADDITIONAL CROSS 3"x3"x1/4" BRIDGING w WHERE w1!j I SHOWN n () ■ i00 I REINFORCE n O a to I EXISTING _J C° ~ I I JOIST GIRDER TO ------ --- ---( U ) ACCOMMODATE C4 FOR NEW C5 LOAD ABV. I C4 I ■ x1/4" fla 6'-0" O/C i I TYP. (TYP.) I 1 .' . I II , I I i ■ ; I 1 ■ '1 U)� I ; I 0 , ■ ; I � O C I' -J T ■ F I : I II I I . I I I IQ I I ■ Iw I ;m x1/4" U 6'-0" O/C I J ■ 'W (TYP,) I ; L 1 • 10 I I Ico I� i to (`') 1 I' U)O 1- O W I co F— J � I 1 I ■ ! I I I I ' � REINFORCE 1 I ----- --- ---- ------------------- -- E I w 1 m _J W w VERT. HSS COL. Ln I 4"x4"x1/4" x (TYP.) C1 HORZ. HSS 4"x4"x1/4" Id 6"-0" O/C (TYP.) 5'-5" 6'-1" I / \ Cl I X X Lu \ m +) J w 1 Q; w H d x 6'-6' ------------- C1 VERT. HSS COL. 4"x4"x1/4" fob (TYP.) I I C1 PL 1/4"x6"x18' 1 (TYP.) I - -- - — I Cl SIM. 5 S-5 I Q w m J I W Lu co LO x I r I I C1 I PL 1/4"x6"x18" (TYP.) VERT. HSS COL. I 4"x4"x1/4" fd (TYP.) C1 • I EXISTING 1 C4 ------- - --�---� JOIST TO ACCOMMODATE C5 FOR NEW LOAD ABV, HSS 4"x4"x1/4" fd C4 I SEE DET, ' 1,2,3/S-9 6'-0" O/C (TYP,) I I ¢ PROVIDE NEW L w I m I 6"x10"x1/2" ANGLE ' J FOR PARAPET Lu WALL SUPPORT w ABV, REINFORCE EXISTING JOIST TO j I ACCOMMODATE ' x FOR NEW LOAD ABV. SEE DET, W12x45 STL BM ' , 1,2,3/S-9 I - -----HSS ------ ,-;-------- ; i C4 • ADDITIONAL 4"x4"x1/4" na 6' 0" O/C ; , I CROSS 3"x3"x1/4" , , (TYP.) BRIDGING Q WHERE Q o 0 Lu m I SHOWN ■ OLu �� J ■ In I � I I I I 12x45 STL BM C2--------- --� TYP. O 4 S-9 i ENTRY FEATURE FRAMING PLA 11 fo r-%#r7i it SCALE : 1/8"=1'-0" . I II C2 I 1. II I 1.I II STEEL DECK ABV. (SEE ....::: �. DECK ■ Q SCHEDULE) ui I CD IJ w LOPE w � 1 U I I In . I � X T i > , I I ;I o — I 12x45 STL BM -I ; I ;1 I11 :E VERT. HSS COL, ;I W I 6"x6"x1/4" fat o .IIm , W IW C1 C4 c I VERT. HSS COL. i 1 In i 6"x6"x1/4" Id I oa x ■ N O Cl `0 r 7'- VERT. HSS COL, 11" I 'S co I 8"x6"x1/4" Fd 12x45 STL BM NA= =T D C ' N R C5 O o1^) 1 1 1 ;1 1 C4 ' G� L-- U VERT. HSS COL. QP h 6"x6"x1/4" d TYP o �'-- I -' I - - S-5 CD +� ; oD , ' Cl ' I VERT, HSS COL. CO • i co I 4"x4"x1/4" fad (TYP.) I I i C1 I I Q I i Q W co ; 0 m � . C1 ■iI w I� Im I In IX 1x I TYP, Q 1 C1 `° i 0 6 I I co CD I i i 1C 1 I : I I1 I o co VERT. HSS COL. 6"x6"x1/4" d I ■ 1 co B C5 Nl ■ 1 it N C1 C1 LW12x45 STL BM 11 VERT, HSS COL. -- — -- — -- — -- - I 8"x6"x1/4" na C1 _ J I VERT, HSS COL. tx C 4 6"x6"xi/4" I� Q + l 1 Q e° m m r 1 w 0� ■ J w X C . 11n C -- �, i0 \ VERT. HSS COL. 6"x6"x1/4" \ / fad X C1 W12x4@TL BM C 1 ---=------- / \ / 5'-5" \ 6'-1"zo VERT. HSS COL. I X .. .. I 4"x4"xi/4" fc3 1 w (TYP.) m HORZ. HSS � w ,.1 w I I 4"x4"x1/4" an m .8 LOPE 6'-0" O/C J (TYP.) w "' = - ■ XLO 1 .: •I� X.-'' r LII C1 L I .. --1- - - - - I -- - rW12x45 TL BN9�J STEEL DECK ABV. (SEE DECK �\ SCHEDULE) I ENTRY FEATURE FRAMING PLAJ�� I I SCALE : 1/8"=1'-0" 1 I LIRRHILHIFFIFERITtR — — I -- - - - - -- -- �J I I III I III I I 111 III 1 u 11 I I I I i I 1 I I I SLOPE I ; I I � I 1 I � I ----- - - - - - —- D.1 I I I ----------------------------------------------------------- --------------- I ' f--------, I 1 I II ;1 I III I I 1 1 II 11 1 I I II I 6"x18GA MTL VERT. SLOPE STUDS Id 16" O/C L---1 BETWEEN COLUMNS (TYP. AT PARAPET) I I 6 5 6 0 6 0 5 6 I W8x31 STEEL BEAM. - •i' (BELOW) I VERT, HSS COL. HSS 4"x4"xi/4" HORZ. j 1 , I j o , 4"x4"x1/4" fad (ABV. Ia-) PARAPET TOP) I (TYP.) L-- U CO TYP. I C1 i I 1 VERT. HSS COL. 4"x4"x1/4" fd O (TYP.) I 1 °a i I SLOPE C1 I I � ' I I VERT. HSS COL. I o 4"x4"x1/4" fd I c0 (TYP.) F-- - - -- - - - - - - - - -- - - - — I I - + --� C _ O , I- I I W ; a- Q OD I __ S-1C O Q . w a y I QmI' o l W m?i;I� I i W � i I W O SLOPE1 I i x I I I 10 x , I X 0 6"x18GA MTL VERT. I STUDS na 16" O/C BETWEEN COLUMNS i1 1 (TYP. AT PARAPET) ' I o VERT. HSS COL. 4"x4"x1/4" fad (TYP,) VERT. HSS COL, C1 4"x4"x1/4" Icc (TYP.) ----—- - — - - -- - r — -VU8x31-SZ-E-E_L--BEA-U--rI- (BELOW) I II HSS 4"x4"x1/4" HORZ. .Ili Cl (ABV. fd PARAPET TOP) I II I _ 1 C1 -I L Cl L— — — 6' S" — — --C1 6'_0" 6'-0" 5'-6" I I � I I 6"x18GA MTL VERT. SLOPE STUDS Ial 16" O/C BETWEEN COLUMNS I (TYP. AT PARAPET) I I I Ir--�------------------- ----------------------------------�-� I , I I 1 �I II I I 1 11 it 1 ----------------------- I I II i I I I I i I I I I I ; I ----_-_- I ---' I'd J - - - - - - I I ENTRY 1 I-1CC FRAMING PLAN SCALE : 1/8"=1'-0" TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Prof. Mgr. JU Job. Capt. SG Drawn bg JT RON BARR, A.I.A. Revld by STATE OF FLORIDA RB AR 0016160 o N Is U z U W O W, O F F W zz� Q 0, W U O¢ Q ZO j a o 0 Q 2 0 J o W U LL0 a v O m m 1- z S P z W Q 0 w 1- z 8 U co w�> O} z F o Z O 0 m 2 O o ����� F Z 0 O w m U W U, OW LL 'z 'z O -' a vOi O v w� Z FXQ a 0, 9 U OW. 0 ALL' ~ U a W ¢ w p x cn Z W W U � F O m m Z F W a z z= W z o 3. z O m U z� O Of LL 00 O w Wm F 0 ¢ a w F m O O W XX W W_ co U a U W O p z m O 0 0 ti H O z U x Oq� O E F W z 0 O U w W Q m o 5 v� X O mLQ 9 m Of m U m 0� w w `z U F Q W a F a H z 0 m F Z Z Z a © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO Revisions: 1Q GENERAL REVISIONS (09/30/2013) Q2 AS BUILT (04/24/2014) CADFILE No. !I0 ~ a M M O V1 a� 4 ' � O M W � O N � L O co (D C M -a N c o N 'c c � N U �; C- A ` W > � Lo `� `N o E .� 4-: ,c a� cu c uo � cu E L c O o CID c r O � N U � � U L cu Sheet Title Scale: Date: Sheet No. 5-5-2014 Project No. 12-027 qmmAd A2 PROVIDE RECESS AS REQUIRED (AS ARCH. PLANS) 12"x12" THICKENED EDGE AT OPENING W/ (2) #5 CONT, 0'-0" T.O. SLAB FILLED CELL W/\\>/ (1) #5 rd 24" X O/C MAX. z w % / T < /�\\/ 0\00 0//\ 2'-D" Y)O. PARAPET 6" CONC. SLAB (SEE PLAN) '— 2'-4" W x 16" D CONT. STEM WALL CONC. FOOTING w/ (4) #5 REBARS CONT, BOT. AND #5 TRANSV. BARS rd 12" O/C r SCALE: N.T.S, HORZ. HSS 4"x4"x1/4 STEEL TUBE CONT. OVER PARAPET (SEE PLAN) STEEL STUB COLUMN - (SEE PLAN) STEEL BEAM (SEE PLAN) (LEVEL 111)(VERIFY)O. STEEL COLUMN STEEL STUB COLUMN - (SEE PLAN) L 3"x3"x1/4" BRACE AT FRONT - FACE BETWEEN EACH STL. COL. SIMILAR TO SIDE ELEV. (TYP.) L 3"0"x1/4" BRACE AT - FRONT FACE BETWEEN EACH STL. COL. SIMILAR TO SIDE ELEV. (TYP.) PL 1/4"x8"xB" (TYP.) — I ) STEEL COLUMN (VERIFY)O. PL 1/4"x8"x8" (TYP.)— TYP. SHEATHING NOTE 5/8" GP DENSGLASS GOLD GYPSUM SHEATHING OR EQUAL TO 16 GA 16" O/C WALL STUDS WITH #10x1 1/4" TYPE(S) S-12 COATED BUGLE HEAD SCREWS 3/8" FROM ENDS AND EDGES AND AT 4" O/C. L 3"x3"x1/4" BRACE (TYP.) STEEL STUB COLUMN - (SEE PLAN) L 3"x3"x1/4" BRACE AT FRONT FACE BETWEEN EACH STL. COL. SIMILAR TO SIDE ELEV. (TYP.) HSS 6"x6"x1/2" STL, BRACE BETWEEN COLUMNS PL 1/4"x8"x8" (TYP.)- L 3"x3"xi/4" BRACE (TYP.) - L 3"x3"x1/4" BRACE AT —� FRONT FACE BETWEEN EACH STL. COL. SIMILAR TO SIDE ELEV. (TYP.) STEEL STUB COLUMN (SEE PLAN) LEVEL I) 1(VERIFY) STEEL COLUMN - STEEL BEAM (SEE PLAN) CONC, FILLED STEEL COLUMN (SEE PLAN) CONCRETE FILLED STEEL COLUMNS SHALL HAVE SOLID BOTTOM AND TOP PLATES CUTOUT PLATES ARE NOT ACCEPTABLE, FILL WITH CONCRETE PRIOR TO PLACING PLATES. DRILL 6" INTO EXISTING BEAM AND SET 2 # 5 X 30" DOWEL IN HILTI HT-HY 150 OR EQ. EPDXY GROUT NEW CONC. TIE BEAM EXISTING BEAM (SEE PLAN) 4 NEW CONC, STARTER COLUMN (SEE COLUMN SCHEDULE) a VERIFY DRILL 5" INTO EXISTING WALL AND EXISTING SET # 5 X 12" DOWEL IN HILTI ° FILLED CELL, HT-HY 150 EPDXY GROUT OR EQ. IF NOT AT 18" O.C. EXISTS, ADD PER DETAIL 4 MIN. 48" BAR OVERLAP #5 x 42" LONG DOWEL. DRILL MIN. 12" INTO EXISTING CONC. DRILL THROUGH CENTER OF EXISTING CONC. CURB AND SET w/HILTI HIT-HY 150 EPDXY -TIE a EXISTING ANCHORING ADHESIVE OR EQUAL MASONRY PROVIDE HOLE WITH 3/4" DIA. DRILL BIT WALL (SEE ADHESIVE ANCHORING INSTALLATION NOTE), NEW CONC. FOOTING (SEE PLAN) d a d. ° °d °d DRILL 6" INTO EXISTING BEAM AND SET 2 # 5 X 30" DOWEL EXISTING FOOTING IN HILTI HT-HY 150 OR EQ. EPDXY GROUT ETE START-UP LUM L. SCALE: N.T.S. FOOTING EMB. INTO CONCRETE FILLED CELL W/ (1) #7 15 16" O/C MAX. 3/4" w/STD ACI HOOK AT FOUNDATION X Z Q Q a 8" CMU WALL oW 3/4" STUCCO (MIN 2 COATS) DRIVEWAY SEE ARCH. FOR SPEC'S #9 GAGE HORIZONTAL, LADDER TYPE, JOINT REINFORCING, 16" O.C. VERT. (TYP.) i\ NEW STOREFRONT WINDOW/DOOR SYSTEM SEE PLAN AND MANUFACTURER'S SPECIFICATION EXISTNG CONC. SLAB EXISTING CONCRETE PAD FOOTING SCALE: N.T.S. STEEL STUB COLUMN (SEE PLAN) #7's rd 16" O/C MAX. w/STD 4" CONC, OFFSET AT 36" ACI HOOK INTO SLAB RECEIVING DECKDOCK DOOR SILL (3) #5 CONT. MIN. 4"x4"x1/4" 4„ (SEE PLAN) CONT. STL. ANGLE w/1/2" DIA NELSON 6" CONC. SLAB STUDS fal 24" O/C (SEE PLAN) - ° a -da • .� - .. a d °.� - j\\j� BAR OVERLAP \%j \%j �W A L L FOOTING d,, <., 4 .° G ° ° ° d HORIZONTAL L 3"x3"x1/4" BRACE SEE ENTRY FEATURE FRAMING PLAN ON SHEET S-3 LEVEL II SCALE 3/8"=1'-0" DOUBLE WIRE MESH 3'-0" FROM EDGE FINISH FLOOR LINE SCALE: N.T.S. PROVIDE 7/8" DIA. HOLES FOR 3/4" DIA. BOLTS WITH MINIMUM 6" EMBEDMENT INTO CONC. BOTTOM PLATE PLATE (TOP VIEW) - ALL EXPANSION BOLTS TO BE HILTI KWIK BOLT III OR EQUAL ALL THRU BOLTS TO BE ASTM A325. - ALL STEEL PLATES TO BE ASTM A36, - 1/4" FILLET WELDS, ALL AROUND FOR PLATE AND COLUMN CONNECTIONS. - ALL BOLT HOLES TO BE 7/8"0 FOR 3/4"0 BOLTS. - MIN. EDGE DISTANCE TO BE 2" - STEEL COLUMN TO BE CONCENTRIC ON PLATE - ALL STEEL COMPONENTS SHALL BE GALVANIZED 1,7 - ------------------------- PROVIDE 7/8" DIA. L 8"x8"x1/2"x 24,, HOLES FOR 3/4" DIA. LONG STL. TOP BOLTS WITH MINIMUM 6" PLATE EMBEDMENT INTO CONC, BOTTOM PLATE (SIDE VIEW) L 8"x8"x1/2 LONG STL, T PLATE BOTTOM PLATE (SECTION) TYP. STEEL COLUMN TO TOP OF CMU WALL CONN. NEW HSS STEEL COLUMN FOR FRONT ENTRY FEATURE SUPPORT FRAME (SEE PLAN FOR LOCATIONS) NEW CONCRETE TIE BEAM (TB-1) AND NEW EMB, PLATE FOR STEEL ROOF JOISTS SEE DETAIL 3/S-7 FOR EMB. PLATE FOR STEEL ROOF JOISTS INFO. PLACE NEW 8" CMU WALL AFTER INSTALLATION OF NEW STEEL BEAM. REINFORCE w/#5's rd 24" O/C IN GROUTED CELLS. TACK WELD STD REBAR HOOK TO STEEL BEAM. SEE DET. 5/S-8 3/4" DIA. NELSON STUDS raj 24" O/C NEW STEEL BEAM ABV. NEW STORE FRONT WINDOW/DOOR SYSTEM (SEE PLAN) SCALE N.T.S. 6"x16 GA VERT. METAL FRAME d 16" O/C (TYP.) BETWEEN STEEL COL.'S 19'-2" T.O. EXISTING CONC. TIE BEAM MATCH EXISTING (VERIFY) TEMP. STRINGER SHORING BEAM \ (SEE SHORING PLAN) EXISTING STEEL ROOF JOISTS SHORE & JACK EXISTING ROOF STRUCTURE DURING INSTALLATION OF NEW STEEL BEAM. USE PRECAUTION DURING THE OPERATION. AVOID SUDDEN AND HIGH IMPACT LOADING DURING INSTALLATION THAT MIGHT DISMANTLE OR DAMAGE STRUCTURAL COMPONENTS NEW STOREFRONT WINDOW/DOOR SYSTEM SEE PLAN AND MANUFACTURER'S SPECIFICATION NEW CONC. SLAB (SEE PLAN) NEW CONT. CONC, WALL FTG. (SEE PLAN) SOLE : 3/8"=1'-0" TAYLAN KALKAN, RE ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 jj 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 A2 (561) 756 4106 (561) 479 3743 fax Prof. Mgr. JU Job. Capt. SG Drawn by JT RON BARR, A.I.A. Revd by STATE OF FLORIDA AR 0016160 O co O Z z U p ZO w Zd v w t= U O¢ ¢ O Q O w O Of a a O W orO < U p= Z� w ° o U m w m X 0 Z H 2 U w= z W a U w U w F- z O 2 w it > N L) OV w w z ' O O W z w QQ~° F O W z O 4 0 Z m U O o z& Z= K z O 3 O Oz I- umE O z O O ai ~ � d Lu 0 0 ° z F Z w� 3 � F o= N N ai ¢ z z w w U t w a v 00 O= w~ O w 0 0 z a a U O O z w z O J 0 IL P Z° O m I_w ° z_ ° 1, O F v_ o() W 0 a= z ofo = z a w Ln = U i O 1 w w N U a P z n w P z z z a © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO IL W VN �n Revi6iona- Q GENERAL REVISIONS (09/30/2013) AS BUILT (04/24/2014) CADFILE No. V r-ilill a M 96111111 O � � A ry 12 Cr t-�j ■ I ji�' H O O N � N L O 0 L Co M (0 C -aN c o N T- c C � N U 0- > C Lo 41 W N E ■ 0) �= cu C U W� E L * .o C i 41 O � � U N U Lo .iiiiiii� U N LO U i tQ Sheet title Sca le: Date: Sheet No. 5-5-2014 Project No. 12-027 S..5 0 OVERSIZE HOLES AND PLATE WASHERS FOR BASE PLATES BOLT DIAMETER HOLE DIAMETER PLATE WASHER BOLT DIAMETER HOLE DIAMETER PLATE WASHER 3/4" 1 5/16" 5/16"x3"x3" 1 1/2" 2 5/16" 7/16"x5"x5" 7/8" 1 9/16" 5/16"x3"x3" 1 3/4" 2 3/4" 7/16"x5"x5" 1" 1 13/16" 3/8"x4"x4" 2" 3 1/4" 1/2"x6"x6" 1 1/4" 2 1/16" 3/8"x4"x4" 2 1/2" 3 3/4" 1/2"x6"x6" STEEL COLUMN / BASE PLATE SCHEDULE MARK COLUMN SIZE BASE PLATE ANCHOR BOLT REMARKS A I B I T E D C1 HSS 4"x4" 8" 8" 3/4" - STUB COL. C2 HSS 5"x5" 12" 12" 3/4" 10" 3/4" GALV, C3 HSS 6"x6" 14" 14" 1" 13" 1" GALV. C4 HSS 8"x8" 16" 16" 1 1/2" 13" 1" GALV. C5 HSS 10"x8" 18" 16" 1 1/2" 13" 1" GALV. NOTE 1: ANCHOR BOLTS SHALL BE ASTM A36 U.N.O. THREADED EACH END WITH NUT AT BOTTOM. TACK WELDED SECURE. PLATE WASHER AT BOTTOM NUT SHALL NOT BE REQUIRED. CONFORM TO CHART ra DOWN FOR EMBEDMENT, UNLESS NOTED OTHERWISE IN SCHEDULE ABOVE. BOLT TYPE MATERIAL MINIMUM EMBED, LENGTH MINIMUM EMBED. EDGE DISTANCE A307, A36 12d 5d > 4 IN, A3251 A449 17d 7d > 4 IN. 0 0 0 w0 [r Q�z U) Q— z BASE PLATE DETAIL N.T.S. "d" (BOLT DIA) PLATE WASHERS (SEE SCHEDULE FOR SIZE) (31 HEX NUTS PER BOLT T/CONC LLJ NOTES: - 0 w 0 w 1. ANCHOR BOLTS SHALL BE ASTM F1554 (GRADE 36) UNO, m THREADED EACH END w/NUT AT BOTTOM, TACK -WELDED w SECURE. PLATE WASHER AT BOTTOM NUT IS NOT READ. CONFORM TO CHART FOR EMBEDMENT UNLESS NOTED N OTHERWISE. TACK m z OR PEEN 2. MAX. EMBEDMENT "E" = (FTG THICKNESS) - 5". 2 B/GONG 3. PLATE WASHERS SHALL HAVE HOLE w/DIAMETER EQUAL TO BOLT DIAMETER Y,g ANCHOR BOLT DETAIL ANCHOR LT & BASE PLATE DTL. SCALE: N.T.S. SEE PLAN TIE -BEAM REINF { d Q 0 Q I z 0 0 Q 0 co M DOWELS W/ST HOOK TO MATCH VERT. REINF. TYPICAL TIE COLUMN DETAIL SQUARE EDGE JOINT (RUB FINS OFF 1st POUR BEFORE 2nd POUR IS MADE) LATER SAWCUT JOINT 1" DEEP TO PROVIDE GROOVE FOR SEMI -RIGID EPDXY. SEE NOTES. TYP. "SAW -CUT", Ys"xY4"SLAB DEPTH w c� NOTES: 1. USE SMOOTH DOWEL w/PROJECTED NOTES: 1. CUT WITHIN SAME DAY OF SLAB PLACEMENT END COATED TO PREVENT BOND. 1. SEMI -RIGID EPDXY SHALL BE SEE SCHEDULE BELOW. 2. PLACE REINF. Y SLAB DEPTH FOR SLABS PROVIDED IN CONSTRUCTION & GREATER THAN 5", 1 Yz" CLR FOR SLABS 5". SAWCUT JOINTS. EPDXY SHALL 2 REINF. NOT SHOWN FOR CLARITY. BE MM80 BY DISCONTINUE REINFORCEMENT ral JOINT. 3. SEE SEMI -RIGID NOTES THIS DTL. METZGER/McGUIRE OR EUCO 700 BY EUCLID. SAWCUT JOINT 2. CONCRETE SHALL AGE A MINIMUM OF 45 DAYS. CHASE THE JOINT WITH A CONCRETE SAW AND BLOW CLEAN W/COMPRESSED AIR 3. USE BACKER ROD TO CREATE VERTICAL DAM AT EACH END OF THE LEG TO BE FILLED. DO NOT USE BACKER ROD AT THE BOTTOM OF THE JOINT. 4. LEAVE THE SURFACE CROWNED AND GRIND FLUSH SMOOTH DOWEL SCHEDULE SLAB DEPTH (IN) DIAMETER (IN) TOTAL LENGTH (IN) SPACING C/C (IN) 5 5/8 12 12 6 3/4 14 12 7 7/8 14 12 8 1 14 12 9 11/8 16 12 10 11/4 16 12 AFTER IT HAS HARDENED, CONSTRUCTION JOINT - DOWELLED Q SLAB ON.GRADE DETAILS SCALE: N.T.S. TYP, JOIST GIRDER (SEE PLAN) REINF. SEE PLAN � N ui 0 TOP BAR IF CALLED OUT IN SCHEDULE SEE FDN SCH FOR SIZE & REINF. MONOLITHIC FOOTING BUILT UP ROOF SYSTEM ON METAL DECK, SEE PLAN FOR GAGE AND ATTACHMENT, STEEL JOIST -SEE PLAN IN /AuUuF{U/Ailjut VVI I H JJI REQUIREMENTS OIL JOIST BRG. ELEV. SEE PLAN UPLIFT BRIDGING SCALE: N.T.S. CATION a OOTING DRILL 7" INTO EXIST. CONC. BEAM ABV. SAW -CUT AND CAREFULLY AND FTG. BELOW REMOVE INT, FACE AND AND SET #5 x 4'-0" WEB OF EXIST, 8" CMU DOWEL, SET WITH #7 IN GROUT HIGH STRENGTH EPDXY GROUT FILLED CELL A DRILL 5" INTO EXIST. SLAB AND SET #4X12" REBAR"' EPDXY GROUT 18" O.C. EA. S STAGGER XISTING SLAB & SOIL SCALE: N,T.S. 5 I ur v TOP C STD HO JOI OTHER C 0 CONT. F (SEE F 5/16" PL STIFFEN WEB LINING CONNECTION. AT TYPICAL CMU FILLED CELL PROVIDE MIN. 12" WIDE TRENCH FOR NEW PIPES OR CONDUIT, NEW CONC, FILL W/ ONE LAYER 6"X6" 1.4W/1.4 W.W.M. & MIL VAPOR BARRIER FLUSH W/ FINISH FLOOR. FOUNDATION NOTES: 1. PROVIDE MINIMUM 2500 PSI CONCRETE FOR PLUMBING TRENCHES. 2. AFTER COMPLETION OF UNDERGROUND PLUMBING WORK PROVIDE CLEAN COMPACTED TERMITE TREATED FILL PRIOR TO SLAB REPAIR, SCALE: N.T,S, TYP. LA REPAIR AIL SCALE: N.T.S. 5/16" STL. STIFFENER PLATES AT CENTERLINE STEEL BEAM OF STEEL COLUMNS ON (SEE PLAN) BOTH SIDES (TYP.) 5/16" STL, STIFFENER PLATES AT CENTERLINE STEEL BEAM OF STEEL COLUMNS ON (SEE PLAN) BOTH SIDES PL 3/4"x10"x10" 1/4" (4) 3/4" DIA. BOLTS (TYP. TYP. E70XX TYP. 10"x10"x3/4"" CAP PLATE 1/4" SECTION VIEW 1/4" FILLET WELD ALL AROUND L 3"x3"x1/2"x10" LONG STEEL COLUMN w/1/2" STIFF. PLATES raj (SEE PLANT BOTH ENDS & CENTER OF STL. COL. (TYP.) SCALE: N.T.S. 16"x12"x3/4" EMB. STL. PLATE w/(10) 3/4" DIA. X 6" HEADED STUDS (2) 3/4" DIA. A325BOLTS IN LSL HOLES, FINGER -TIGHTEN THEN PEEN THREADS a a. YP. 1/4" a °a° A A TYP. CL PL a 1/4„ N ° a a TYP. N o 1/4° W10x39x6" LONG D g, aA JOIST GIRDER w 0 PL 3/4"x6X0'-6" w a a i0 a° I N a CL PL 16"x12"x3/4" STL. PLATE w/(6) 3/4" DIAM, X 6" JST. GIRDER EXP, BOLTS NOTE: 4NO WELD SEE FRAMING PLAN (3 EACH SIDE) DIMENSIONS a BASED ON 6" DEEP SHOE 1/4" 3 <.a p 12"x12"x3/4" EMB. STL. PLATE w/(4) 3/4" DIA. X SECTION A -A 6" HEADED STUDS �� J IS GI ®E EXTERI R CI�IU WALL C NE C TI N SCALE: N.T.S. ICAL BAR -ERED -LED CELL ELS SAME AS ICAL BARS AR TOP BAR IF CALLED OUT IN SCHEDULE SEE FDN SCH FOR SIZE & REINF. MONOLITHIC FOOTING BUILT UP ROOF SYSTEM ON METAL DECK, SEE PLAN FOR GAGE AND ATTACHMENT, STEEL JOIST -SEE PLAN IN /AuUuF{U/Ailjut VVI I H JJI REQUIREMENTS OIL JOIST BRG. ELEV. SEE PLAN UPLIFT BRIDGING SCALE: N.T.S. CATION a OOTING DRILL 7" INTO EXIST. CONC. BEAM ABV. SAW -CUT AND CAREFULLY AND FTG. BELOW REMOVE INT, FACE AND AND SET #5 x 4'-0" WEB OF EXIST, 8" CMU DOWEL, SET WITH #7 IN GROUT HIGH STRENGTH EPDXY GROUT FILLED CELL A DRILL 5" INTO EXIST. SLAB AND SET #4X12" REBAR"' EPDXY GROUT 18" O.C. EA. S STAGGER XISTING SLAB & SOIL SCALE: N,T.S. 5 I ur v TOP C STD HO JOI OTHER C 0 CONT. F (SEE F 5/16" PL STIFFEN WEB LINING CONNECTION. AT TYPICAL CMU FILLED CELL PROVIDE MIN. 12" WIDE TRENCH FOR NEW PIPES OR CONDUIT, NEW CONC, FILL W/ ONE LAYER 6"X6" 1.4W/1.4 W.W.M. & MIL VAPOR BARRIER FLUSH W/ FINISH FLOOR. FOUNDATION NOTES: 1. PROVIDE MINIMUM 2500 PSI CONCRETE FOR PLUMBING TRENCHES. 2. AFTER COMPLETION OF UNDERGROUND PLUMBING WORK PROVIDE CLEAN COMPACTED TERMITE TREATED FILL PRIOR TO SLAB REPAIR, SCALE: N.T,S, TYP. LA REPAIR AIL SCALE: N.T.S. 5/16" STL. STIFFENER PLATES AT CENTERLINE STEEL BEAM OF STEEL COLUMNS ON (SEE PLAN) BOTH SIDES (TYP.) 5/16" STL, STIFFENER PLATES AT CENTERLINE STEEL BEAM OF STEEL COLUMNS ON (SEE PLAN) BOTH SIDES PL 3/4"x10"x10" 1/4" (4) 3/4" DIA. BOLTS (TYP. TYP. E70XX TYP. 10"x10"x3/4"" CAP PLATE 1/4" SECTION VIEW 1/4" FILLET WELD ALL AROUND L 3"x3"x1/2"x10" LONG STEEL COLUMN w/1/2" STIFF. PLATES raj (SEE PLANT BOTH ENDS & CENTER OF STL. COL. (TYP.) SCALE: N.T.S. 16"x12"x3/4" EMB. STL. PLATE w/(10) 3/4" DIA. X 6" HEADED STUDS (2) 3/4" DIA. A325BOLTS IN LSL HOLES, FINGER -TIGHTEN THEN PEEN THREADS a a. YP. 1/4" a °a° A A TYP. CL PL a 1/4„ N ° a a TYP. N o 1/4° W10x39x6" LONG D g, aA JOIST GIRDER w 0 PL 3/4"x6X0'-6" w a a i0 a° I N a CL PL 16"x12"x3/4" STL. PLATE w/(6) 3/4" DIAM, X 6" JST. GIRDER EXP, BOLTS NOTE: 4NO WELD SEE FRAMING PLAN (3 EACH SIDE) DIMENSIONS a BASED ON 6" DEEP SHOE 1/4" 3 <.a p 12"x12"x3/4" EMB. STL. PLATE w/(4) 3/4" DIA. X SECTION A -A 6" HEADED STUDS �� J IS GI ®E EXTERI R CI�IU WALL C NE C TI N SCALE: N.T.S. ICAL BAR -ERED -LED CELL ELS SAME AS ICAL BARS AR LAP 30" 36" 42" 48' SCALE: N.T,S, SECTION Id BLOCK OUT SCALE: NITS SECTION @ L C l�T SCALE: N.T.S. JOIST GIRDER (2) 3/4" DIA, A325 BOLTS PER GIRDER BOLTED TIE / JOIST PER SJI & OSHA-7 JOIST 1/4" 3 TYP. 1/4" UPLIFT BRIDGING 3„ PER S.J.I (ANCHORED rd ENDS) STABILIZER PL 3/x4x0'-7" (DO NOT WELD TO BOT. CHORD), PROVIDE 13/16" DIA. HOLE FOR GUYING/PLUMBING CABLES CAP PL 3/4" x (GIRDER SEAT WIDTH STL. COL. (SEE PLAN) OR COL SIZE ((WHICHEVER IS GREATER) + 1" 1 x (COL SIZE + 6") SECTION AT JST. GIRDER TO SS COLUMN ALL CONTACT PT. TYP. 1/4" Q OIL JOIST BRG. ELEV. a SEE PLAN C! TIE BEAM SEE PLAN SCALE: N.T.S. CONT. L 4"x4"xY" �w/ %" DIA. EXP. BOLTS rd 16" O.C. INTO TIE BEAM ROOFING SYSTEM ON METAL DECK. SEE PLAN FOR GAGE AND ATTACHMENT. d —X-BRIDGING FOR 2 END BAYS, HORIZ. THEREAFTER 8" CMU STEEL JOIST (SEE PLAN) 2 1/2"x2 1/2"x1/4"xJST. DEPTH w/(2) %" DIA. EXP. BOLTS INTO GROUTED FILLED CELLS. TYPICAL SECTION AT K-JOIST PARALLEL TO WAL SCALE: N.T.S. THRU BOLTS (TYP.) ' :i SCALE: N.T.S. TAYLAN KALKAN, P.E. ENGINEERING PLUS FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE BOCA RATON, FL 33498 (561) 756 4106 (561) 479 3743 fax Pro j. Mgr. JU Job. Gapt. SG Drawn by JT RON BARR, A.I.A. Revd by STATE OF FLORIDA RB AR 0016160 LL O w O w z z U w U O z0 F w w x = F Z O g w U O m Q p j¢ O O U F < a 0 d U U0 = U p= z w 0 m w X LL.0 m H a4 x U w T z W Q U m w Z 0 H z OU 2 w w O w w w w } O z 0} U p w Y D z {_- 9 Q 6 z O O O w O o= z LL a O 2 z z ¢T J S a z z O U p 3 O a- 0 Z O U, >- z_ U OU Z~ w 1-- w= D Q Y w aD O z z U O F- U z dL O W P O O WW� HQ a O= OOw_Mm w Ua aw =L) U z E 0 O z= z 0 O U z z2U za- cr UU = U =0w= w 0 ¢oU z zF_¢ w © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO 61 I u J Revisions: �1 GENERAL REVISIONS (09/30/2013) �2 AS BUILT (04/24/2014) CADFILE No, �y M O V1 � /� J M O �7 a Tin O N � WE O M (O co N CM � O N c L C r U a N N a W Cc Lo > Lo 0 N N c c c tQ U) E L 0' o ca O L a--f C 4n T- O t � W �c LO U L cu Sheet title Scale: Date: Sheet No. 5-5-2014 Project No. 12-027 S..6 A2 CONT, TIE BEAM, SEE PLANS AND SCHED. FOR SIZE AND REINF V. HORIZ. CORNER UR-O-WAL LADDER PLACE METAL LATH/CAVITY CAP OR WIRE - R, OR SIMILAR) (EVERY SCREEN OVER CELLS NOT TO BE FILLED WITH GROUT (SHEET METAL AND FELT PROHIBITED) TERM, VERT. WALL REINF. IN STD, 90' HKS. GROUT -FILLED CMU CELLS, PLACE GROUT IN LIFTS NOT TO EXCEED 4 FEET; PUDDLE 9 GAGE GALV. HORIZ. JOINT REINF. ED OR VIBRATE IN PLACE 24" (DUR-O-WAL LADDER TYPE, OR CMU CELLS CONTAINING REINF, SHALL BE SIMILAR) (EVERY THIRD COURSE) FILLED SOLIDLY WITH GROUT; VERT. CELLS SHALL PROVIDE A CONTINUOUS CAVITY, FREE OF MORTAR DROPPINGS, AND AT LEAST 2" x 3" IN SIZE VERT. REINF, IN GROUTED CELLS, SEE PLAN FOR SIZE AND SPACING, PROVIDE TYPICAL JOINT REINFORCEMENT DETAIL MATCHING FDN, DOWELS, LAP SPLICE a AT CORNER 48 BAR DIA. CONCRETE CMU UNITS (CMU), COMPLYING WITH ASTM C-90, IN RUNNING BOND, WITH 3/8" JOINTS T 14 PREFAB. 9 GAGE GALV. HORIZ. "T" WALL INTERSECTION JOINT REINF. fd 16" (DUR-O-WAL LADDER TYPE 3) (EVERY FACE SHELLS WITH TYPE M MORTAR; PLACE MORTAR ON CROSS WEBS ADJACENT TO CELLS WHICH WILL BE GROUTED TO PREVENT LEAKAGE AGE GALV. HORIZ. JOINT REINF. fad (DUR-O-WAL LADDER TYPE, OR LAR) (EVERY OTHER COURSE) TYPICAL JOINT REINFORCEMENT DETAIL AT WALL INTERSECTION TYPICAL REI E R.CED CMU WALL CONSTRUCTION SCALE: N.T.S. 4" CLR. TO (END TOP BAR) COL, HOOKS 'E' BAR STD. 90 HOOKS — 'S-1'/4 STD. 90' HOOKS F TP _z' gOR SET FIRST COURSE IN FULL MORTAR BED CLEAN -OUT OPENINGS AT GROUT FILLED CELLS, REQUIRED IN WALLS OVER 4 FEET HIGH FOUNDATION, SEE PLAN AND SCHED. FOR SIZE AND REINF. TYPICAL REINFORCED CMU WALL CONSTRUCTION THIS DETAIL IS APPLICABLE TO MAX. OF EXISTING CONCRETE 6'-0" HEIGHT AND 6'-0" WIDTH TIE/BEAM PROVIDE ONE COAT OF PROVIDE 1"x16 WATERTIGHT SEALANT GAUGE x 6" LONG PRIMER AT REPAIR AREA DOVETAIL (BENT INSTALL STUDS %" 2"x4") CONNECT PATCH & REPAIR DRYWALL SHORT f7a HEAD 6", 16" GA., CONT, TRACK WITH ONE DN-SERIES AT INSIDE OF OPENING INTO TRACK TO ALLOW W/(2) 1/8" DIA. RAMSET HILTI POWDER SEE ARCHITECTURAL FOR FOR POWDER DRIVEN ACTUATED PINS, WALL WATERPROOFING VERTICAL DEFLECTION FASTENERS fd 6" O/C SPACES AT 16" C/C ATTACH METAL STUDS TO ALL AROUND CONT. 16ga TRACK TRACK w/(2) #12-14 METAL SCREW TO BOTH SIDES (TYP. Fd EACH EXISTING CMU EXISTING CMU INTERSECTION) MORTAR SPECS: INFILL 8" MASONRY BLOCK AT 12 GA. 6"x6" CLIP ANGLE w(2) 1/8", TYPE S MORTAR SHALL BE USED EX, WALL UNIT OPENING. SET DIA. RAMSET POWDER DRIVEN EXCLUSIVELY ON THIS REPAIR. WITH TYPE S MORTAR (SEE FASTENERS & (4) #12-14 METAL MORTAR SHALL BE PROPORTIONED & SPEC'S BELOW) PROVIDE NO. 9 SCREWS TO EACH STUD (TYP. AT MIXED HORIZ, & VERT. MORTAR JOINTS GAUGE DOR-O-WALL EVERY TOP BOTTOM OF EACH STUD) SHALL BE 3/8" THICK U.O.N. REMOVE OTHER COURSE AND #5'S fd MORTAR PROTRUSIONS THAT EXTEND 32" O/C (DRILL 6' INTO 6'x16ga METAL STUDS fad 16" O/C INTO CELLS TO BE FILLED. EXISTING CONC. BEAM ABV. AND FTG. BELOW AND SET #5x3'-0" DOWEL, SET WITH �/� TYP. CMU WALL ® CL ®�I DTL. AT HY-150)HILTI EPDXY OR ETAL TUD f�TAI WALL N DETAIL SCALE: N.T.S. SCALE: N.T.S. ROOFING SYSTEM ON METAL DECK SEE PLAN FOR GAGE AND ATTACHMENT. OIL TOP OF PARAPET WALL SEE PLAN 8"x8" CONC, CAP. w/#5 VERT. fry 24" O/C (WHERE �. APPLICABLE) 8" CMU WALL TYP. 1/4" 2 1/2" OIL JOIST BRG. ELEV, SEE PLAN TT Q TIE BEAM a SEE PLAN 8" CMU TOP VIEW SIDE VIEW 6" N 1 1/2" 3" 1 1/2" 1/2" T \ 4JI--- 3/4" DIA x 5" HS'S (TYP. rd EACH JOIST) EMBED. PLATE STEEL JOIST (SEE PLAN) BOTTOM CHORD EXTENSION AT BOLTED TIE -JOIST ONLY L 6"x6"x1/2"x8" w/(2) 1/2 DIA HILTI HIT HY20 MASONRY ANCHORS. (AT BTJ LOCATIONS ONLY) SECTION @ -JOIST'BEARING SCALE: N.T.S. It 3AR D BAR fav7 B COI` TOF 12 GA. 3"x3" CLIP 1/8" DIA. RAMS DRIVEN FASTENERS METAL SCREWS TO (TYP. AT TOP BOTTC 3 1/2'x STUDS CONT. BASE 3 1/2". 16" GA., CONT, TOP TRACK ATTACH STD, 90° HOOK 'C' BAR (TOP) SEE NOTE 1 'S-2'/4 OR CANTILEVEER SPAN WHICHEVER IS GREATER TP BA I R , 1 i S'/2 6 STD. 90� OOKS TYP. BOTTOM BAR STD. 90° HOOKS MIN. I I I S I I SPACING 1. WHERE NECESSARY CONT. TOP BARS SHALL BE LAPPED 48 TIMES BAR DIAMETER IN MIDDLE 1/3 OF SPAN. INTERMEDIATE 2. FOR STIRRUP SPACING ('S') AND INTERMEDIATE REINFORCING BARS SEE BEAM SCHEDULE 3. 'S' DENOTES STIRRUPS SPACING 4 'S-1' DENOTES SPAN LENGTH BEAM 103ENDING DIAGRAM SCALE: N.T.S CONT. 16ga VERTITR (2) #12 SELF DRILLING SCR AT EACH w/ MIN. %" EDGE DISTP 3Yz"x16ga METAL STUDS na 16" (2) #12 SELF DRILLING SCREWS AT EACH STUD w/ MIN. %" EDGE DISTANCE —STEEL BEAM (SEE PLAN) ATTACH VERTITRACK TO STL. BEAM w/(2) 0.145 DIA. PAF WITH FULL PENETRATION TO THICKNESS rd 12" O/C AND 3" AWAY FROM ENDS. CONT. 16ga VERTITRACK---- " SECTION 1 INEILL AT STEEL BEAM SCALE: N.T.S. METAL STUDS TO TRACK w/(2) #12-14 METAL SCREW TO BOTH SIDES (TYP. fd EACH INTERSECTION) APA RATED CDX PLYWOOD SHEATHING 40/20 5/8" EXPOSURE 1, CONT, OVER TWO OR MORE SPANS ON BOTH SIDES 12 GA. 3"x3" CLIP ANGLE w/(3) OF WALL. PROVIDE W/ MIN. OF #12-14 SELF TAPPING METAL 2x4 EDGEWISE BLOCKING AT ALL SCREWS TO EACH STUD AND HORIZ, PANEL JOINTS. FASTENED TRACK (TYP. AT EACH STUD) fad 4" O/C FIELD AND EDGES PROVIDE 2"x14 GA DIAGONAL STRAPS ON BACK OF STUDS. T. 3 1/2", 16" GA., CON T. ATTACH TO EACH STUD w/(4) #10 BASE TRACK W/(2) TEKS (2 LINES OF "X" BRACING x DIA. RAMSET POWDER 20' 0" SPANNING TOP TO BOTTOM) DRIVEN FASTENERS fa 6" — O/C ATTACH METAL STUDS TO TRACK w/(2) #12-14 JOIST BRG. METAL SCREW TO BOTH ELEV. SEE PLAN SIDES (TYP. fo EACH INTERSECTION) E: STL w 3 w Q z O 0 0 COLUMN STANDARD HOOK INTO BEAM (TYP.) STD. 90° HOOKS 1 1/2' 'E' BAR STD. 90° HOOKS 6„ \-1 1/2" MIN. TYP. NOTES; BOND BE (SEE PLA VERT.R IN CONCf FILLED CONCRETE FOOTING, 10" TYP VERT. REINF. IN CONCRETE FILLED CELL, BLOCK' WALL REINFORCEMENT SCALE: N.T.S. PLAN VIEW A I H I U ANGLE FRAME (FOR 1400# UNIT) I1 6"x16 GA STUDS 0EXISTING ROOF TOP 16" O/C A/C UNIT ROOF TOP 6"x16 GA fd 16" O/C CURB STUD WALL 6" HIGH (MIN. 18 ga) F w/6"x16 GA TRACK = TOP AND BOT. W SECURE EACH STUD _ w/(4) #12 TRACKS TO EACH TRACK (TYP.) � 6"x16 GA CONT. TRACK w/(2) #12 TO METAL DECK afl 6" O/C (TYP.) 18ga x 2" STRAP Ro 24" O/C (3 - METAL DECK MIN PER SIDE) TYP, ALL 4 SIDES SEE PLAN FASTENEN TO CURB w/W 1/4-14x1" TEKS AND w/0) 1/4" DIA. BOLT WASHER AND NUT TO STL. ANGLE '�Lz SECTION A -A STEEL JOIST - SEE PLAN EXISTING STEEL BEAMS (SEE PLAN) JOIST GIRDER (SEE PLAN) SECTI N AT BEARING KNEE CANTILEVERED WALL (PARAPET)TO STL. BEAM WALL AT JOIST GIRDER -- - SCALE: N.T.S. SCALE; N.T.S. 6", 16" GA., CONT. TRACK I 5/8" PL STIFFNER rd COL. CL W/(2) 1/8" DIA, RAMSET AT BEAM BRG. POINTS OVER POWDEP r of i�ni STEEL COLUMNS FASTENERS 0 ATTACH METAL S TRACK w/(2) #12-1 SCREW TO BO- (TYP. INTER: 6'x16ga METAL STU CONT. 16ga SCALE: N.T.S. 6", 16" GA., CONT. TRACK W/(2) 1/8" DIA. RAMSET POWDER DRIVEN FASTENERS fa 6" O/C ATTACH METAL STUDS TO TRACK w/(2) #12-14 METAL SCREW TO BOTH SIDES (TYP. rd EACH INTERSECTION) STEEL BEAM (SEE PLAN) 12" x 12"x 1 1/4" TOP PLATE 1/4" FILLET WELDS ALL AROUND BEAM TO TOP PLATE STEEL BEAM (SEE PLAN) E70XX TYP. E70XX TYP. L 8"x8"x3/4"x12" LONG L 8"'x8"x3/4"x12" LONG w/1/2" STIFF. PLATES rd w/1/2" STIFF. PLATES lad BOTH ENDS & CENTER BOTH ENDS & CENTER OF STL. COL, OF STL. COL. HSS STL. TUBE COL. (SEE PLAN) SECTION AT STEEL COLUMN (MIDDLE) 1 �1 SCALE: N.T.S. SCALE: N.T.S. FOR A/C UNIT OVER 2'-8" HIGH, PROVIDE ADDITIONAL 2" WIDE GALV. STRAPS OVER UNIT FOR WIND SUPPORT AT EACH END. SECURE END OF STRAPS W/(4) #14 X 1" TEK SCREWS TO EXISTING CURB. FASTEN 2" WIDE x 18 GAUGE GALVANIZED TIE -DOWN STRAP, SECURE w/W 1/4-14 x 1" TEK SCREWS TO CURB AND EQUIPMENT CASE. PROVIDE STRAPS AT EACH CORNER AND AT 24" O/C BETWEEN CORNERS TYP. AT ALL FOUR SIDES (MINIMUM 3 STRAPS PER SIDE) 3/8" DIA, LAG BOLTS 4" FROM EACH CORNER & MAX 24" O/C (MIN 3 PER SIDE) TYP, ALL 4 SIDES aOwU) Q � W EXISTING ROOFING 0-wO —W-aM----------- A/C SUPPORT FRAME REINFORCE TOP & BOTTOM CHORDS w/(2)-Y4" DIA. RODS EXISTING STL. (SEE DETAIL 4/1) JOIST TYPICAL RTU TO EXISTING CURB ATTACHMENT DETAIL ADD STIFFENER ANGLES IF DIMENSION IS GREATER THAN 0" Q JOIST TOP CHORD PANEL POINT SCALE: N.T.S. PANEL POINT (WHERE DIAGONAL WEB MEMBERS INTERSECT CHORDS) SECTION B-B SCALE: N.T.S, CONCENTRATED LOAD FROM SUPPORT ABOVE REINFORCE TOP CHORD w/(2)-3/4" DIA. RODS (SEE DETAIL 4/1) 3/16 TYP. TOP CHORD WEB MEMBER REINFORCE BOT. CHORD BOTTOM CHORD w/(2)-Y4" DIA. RODS (SEE DETAIL) ADD L2x2x 3/6 EA. SIDE STIFFENER ANGLE IF RTU FRAME ANGLE BEARS ON JOIST FURTHER THAN 0" FROM THE NEAREST TOP CHORD PANEL POINT. TYP,CONCENTRATED LOAD REINFORCINGcALE: N.T.S. TYP.5 EA. END Pro j. Mgr. JU Job. Capt. SG Drawn by JT RON BARR, A.I.A. Revd by STATE OF FLORIDA RB AR 0016160 U O m ° w m Q 0 5 Q O 0 U W m ¢ F z m U U W U('W z w W X U U. m H m V O U CO m Z w= rj z w Q U Q z0'z �W�z°2w�>`n LL� z o= °-� z a� z z� 0 O wm 0 W LL= a O g z m z ELF- W a0m z°W 0 o o a.~ p w Fr p o o° F- Z) a- W OU W U= to w ¢ Y W ¢ m p W N 1 �= O x 'm z u~i a z F w w z LL z 0> w LL O W O W� U Z O O cn W z W 2 �¢ U mm a d w � z W z r w U z O rn ° U z p x O o ° o() W U °d z v x a z o 2 _ z d X m U m m w w� Ofs 0 3 U a m a 0O P a P z o m h z z z a © COPYRIGHT 2012 BARR ARCHITECTURAL STUDIO n n I L Revisions: Z GENERAL REVISIONS (09/30/2013) AS BUILT (04/24/2014) CADFILE No. ~ a M M O O V1 r l 04 PLO O N � Sheet Title O (O C co N � O N c ULL T NC N O- .> V co � LoMimi N _O E ■ 0) '= C :3 m W E L� o W L ca U) r. O U W :3 0) U v In Q U L R3 Scale: TAYLAN KALKAN, P.E. pate: Snnet No. ENGINEERING PLUS 5 - 5 - 2 014 FL. P.E. # 67349 & C.A. # 26538 19528 SEDGEFIELD TERRACE Project No. BOCA RATON, FL 33498 1 2- 0 2 7 r (561) 756 4106 (561) 479 3743 fax I s7