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HomeMy WebLinkAboutBUILDING PLANLOADING THIS LEVEL INTERIOR FLOORS (127 PSF) DEAD (72 PSF) FLOOR SYSTEM SELF WEIGHT- 40 PSF FLOOR FINISHES = 26 PSF DUCTWORK = 4 PSF CEILINGS.= 2 PSF LIVE (55 PSF) OCCUPANCY LIVE = 40 PSF PARTITIONS:ASCE7-10: 4.3.2 = 15 PSF 6" THICK INTERIOR FLOORS (154 PSF) DEAD (114 PSF) SLAB SELF WEIGHT= 75 PSF FLOOR FINISHES = 33 PSF DUCTWORK= 4 PSF CEILINGS = 2 PSF LIVE (40 PSF) OCCUPANCY LIVE = 40 PSF DOUBLE STORY COLUMN, NO INTERMEDIATE BEAMS 3 3 S9 S9 3 3 40". K S9 2'-1 ]" 21' 2'-1z' S9 CIS I r T.O.B. ----------- ------------__------------_ +44.03 n > N. 6 :2i m +39,_1,� n, � ----------« :;"' -------•--- -------»- :-p NGVD HSS 2X6X1/4" HSS 2X6X1/4" '9. mL0 a ` ., , ',i TOB : +33'-6 C25 TOB : +33'-8' C25 TOB : +33'-6" • �`. T08 : +35'-6 TOB : +35'-6' TOB : +35'-6" c SEE DETAIL SEE DETAIL SEE DETAIL 3/S9 3/S9 3/39 i�PaG�� \\x3s3'�,*q" m E OPT SE gs-�,A01p 11; P /S9 OFT9/� "/v 4 77 G\C\�07 1GP-NSF C13 3, 7 S ♦ V OPEN .--... '0 ♦♦♦ i ' oo ♦ i i ,i ,i ♦ - • ----- T01'5- �FF +39'-0"TUG ♦, �mC180,�. -U U #4'sO/CTEMP 48.89 \5 FF '-4" -53.08 J0 O • " 6" SLA8 w H CIO i 5'(��QFtiOJyo C10 5000'PSI PoO�G 1 05 �" /� C13 lo'� N. gGSF��GO J.a .:.. -52.83 r '' 2 ,C N• �i9• i' 8 44.62 C13 6 -5578 ,i 3 �` e z` 7 s JOIST ATTACHMENT TO STRUCTURE PER MNFR APPROVED SHOP DWGS CONC.SLAB a w w rn POURED CONCRETE TIE BEAM. SEE PLANS & SCHED. FOR DIM. & REINFORCING STEEL 1 JOIST TO WALL CONNECTION S4 ) SCALE: 3/411= 1' 7 3a CONCRETE BI AM - SEE PLANS (4) 3/4"OxB" & SCHED. FOF DIM. & HEADED STUDS 12' 7" 1z' a REINFORCINC STEEL 4, -4 Q— d 4 a O a a a o 0 a 4 O O d 4 SJE 0 0 a a COL PER ON SCH�ULE a 10" STEEL PLATE 4 1 Oxx3/4 16 a ECCENTRIC BASE PLAT S4 SCALE: 1-1/211= 1' O hag A,( h OOr 01 O� SECOND FLOOR FRAMING PLAN n =1 r 0' 2' 4' R. 4 5 ,4 m 3 TIE BEAM B201 S4 SCALE: 1-1/2" = 1' Mo72471 �S STATE OF �g ®° 4/24/2013 �kopo .c N SRF SYsr� AMR✓ �z F pSN V y�SoryO,"vo GOt SFFSrFF Ov, �TOTq y0�0 FF +39'-0"NGVD / S .. i' `� / f 0 Q� =00 OQQrOv C002U Q O U 4 G" Ag si i �Y'1 7 P. CLASSIC Structural Engineering :ARID ABUGATTAS, P.E. 3)TRUCTURAL ENGINEER ,80 NW 67TH ST - UNIT 107 COCA RATON, FLORIDA 33487 'HONE: (954) 667 - 7803 FAX: (561) 665 - 5438 I.E. LICENSE # 72471, CA#29407 VWW.PROJECTCLASSIC.COM ARID@PROJECTCLASSIC.COM REBARS BY OTHERS CONCRETE GROUT (BY OTHERS) POURED CONCRETE TIE BEAM. SEE PLANS & SCHED. FOR DIM. & REINFORCING STEEL • in zz CONC. SLAB 2 g LLa 3/4" 0 X 6" LONG EPDXY IN CONCRETE @ 4'-0" O.C. TYP. SLAB EDGE TO 6 WALL CONNECTION S4 SCALE: 3/411= 11 fua� fil�5 Q3NNYIP *GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH & ELEVATIONS WITH ARCHITECTURAL PLANS & NOTIFY ARCHITECT OF ANY DISCREPANCIES, COORDINATE BEAM SCHEDULE WIDTH MASONRY OPENINGS WITH WINDOW MNFR & N.O.A. ----+� *FOR ARCHED BEAMS ADD (2) # TS DIAGONAL EACH END OF THE BEAM. ADD (1) EXTRA 95 DIAGONAL EACH SIDE FOR EVERY 4'- EXTRAWIDTH. ELEVATION *SCHEDULED BEAMDEPTHSARE MINIMUM REQUIRED, NOTIFY THIS OFFICE IF ACTUAL BEAM EXCEEDS SCHEDULED DEPTH BY 6" OR MORE. -TYPICAL TIE BEAM OVER WALLS TO BE 8"X12" w/ (2) #5's TOP AND BOTTOM. (4) 03 TIES @ EACH SIDE OF EVERY BEND, CORNER AND TRANSITION. TIE BALANCE E @48" O/C. TIE BEAM DROPS DOWN TO TOP OF OPENING - SEE FRAMING PLANS. MIDTOP REENF. FOR 12" AND 16" WIDE TIE BEAMS, INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) # 5 BOT REINF. *'PCL" NOTE IN PLANS REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA# 06-0222.01 *TIES AT "E.E." REFERS TO EACH SIDE OF EVERY INTERMEDIATE SUPPORTING COLUMN. *BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN INSTALLED. SECTION REINFORCEMENT TIES CODE WIDTH DEPTH ELEVATION TOP MID BOTTOM SIZE END SPACING BALANCE REMARKS PCL 8 I 8 1 # 5 PRE -CAST LINTEL: SOLID GROUT CMU OVER LINTEL B201 1 13 1 21 +39'-1" NGVD 2 # 8 2 # 8 3 10 #3 TIES @ 8" O/C E.E. 24 SEE DETAIL B202 8 21 +39'-4" NGVD 2 # 6 2 # 6 3 3 #3 TIES @ 8" O/C E.E. 24 B203 8 45 +39'-l" NGVD 2# 5 3 LAYERS OF 2# 5 2# 5 3 24 B204 8 21 +39'-1" NGVD 2# 5 2# 5 3 24 B205 8 1 28 +39'-0" NGVD 245 2# 5 2# 5 3 24 B206 8 25 +39'-1" NGVD 245 245 2# 5 3 24 U �i MAIN TOP TEMPERATURE REINFORCEMENT REINFORCEMENT p '( SEE ARCH. U lYh�dl' BOTTOM £' REINFORCEMENT POURED CONCRETE TIE BEAM. SEE PLANS & SCHED. FOR DIM. & REINFORCING STEEL SLAB TO TIE 4 BEAM CONNECTION S4 SCALE: 1/211= 11 REBARS BY OTHERS PROVIDE 2 112" MIN. BEARING OF SHOE ON THE PLATE, TYP. CH-100 EMBED PLATE. SEE DETAIL "A" THIS SHEET CONC. SLAB Z Z 1 /8" 2" a LL POURED CON ETE TIE BEAM. SEE PLANS SCHED. FOR DIM. & REINFORCING STEEL 5 JOIST TO WALL CONNECTION S4 SCALE: 3/411= 11 tf WMa IS) MIMCM xu"M HwsrFISIM UI OJR m MO om pu mY wn W H% Rme UE11% MU OEM SITU %U w 9ER6AOOm Qwn UA COP®N w mAY OA WW9t ," %U PEY ff ,WM m W M PMm WlWlle ncsr aWwxO wrier PW154011 rnov m0 ONIPm %w wn /a MY NL wEmm UI srt m m OGf51MUIN11. I EW MRIPIM M 0 BE SXM REVISIONS NO. DATE DESCRIPTION B enedd O 0 ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE NO.1 DERFIELDBEACH, FLORIDA 33442 (954) 570-9500 FAX (954) 570-9550 www.thebenedictgroupxom License No.AAC-001900 hw .01 C) C 2 ZD H LJ.J C) 7 C SHEET TITLE SECOND FLOOR FRAMING PLAN SCALE AS NOTED DRAWING NUMBER DATE 02104/13 DRAWN & CHECKED P.A. JOB NUMBER #0872 EL' J O TEMPERATURE REINFORCEMENT SLAB 1 � MAIN TOP REINFORCEMENT TIE BEAM � JhL STEEL BEAM SLABS TO BEAM 10 GIRDER CONNECTION S5 SCALE: 3/4" = 1' 00 s S�OQE N1 ORV 4.,0 PK' 2 S5 X4 PT BLOCKING BETWEEN EACH wo TRUSS. ATTACH TO WALL WITH 6' 2) 1/4" X 31/4" TAPCONS AT 16" O.C. 8"x8" BOND BEAM W/ 1#5 CONT. SIMPSON H2.5A CLIP +' FULLY NAIL TO LEDGER POURED CONCRETE &SIDE OF TRUSS TIE BEAM. SEE PLANS �tO & SCHED. FOR DIM. & C 'oc`U2 REINFORCING STEEL N PROVIDE 2 1/2" MIN. BEARING OF SHOE ON THE PLATE, TYP. EMBED PLATE. CONC.SLAB PRE-ENGINEERED TRUSSES@24"0/C o Z J o a 1/8" 2" w SEE FRAMING PLAN FOR STRAP TYPE AND ATTACHMENT JOIST TO WALL (2)2x8S.P.P.T.WDLEDGER a w/3/4" EANCHORS 16" O.C..C.ST STAGGGGERED 9 CONNECTION @ S5 SCALE: 3/4" = 1' 4 S5 `r a C2 3 S5 5 B 08 sto A. S4pPE 0 �yDy �OQ� 48 @ 12" O/C T M 9 4, C Qq y->T\_.� 02 SVOpE I 5 . Ol 5 ' FF 51'-2' 9" SLA ' 1 l� 50 BPS . 1 ` 20 9 "\ 17 `` \14 \3 rn E2WO o0g� 0 (1 #4 CONT. Fw- 4 ? W mWLw W rq>U ww(D0 Ow �Z car K w n 2 W O?0a LU C9 RB w=°�W F- O m -x a. 3: Wgr}» 9 S5 SS 3 B303 S5 ,. v III II II II , II II II II II II g '...... II II II II 13307 II III II N`' ROOF. FRAMING 1 rE=1 1 0' 2' 4' 4 8' 8118, C2 •' �CENS�c'•••.�� . ' No72471 '• STATE OF 4/24/2013 q �Oi P. CLASSIC Structural Engineering T. yr s' u . (r r� pRF IV, nz_ FFS S5 rFF x` 0�O48TFTGL9y�FOTS >> ' O FF +50'-10"NGVD S�Op rr � v F 1 � x S5 76 196 /4(,y y i BEAM SCHEDULE "GENERAL CONTRACTOR IS TO VERIFY BEAM DEPTH & ELEVATIONS WITH ARCHITECTURAL PLANS & NOTIFY ARCHITECT OF ANY DISCREPANCIES. COORDINATE wIOTH MASONRY OPENINGS WITH WINDOW MNFR & N.O.A. I�+( *FOR ARCHED BEAMS ADD (2) # 5'S DIAGONAL EACH END OF THE BEAM. ADD (1) EXTRA #5 DIAGONAL EACH SIDE FOR EVERY 4" EXTRAWIDTH. ELEVATION "SCHEDULED BEAM DEPTHS ARE MINIMUM REQUIRED, NOTIFY THIS OFFICE IF ACTUAL BEAM EXCEEDS SCHEDULED DEPTH BY 6' OR MORE. *TYPICAL TIE BEAM OVER WALLS TO BE 8"x12" wl (2) #5's TOP AND BOTTOM. (4) #3 TIES @ EACH SIDE OF EVERY BEND, CORNER AND TRANSITION. TIE BALANCE s a @48" O/C. TIE BEAM DROPS DOWN TO TOP OF OPENING - SEE FRAMING PLANS. o TOP REINF. *FOR 12" AND 16" WIDE TIE BEAMS, INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) # 5 MID REINF. BOT REINF. "PCL" NOTE IN PLANS REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA # 06-0222.01 "TIES AT "E.E." REFERS TO EACH SIDE OF EVERY INTERMEDIATE SUPPORTING COLUMN. *BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN INSTALLED. SECTION REINFORCEMENT TIES CODE WIDTH DEPTH ELEVATION TOP MID BOTTOM SIZE END SPACING BALANCE REMARKS PCL 8 8 _ _ _ 1 # 5 PRE -CAST LINTEL: SOLID GROUT CMU OVER LINTEL B301 8 37 +50'-7" NGVD 2# 5 2 LAYERS OF 2# 5 2# 5 3 24 B302 8 61 +50'-7" NGVD 2# 5 5 LAYERS OF 2# 5 2# 5 3 24 B303 8 51 +50'-7" NGVD 2# 5 4 LAYERS OF 2# 5 2# 5 3 24 B304 8 12 +49'-2" NGVD 2 # 5 - 2 # 5 3 24 B305 18 48 +50'-10" NGVD 3 # 5 3 LAYERS OF 2 # 5 3 # 5 3 24 B306 1S 48 +50'-10" NGVD 4 # 8 3 LAYERS O F 2 # 5 4 # 8 3 3 #3 TIES 6" O/C E.E. 24 B307 24 38 +50'.2" NGVD 4 #5 2 LAYERS OF 2 # 5 445 3 24 ' B308 8 1 40 +51'-10" NGVD 2 # 5 3 LAYERS OF 2 # 5 2 # 5 1 3 24 NOT USED B309 8 1 21 +51'-2" NGVD 2 # 8 2 # 8 1 3 110 #3 TIES @ 8" O/C E.E. 1 24 SEE DETAIL 2 3/4" d a 1 1/4" STEEL BEAM WITH 314" 6" 1 1/ " 6"° LONG SLOTTED HOI ES. a 1 1/2" USE AS ERECTION BOLT 8 I USE AS ERECTION E OLT 6" 5" L3x5x3/8 EACH SIDE a USE AS ERECTION BOLT ° ///° Q SLOTTED 11/2"x7/8" a F 2" RETURNS EACH SIDE, 7/8" 0 ° 2"RETURNS- 2RETURNS 1/4" 9" L3x4xl/4 EACH SIDE 11/2" RETURNS 11 7" ROUND HOLES. AN LE ACTS ° SLOTTED 11/2"x7l8" W w LU J m (4) 5/8"0 H.S. � j (8) 5/80 H.S. � W 12 p� E- (4) 518"0 H.S. W 8 w TOTAL. SPACED HORIZONTALLY _ W 1 W TOTAL. SPACED HORIZONTALLY ° ® w STEEL w TOTAL. SPACED HORIZONTALLY N �' STEEL W 3,5" APART O° �' � ST EL 4" APART - BEAM w 4" APART `"' fD BEAM x a BE ® °i X N CrD _ a¢ /4" X 3" X 6" PLATE WASHER CONCRETE COLUMN OR 4"(2) 3/4" A325 SO TS o CONCRETE COLUMN OR ,_..".( CONCRETE COLUMN OR EACH SIDE WITH ° (2) 3/4" A325 BOLTS CONCRETE BEAM. PROVIDE (5) ° WITH NUT AND ASHER CONCRETE BEAM. PROVIDE (5) #3 TIES @ 4" O/CON AREA a 1/4" X 3" X 8" PLATE WASHER CONCRETE BEAM. PROVIDE (5) . a. #3 TIES @ 4" O/C ON AREA WHERE CONNECTORS ATTACHED. EACH SIDE WITH TIES @ 4" O/C ON AREA CONC. WHERE CONNECTORS ATTACHED. PL S -INCREASE WIDTH AND WHERE CONNECTORS ATTACHED. PL 9x8x5/8" -INCREASE WIDTH AN CONC. °a (3) 3/4" A325 BOLTS ° HEIGHTHT AS REQUIRED TO ENSURE HEIGHT AS REQUIRED TO ENSURE CONC. PL 11x8x5/8 -INCREASE WIDTH AND BEAM ALIGNMENT. ALIGNMENT. HEIGHT AS REQUIRED TO ENSURE ° BEAM W 8x TO CONCRETE BEAM W 10x TO CONCRETE BEAM W 12x TO CONCRETE BEAM 1 OR COLUMN CONN. 2 OR COLUMN CONN. 3 OR COLUMN CONN. S5 SCALE: 1-1/2" = 1' S5 SCALE: 1-1/2" = 1' S5 SCALE: 1-1/2" = 1' I 4" V W8X 10 1/4" 3-10 N �0 ,I 1/2" FULL HEIGHT STIFFENER PLATE !8" THICK WASHER PLATE 1/2' IN 5/8" 0 A325 L 3"x5"x3l8"x 5" LONG THROUGH WITH 3/4" SLOTTED HOLES BOLT W/NUT 4 W8x TO W10 CONN. S5 SCALE: 1-1/2" = 1' FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER 380 NW 67TH ST - UNIT 107 BOCA RATON, FLORIDA 33487 PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 P.E. LICENSE # 72471, CA#29407 WWW.PROJECTCLASSIC.COM FARID@PROJECTCLASSIC.COM LOADING THIS LEVEL 6" THICK INTERIOR FLOORS (154 PSF) DEAD (114 PSF) SLAB SELF WEIGHT= 75 PSF FLOOR FINISHES = 33 PSF DUCTWORK = 4 PSF CEILINGS = 2 PSF LIVE (40 PSF) OCCUPANCY LIVE = 40 PSF 9" THICK INTERIOR FLOORS (194 PSF) DEAD (151.5 PSF) SLAB SELF WEIGHT= 112.5 PSF FLOOR FINISHES = 33 PSF DUCTWORK = 4 PSF CEILINGS = 2 PSF LIVE (55 PSF) OCCUPANCY LIVE = 40 PSF PARTITIONS:ASCE7-10: 4.3.2 = 15 PSF BALCONY WITH AREA 100SQFT OR MORE (172 PSF) DEAD (72 PSF) FLOOR SYSTEM SELF WEIGHT= 40 PSF FLOOR FINISHES = 26 PSF DUCTWORK = 4 PSF CEILINGS = 2 PSF LIVE (100 PSF) OCCUPANCY LIVE = 100 PSF n. 'F-1,-8"x6"BOND BEAM W/ CONCRETE BEAM VERTICAL WALL REINF. DOWEL w/ STD. ACI HOOK AT STEEL SEE PLAN FOR SIZE & LOC. BAR. LAP REBAR MIN 48 BAR DIA MAIN FLOOR SLAB POURED CONCRETE TIE Z B AM. SEE PLANS & SCHED. FOR DI M. & REINFORCING STEEL CONC. SLAB a w w 3/4"0 X 6" LONG EPDXY IN CONCRETE ' @ 4'-0" O.C. TYP. SLAB EDGE TO 8 WALL CONNECTION S5 SCALE: 3/4" = 1' JOIST ATTACHMENT TO FULLY GROUT STRUCTURE PER FLOOR MNFR APPROVED SHOP DWGS "",,,,—CONC. SLAB CONC. SLAB i+)A== a a a N N STEEL BEAM SEE FRAMING PLAN SLABS TO STEEL BEAM 7 CONNECTION S5 SCALE: 3/4" = 1' POURED CONCRETE SPANDREL BEAM. SEE T.O.B FRAMING PLANS FOR. BEAM SEE PLAN SCHEDULE CODE. #3's @ 6" O/C TOP 90 DEG ACI HOOK @ BACK 180 DEG ACI HOOK @ FRONT mE #3's @ 12" O/C TEMP BEAM. SEE PLANST& SCHED. FOR DIM. & REINFORCING STEEL 6 EYEBROW DETAIL S5 SCALE: 3/4" = 1' 1/4" 5„ W 10X 3- 0 1/4" 3-10 � o 1/2" FULL HEIGHT STIFFENER PLATE 3/8" THICK WASHER PLATE 5/8" 0 A325 THROUGH 1!2' IN L 3"x5"x3/8"x 7" LONG BOLT W/ NUT WITH 3/4" SLOTTED HOLES 5 W10x TO W12 CONN. S5 SCALE: 1-1/2" = 1' 616 tim 4 M �Cf tlUP (lecl M"IIECIIEE Wx xWMis iwaxf � ns rmRaam; xx mxx xwxrc xons x nc� xWa xcs, xW W996', SM %U 0 BE RMD(l D. OWfFO. OR OM x W M 0R YXW , 0 9W1 W AE 15971E0 N Wrc Mx PWOr MW x*sr mxwic �xmx rrou res oww m9W1 am Wx%w xi OY NM 01 WE axm TO 00104 1. xL4 01MM W 1101 BE INIA REVISIONS NO. DATE DESCRIPTION Benedd O 0 ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE NO.1 DEERFIELD BEACH, FLORIDA 33442 (954)570-9500 FAX (954) 570-9550 N""vAhebenediagrmp.mm Lianw No.AAC-001900 � Q C7 Cf3 I-L- C U7 C7 0 I— C-D LJJ L U:) SHEETTITLE ROOF FRAMING PLAN SCALE AS NOTED DRAWING NUMBER DATE 02/04113 DRAWN & CHECKED F.A. JOB NUMBER #0872 THIS LEVEL RLOADING 165 PSF) DEAD(35 PSF) PLYWOOD-2 PSF ROOF FINISHES= 19 PSF TRUSSES= 7 PSF INSULATION = 1 PSF DUCTWORK PSF CEILINGS - 2 PSF LIVE (30 PSF) CONSTRUCTION = 30 PSF PANEL POINTS 200 LBS LIVE LOAD DISTRIBUTION TO CHORDS: DEAD (35 PSF) TOP CHORD= 28 PSF BOTTOM CHORD= 7 PSF LIVE (30 PSF) TOP CHORD= 30 PSF BOTTOM CHORD = PANEL POINT LOAD 1 yy. o �\s r/ V A Simpson Strong -Tie DETAL B Simpson Strong -Tie HETA TRUSS STRAP SCHEDULE (SIMPSON STRONG TIE) CONNECTOR ID MARK A + B 2nd CONNECTOR ID MARK IF NEEDED TRUSS UPLIFT OR 1500 # MAX UPLIFT IN TRUSS GROUP FLORIDA ALLOWABLE LOAD LBS NAILING PRODUCT MARK CONNECTOR REMARKS APPROVAL UPLIFT (Pup)I PERP. TO TRUSS PARALLEL TO TRUSS TRUSS/RAFTER/ SEAT PLATE/TRUSS NUMBER GRAVITY TURF) CAPACITY F1 CAPACITY F2 HEADER Q HETAL20 FL11473 1810 415 1100 FULLY NAILED QB HETA16 FL11473 1810 (9) 10d x 1-1/2" NAILS - O HUS 28 FL375C.81 2000 (22) 16d x 3-1/2" NAILS (8) 16d x 3-1/2" NAILS - NOTE: 1) ALL TRUSS TO TRUSS CONNECTIONS TO BE BY TRUSS MANUFACTURER, ALL VALUES ARE BASED ON DOUG-FIR-LARCH/SP. PINE TIMBER. 2) NAILS SHALL BE INSTALLED IN LOWER -MOST HOLES OF STRAP AND SHALL BE FILLED PROGRESSING UPWARD TOWARD THE TOP OF THE STRAP, 3) WEDGE ANCHORS CAN NOT BE SUBSTITUTED FOR J-BOLTS OR EPDXIED THREADED RODS SHOWN ON SCHEDULE. 4) SEE SIMPSON LATEST CATALOG FOR ALL REQUIREMENTS FOR THE INSTALLATION OF THESE CONNECTORS. 5) # INDICATES MODEL NUMBER OF FASTENER TO BE DETERMINED BY CONTRACTOR, SUCH AS NUMBER OF TRUSS PLYS AND ROOF PITCH PLYWOOD SHEATHING FACE GRAIN TO RUN PROVIDE 1!8" SPACING PERPENDICULAR TO , 7E—AT PANEL EDGES ap SUPPORTS APA 40/20 19/32" EXPOSURE1 / `PRE-ENG. WOOD TRUSSES @ 24" O/C (SEE ROOF PLAN) LINES MARKS TRUSS GROUP FOR REQUIRED STRAP LI PROVIDE 2x44,,.� BLOCKING @PER PLYWOOD BLOCKING DETAIL LATERAL BRACING IF REQUIRED (SEE TYP. WALL SECTION) NAILING 10d RING SHANK @ 4" O/C FIELD NAILING 10d RING SHANK @ 6" O/C IEDGE BOUNDRY NAILING 10d RING SHANK @ 4" O/C ORNER NAILING 1Od RING SHANK @ 4" O/C BOND BEAM OR WOOD FASCIA (SEE TIE BEAM (SEE TY2P. WALL SECTION) 1116" SPACE AT TYP. WALL SECTION) W/ (2) 16d TO EACH PANEL ENDS TRUSS END ROOF SHEATHING ATTACHMENT 1 DETAIL S6 ALL NAILS TO BE RING SHANK FASTEN GARAGE BUCK WITH 1/4"X3-1/4" TAPCONS @ 8" O/C GARAGE STAGGERED, 4" EACH END. DOOR P.T. 2x6 WOOD CASING El E ❑ ❑ 8" CONC. BLOCK (TYP.) STUCCO FINISH FILLED CELL OR POURED COL. (SEE PLAN) r2� GARAGE BUCK DETAIL S6) SCALEXT.S. PRE -NOTCHED CONC MASONRY BLOCK. TYPICAL @ CONTROL JOINT LOCATION PREMOLDED JOINT FILLER �LJ LJILJ L. LJ LJILJ LJS TYPICAL VERTICAL REINF @ EACH SIDE OF CONTROL JOINT IN SOLID GROUTED CELLS 3MANSORY WALL CONTROL JOINT S6 / SCALEXT.S. INSTERSECTING WALL CONDITION (4) CORNER BARS TOTAL SEE DETAIL 1/S6 FOR PLYWOOD NAILING PATTERN AND SPECIFICATIONS. PRE-ENGINEERED WOOD ROOF TRUSSES 24" DEEP @ 24" O/C MAX SPACING.SEE APPROVED SHO DRAWINGS STAIR TOWER ROOF FRAMING PL N 1rI=11 0' 2' 4' 8' 4 30" LAP LJ-1J CORNER WALL CONDITION: -FULLY SUPFORTED BY CMU WALL BELOW: (2) CORNER BARS TOTAL -OPEN BELOW (4) CORNER BARS TOTAL 4 TIE BEAM CORNER AND BENP DETAILS S6 SCALE: 1 /2" = 1' >7. DRYWALL ^ >'" TYP. ALUM WIND W > : OR S.G.D. JAMB WOOD SCREW o° ATTACHMENT SO kCED PER PRODUCTAPPR AL 0 a 1/4" X 3 1/4" PHILL PS HEAD ag° TAPCONS AT 12" O/C 4" FROM J p ° J W CORNERS W pY ^ "U P.T. 2x4 STRUCT RAL BUCK v wp° °� a CAULK (TYP.) J o u O C, STUCCO STRUCTURAL BUCK TYP. WINDOW & SLIDING 5 LASS DOOR JAMB DETAIL S6 SCALEXT.S. z 2 0 m 6" TYPICAL CONC. TIE BEAM OVER ALL CMU WALLS. W/(2) # 5's TOP AND BOT. (4) # 3 TIES @ 12" O/C EACH SIDE OF EVERY CORNER, CONCRETE BEAM SIZE BEND AND TRANSITION AND REINF. PER CONC # 3 TIES @ 48" O/C ELSEWHERE BEAM SCHEDULE TYP. N^rla TOP BARS V F ••••�� MIDDLE BARS (IF �s = •' REQUIRED BY Np72471 BEAM SCHEDULE) _ ®' STATE OF I � ' TYPICAL TIE BEAM DROP 6 OVER OPENINGS S6 SCALE: 3/8" = 1' BLOCK COURSES OVER PRECAST LINTEL 8x12 TYPICAL TIE BEAM SEE BEAM SCHEDULE FOR REINFORCEMENT — — — PRECAST LINTEL BY CASTCRETE — — (1) # 5 FIELD I ON PRECAST TYPICAL PRECAST LINTEL 7 OVER OPENINGS S6 SCALE: 3/8" = 1' TYPICAL CONC. TIE BEAM OVER ALL CMU WALLS. TOP BARS W/(2) # 5's TOP AND BOT. (4) # 3 TIES @ 12" O/C EACH MIDDLE BARS (IF SIDE OF EVERY CORNER, CONCRETE BEAM SIZE REQUIRED BY BEND AND TRANSITION AND REINF. PER CONC � BEAM SCHEDULE) # 3 TIES @ 48" O/C ELSEWHERE BEAM SCHEDULE 14 6" TYP. TYPICAL TIE BEAM DROP 8 OVER OPENINGS S6 SCALE: 3/8" = 1' CORNER BARS TO MATCH FOOTING REINFORCING CORNER F_STRIP FOOTING REINFORCING CONT. THRU PADS PERPENDICULAR TYPICAL FOOTING 9 INTERSECTION DETAIL S6 SCALE: 3/8" = 1' 4/24/2013 #8 #5 I q14� _€2 #4 #7 I _�2 #3 #6 is h �V 10 CI STANDARD HOOKS S6 SCALE: 1/2" = 1' CONCRETE BEAM PER J FRAMING PLANS (REINF. NOT SHOWN FOR CLARITY). BEAM POURED MONOLITHIC WITH COLUMN. SEE COL SCHED. 2 W K W 0 z Y C) x o� W x U OL SCHED. #3 TIES SEE COL SECTION CUT SCHED. ACI STD. HOOK ALIGNED W/ g FOOTING - BOTTOM REINF. p r"� m P. CLASSIC Structural Engineering 11 CONC. COL. SEE FOUNDATION 11 ANCHORAGE. ELEVATION PLAN FOR FOOTING TYPE " (GRADE BEAM, MONOLITHIC S6 SCALE: 1 /211= 1' OR STFMWALL). VARIES —� #9 LADDER TYPE CMU HORIZONTAL JOINT REINF. SHALL EXTEND INTO CONCRETE a COLUMN A MINIMUM OF 6" (TYP. F IfAT ALL LOCATIONS) CMU WALL VERTICAL REINF PER COLUMN SCHED TIES PER CONC. COL SCHED. LAP SPLICE- 48 BAR DIAMETERS 12 CONCRETE COLUMN S6 SCALE: 3/4" = 1' REINFORCED FILLED CELL SEE PLAN FOR SIZE AND SPACING. 9 GAUGE HORIZONTAL REINFORCEMENT EVERY OTHER COURSE (LADDER TYPE) 8"x8"x16" CONCRETE MASONRY UNITS CMU TYPICAL 13 REINFORCEMENT DETAIL S6 SCALE: 1/2" = 1' 15 S6 FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER 380 NW 67TH ST - UNIT 107 BOCA RATON, FLORIDA 33487 PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 P.E. LICENSE # 72471, CA#29407 WWW.PROJECTCLASSIC.COM FARID@PROJECTCLASSIC.COM DRYWALL ^ >'. TYP. ALUM WINDOW OR S.G.D. JAMB HILTI'CRS'099-122 OU o COIL NAILS @ 8" O/C 4" FROM CORNERS LU ° U It -- P.T. 1x 3 BUCK (WINDOWS) o 00 ° P.T. 1x 4 BUCK (DOORS) 4"' 0- u- ° CAULK (TYP.) O STUCCO NONSTRUCTURAL BUCK TYP. WINDOW & SLIDING GLASS DOOR JAMB DETAIL SCALE: N.T.S. 2X4 PT CONT. NAILER 1/4" X 3 1/4" TAPCONS AT 12" O.C. 2X4 BLOCKING @ PLYWOOD SEAMS, ATTACH W/ 2- 16D TOE NAILS EACH END PRE-ENGINEERED - TRUSSES @ 24" O/C POUR —WALL REINF. SEE PLAN FOR SIZE & LOCATIONS WALL REINF. ATTACH ACI HOOK TO STL. BM WITH CONT. 1/4" X 2" WELD EACH SIDE OF HOOK 8"x8" BOND BEAM W/1#5 CONT. [PRE-ENG. PRECAST CONC./STL JOIST FOR SYSTEM. SEE SHOP DWG'S FOR CONN. AND LAYOUT I -1x4 RAT RUN AT 1O' O/C WITH 20' RESTRAINT. STL. BM. PER SHOP DRAWINGS TERMINATE TO 2X4 X16" LONG NAILER W/ (2) W/ 1/2" XS" NELSON STUDS AT 1/4" X 3 1/4" TEK SCREW AT 12" O/C TO STL. BM. 24" O/C 16 ARALLEL TRUSS & BEARING OWJ S6 SCALE: 3/4" = 1' SYMBOLLEGEND SYMBOL DESCRIPTION 7 STEEL REINFORCEMENT 3 SECTION MARK - DETAIL NUMBER / SHEET NUMBER S1 ROOF RIDGE LINES FLOOR STEP B333 CONCRETE BEAM CALLOUT - SEE SCHEDULE SC1 STEEL COLUMN ABOVE FLOOR LEVEL c1 STEEL COLUMN BELOW FLOOR LEVEL P1 CONCRETE PAD FOOTING - SEE FOOTING SCHEDULE REVISION NUMBER - SEE TITLE BLOCK FOR DATE /Q'�-� l l `�� REVISION CLOUD WOOD MEMBERS 0 ABOVE BEPOW STEEL COLUMN JOISTS OR TRUSSES - SEE SHOP DRAWINGS PARTITION ABOVE BELOW CONCRETE COLUMN - SEE CONC. COL SCHED. FILLED CELL- SEE CONC. COL. SCHED. FILLET WELD- SEE NOTES FOR SIZE & LENGTH CMU WALL CURRENT LEVEL CMU WALL ONE LEVEL BELOW SOIL NEW CONCRETE SLAB NEW CONCRETE BEAM NEW CONCRETE FOOTING q YP> j /� WELD SYMBOLS 6 a TIE BEAM TRANSITION SYMBOLS + + UPLIFT FORCES & CONNECTORS - SEE STRAP SCHED. ELEVATION MARKER -SEE ARCH PLANS FOR+O'-0" M WIND PRESSURES ON OPENINGS (GIVEN IN PSF) CONCRETE WALL VERTICAL REINFORCEMENT. SEE FOUNDATION / FRAMING PLANS FOR LOCATIONS THICK DASHED LINE REPRESENTS OPENING ON STORY BELOW REINFORCED MASONRY WALL LL1LULL�UYWLJW� T im mm MP M MOIROIIE wN "m NNW Rmw Ns or mns ww am NNmm Nmis N mm wN; 6Ai Nw NSNS SNE 91111 IDI E EIfNN.M ONIM ON CUNIO N W FM M WW, 0 9NL NET E MM m wN IW PNN ENNN NIT ONNNI, we NNI59111 NIXmOxNCNN 9NL am mMY ILL NOUNS ON SIZE I'm m CWiWM NIX NNN6 NW NN E SWIA REVISIONS NO. DATE DESCRIPTION Benedict O 0 ARCHITECTURE - PLANNING 1525 NW 3RD S1'REE'I SUITE NO. I DEERFIELDBEACH, FLORIDA 33442 (954)570-9500 FAX(954)570-9550 mmthebenediagroup.cwm License No.AAC-001900 Q � (%) 7` L.L- Cn . _� LIB c O I-- ' 2-7 i e. I Ta SHEET TITLE STRUCTURALS DETAILS I SCALE AS NOTED DRAWING NUMBER DATE 02/0 S 6 DRAWN &CHECKED CHECKED F.A. JOB NUMBER #0872 CONCRETE (ACI 318-08, 315.08, LRFD) PSF -1 LB PER SQUARE FOOT 111 1111 / STRUCTURAL NOTES CEMENT SHALL BE TYPE I CONFORMING TO ASTM C-150. AG C-FOOTING- FLORIDA BUILDING CODE PLF - 1 LB PER LINEAR FOOT \\\\\11�� 7////// FAR I D AB U GATTAS P.E. NOMINAL MAXIMUM COARSE AGGREGATE SIZE TO BE". GENERAL ALL CONCRETE TO WATER TO CEMENTBE READY MIX CONCRETE TO ACHIEVE A 28 DAY RATIO OF 0.4 FOR ALL STRUCTURAL ELEMENTS COMPRESSIVE TOTTL MIENGTH OF; E00TO FOOTINGS, WATER PSI GA "GAUGE R. - REINFORCED CONCRETE `` ®....... \�C'EN$��,�.g��i STRUCTURAL � ' ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE STRUCTURAL SHEETS SHALL TAKE ) ( GC -GENERAL CONTRACTOR / J R U CT U RAL ENGINEER EXCEPTIONPRECEDENCNOTESRIN OTHER TRALITEMS IN OTHER DES PLANS ADDRESS NG SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE SLABS, BEAMS, COLUMNS, GRADE BEAMS AND PILE CAPS.). HC - HOLLOWCORE I NELSON STUD SDS - SELF DRILLING SCREW: NO 72471 i /7�/ LCUTTING FOOTINGS SHALL BE ALLOWED TO BE POURED WITH 3000 PSI. CONCRETE. STD -STANDARD - N �� 380 NW 67TH ST - UNIT 107 STRENGTH FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN. HOG - HOT DIPPED GALVANIZED _ ; _ I N GRADE FOR THE GARAGE FLOOR SHALL BE ALLOWED TO BE POURED WITH 2500 PSI CONCRETE. HSS - HOLLOW STRUCTURAL SECTION SLSB -STEEL ANGLES WITH SHORT LEGS BACK TO tiY _ BOCA RATON, FLORIDA 33487 OLES IN PRE-ENGINEERED FLOOR SYSTEMS SHALL BE COORDINATED BY THE GENERAL ONTRACTOR KLF -1000 PER LINEAR FOOT BACKP. CLASSIC PROJECT SPECIFIC CODES USED: YSTEM SUPPLIER BEFORE PRODUCTION. KO -KNOCK-OUT SCHEO-SCHEDULE �� B$9; PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 KS1SJI- STEELJOISTINSTITUTE �® STATE OF �(/� P.E. LICENSE#72471,CA#29407 WELDED WIRE FABRIC SHALL LY WIT TM A.185. FABRIC SHALL BE PLACED }FROM THE T P OF THE SLAB. r� LW - 10LONG WAYSQUARE INCH SDI - STEEL DECK INSTITUTE % FLORIDP;.•• ��� SCfUCLU f3) EYl IIIeef1R ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE, 2010. SW -SHEAR WALL �I @ ♦ g WWW.PROJECTCLASSIC.COM THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER CONFLICTING ITEMS). LAPS SHALL BE 6' MIN. LRFD IL - LNED LOAD AND RESISTANCE FACTOR DESIGN SW - SHORT WAY // ftNA8.1�; `\\ 4/24/2013 FART D@PROJ ECTCLASS I C.COM GRAVITY LOADING (ASCE 7-10, CHAPTER, TABLE C34 & C3.2) CONCRETE REINFORCEMENT BARS, STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A 15 (GRADE 60). LLBB - STEEL ANGLES WITH LONG LEGS BACK TO TON - 2000 LB REINFORCING BARS THAT ACTLAP DOWELS AND ARE BE WELDED TO STRUCTURAL STEELS T/ - MEMBERS TOP ELEVATION SEE GRAVITY LOADING CHART FOR DESIGN LOADS. ALL CONFORM BACK TS -TUBE STEEL (HOLLOW STRUCTURAL SECTION) TO ASTM A-706 (GRADE 60). REINFORCING BARS CONTAINING ALIGHT COAT OF RUST SHALL BE AL WED. MCJ -MASONRY CONTROL JOINT _ ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS PROJECT. MO - MASONRY OPENING TOS - TOP OF SLAB DEFLECTION DESIGN CRITERIA MFR -MANUFACTURER TOB -TOP OF BEAM ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED IN ALL AREAS OF TH E SLAB AND MIN -MINIMUM LINO - UNLESS NOTED OTHERWISE BE DESIGNED BY THE DELEGATED ENGINEER IF APPLICABLE) FOR: MISC -MISCELLANEOUS U= - UPLIFT VALUE IN LB #5 @ 8" OIC @ E.W.T. ( RUNS PERPENDICULAR TO THE MAIN REINFORCEMENT. VIF - VERIFY IN FIELD TOTAL LOAD: SPAN 1380 NTS - NOT TO SCALE #5 @ 6" O/C BOTTOM,THIS REINF. IS CONT REINFORCED CONCRETE ELEMENTS: LIVE LOAD + LONG TERM SPAN 1480 WELDED REINFORCEMENT SHALL CONFORM TO AWS DIA OR BE ASTM A706 GRADE 60. O/C - ON CENTER SPACING WW/ - WITH - WELDED WIRE FABRIC UP NEXT FLIGHT O STAIRS • WALL / MULLIONS: L 1175 ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO). OD - OUTSIDE DIAMETER • OTHER ELEMENTS: LIVE LOAD: SPAN 1480 ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR. THIS MA BE ACHIEVED PT - PRESSURE TREATED WOOD 8"x16" CONC BEAM W! 2 ' PSI - 1 LB PER SQUARE INCH 0 - DIAMETER � WITH THE USE OF A CURING CURING COMPOUND. #5 TOP & BOTTOM WIND LOADING (ASCE 7-10) t KIP -l000 LB =� WIND SPEED=170 MPH (3 SECOND GUST) CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE: <A SEE ARCH. PLAN FOR EXPOSURE =D U� STAIR DIMENSIONS CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUND: #5 @ 6"0/C 4U BUILDING TYPE- ENCLOSED, RIGID ALL BAR SIZES 3- BOTTOM STRUCTURE CATEGORY = II FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL: HORIZONTAL JOINT 1�_q #5 @ 6" OIC TOP AND BOT IMPORTANCE = 1.00 #5 BARS OR SMALLER 1-1/2" REINF. SHALL EXTEND KD=0.85 - EITHER ASO OR LRFD LOAD COMBINATIONS PER ASCE7.05 CHAPTER 2 HAVE BEEN USED FOR ALL OTHER BAR SIZES 2" INTO CONCRETE A MIN. DESIGNING THE VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT. FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND OF 6" (TYP. AT ALL #5 VERTICAL IN #5 DOWELS @ 7" OIC 30" UT INTERNAL PRESSURE COEFFICIENT=+1.0.18 SLABS, CAST IN PLACE WALLS " LOCATIONS FILLED #5 @ 6" O/C TOP AND BOT LAP W! STAIR REINF. BEAMS AND COLUMNS 1-1/2" ) CELL ELL SEEPLAN FOR LOC. COMPONENTS & CLADDING DESIGN WIND PRESSURES: 6" CONC SLAB, SEE PLAN FOR REINF. 14' WALLS: WOOD TRUSSES (PRE-ENGINEERED) ZONE 4 = +44.17 PSF, 48.36 PSF BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 200LB ALON G ANY PANEL °' `cp e ZONE 5 = +44.17 PSF, 54.88 PSF POINT PER FBC 1615.2.1. IL15 1T WALLS: - ZONE 4=+44.65 PSF, 48.83 PSF STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES, GIRDERS AND ANY CONNECTIONS REQUI D BETWEEN • ' " ° • - •°j ' • • ' ZONE 5=+44.65 PSF, -55.83 PSF THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THE FOR OF SIGNED 8" CM 8" CMU 11.5' WALLS: AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER RECORD FOR GENERAL 4 #7 VERTICALS 8 #10 VERTICALS ZONE 4 =+45,3 PSF, 49.46 PSF COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS. #3 TIES #3 TIES @ 8" O.C. - °• GRADE BEAM, SEE PLAN ZONE 5 =+q5.3 PSF, -57.13 PSF TC-1 @ 81 O.C. TC-2 '^ FOR SIZE &REINF. TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY F ING PLANS BY THE ENGINEER OF RECORD, LAP SPLICE= 26" (SAME AS TC-2, ROOF: SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT, SIZE AND PRESSURE, TC-2A EXCEPT 6 #7 VERT.) TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING PRESSURES. LAP SPLICE= 48" v CONTRACTING NOTES DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS Q HALL BE IN V-6" ACCORDANCE WITH THE FOLLOWING STANDARDS. S E CT I O N • GENERAL CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY � HORIZONTAL JOINT 7 INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (ROOF)(TPI 85); DESIGN REINF. SHALL EXTEND • S CAL E' 112" = 1' COORDINATION HAS BEEN PERFORMED, THIS OFFICE SHALL BE CONTACTED IMMEDIATELY IN CASE THE SPECIFICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 0); BRACING e ° INTO CONCRETE A MIN. CONTRACTOR FINDS ANY MISSING, AMBIGUOUS, UNCLEAR OR CONFLICTING INFORMATION. WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT 76); HANDLING AND ERECTING WCOD TRUSSES: OF 6" (TYP, AT ALL ° • ALL OPENINGS BELOW 60'-0" TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS COMMENTARY AND RECOMMENDATIONS (HIB-91). LOCATIONS) 1'4" • GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY. • CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS IN #3 TIES @ 8" O.C. EXCESS OF THEIR CAPACITY. STRUCTURAL STEEL (AISC LRFD) �^ ALL STRUCTURAL STEEL SHALL COMPLY WITH AISC LRFD 13TH EDITION1-4- � . 7 #7 VERTICALS `� - L- PROJECT PLANS, DETAILS &ARCHITECTURAL BACKGROUNDS :.J, L STEEL BEAMS SHALL COMPLY WITH ASTM A992 (GRADE 50). � STEEL RECTANGULAR I SQUARE COLUMN SECTIONS - ASTM A400 (FY=46 KSI), GRADE B. 8" CMU •. ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS STEEL CIRCULAR COLUMN SECTIONS -ASTM A500 (Fy=42 KSI), GRADE B. 8" CMU THAT REFERENCE SPECIFIC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE PRECEDENCE IN ALL STEEL ANGLES, C-CHANNELS, MC -CHANNELS, AND S-SHAPES SHALL CONFORM TO ASTM A36. 6 #7 VERTICALS #5 @ 8" OIC TOP AND BOT CONFLICTING ITEMS. ALL STEEL BOLTS AND THREADED RODS, UNLESS NOTED OTHERWISE ON 7HE PLANS TO BE ASTM 307, GRADE A #3 TIES @ 8" O.C. L - ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS, PARTITION AND INSTALLED TO A SNUG TIGHT CONDITION (DEFINED AS BEING TIGHTENED BY THE FULL EFFO OF A WORKER #5 @ 8" OIC TOP AND BOT LOCATIONS, ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE USING A REGULAR SPUD WRENCH). TC-3 TC-4 L- CORRESPONDING TRADE'S PLANS FOR FINAL LAYOUTS AND DETAILS. BOLT NUTS TO BE ASTM A563. LAP SPLICE= 26" LAP SPLICE= 26" ` DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS. IF THE DIMENSION ALL STRUCTURAL STEEL (NOT INCLUDING REBAR) TO HAVE A SHOP COAT OF RUST INHIBITIVE PAIP T. NEEDED IS UNAVAILABLE, PLEASE CONTACT THIS OFFICE. ALL SHEAR STUDS SHALL BE TYPE B, ASTM A108 (FU = 65 ksi) ANCHORING SPECIFICATIONS ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN 'AMERICAN ONCRETE COLUMN & CMU WALL 45 @ 8" O/C TOP AND BOT 4 C_ WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (ASW D1.1), TO PERFORM THE TYPE OF WORK \ EPDXY SHALL BE HILTI HIT HY 150 MAX (40A#09-0224.06). REQUIRED. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES. A7 CONCRETE SCREWS SHALL BE HILTI KWIK-CON 11(NOA#07-0924.03) SCALE: 3/4" = 11 EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3 (NOA#06-0810.13) ALL STEEL BEAM CONNECTIONS ARE INTENDED TO SIT DIRECTLY ON TOP OF TOP PLATES OF HOLI OW STEEL TUBE COLUMNS (NOT TO THE SIDE OF STEEL TUBE COLUMNS). DO NOT CUT TOP PLATES OF STEEL COLUMNS TO �O STAIRS - ONE AND TWO FAMILY RESIDENCES BE FILLED WITH GROUT. ^ - - - SEE STEEL COL SCHED DESIGN LIVE LOAD = 40 PSF ALL STEEL BEAMS CONNECTIONS TO EMBED PLATES ON CONCRETE SHALL BE DONE AFTER GONG ETE HAS FOR TOP PLATE AND REACHED 70% OF THE SPECIFIED COMPRESSIVE STRENGTH (VERIFY WITH THE 7 DAY CONCRETE PECIMEN ANCHORS SPECS. #5 @ 8" OIC TOP AND BOT CONCRETE TESTING BREAK RESULTS). QUALIFIED FIELD TESTING TECHNICIANS SHALL PREPARE SPECIMENTS REQUIRED FOR CURING UNDER FIELD CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING SPECIMENTS FOR MASONRY (AC1530-08, ASD) UPPER FLIGHT O F LABORATORY STRENGTH TESTS. CUP THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY. STRUCTURAL DESIGN SHALL BE IN CORDANCEACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY, ONE TEST (CONSISTING OF WITH ACI 530-05/ASCE 5.05/TMS 402-05, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTU ES AND THE STAIRS REINFORCEMENT SFILLED SELL EE FRAMING EINFOR E ENT BREAKING (2) 6" 0 DIAMETER x 12" HIGH CONCRETE CYLINDER SAMPLES, MOLDED AS PER ASTM C31 AND TESTED COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.PLANS PER ASTM C39) SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF: 1/4" FILLET WELD ALL AROUND DIAMETER AND SPACING -ONCE A DAY MASONRY UNITS SHALL BE ASTM C-90 TYPE II WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON NET AREA STL. COL. SEE PLAN FOR S 7 SCALE: N.T.S -ONCE EVERY 150 CUBIC YARDS OF INDIVIDUAL UNITS PER FBCR 606.4. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUN ING BOND SIZE AND LOCATION -ONCE EVERY 5000 SQUARE FEET OF SLAB OR WALL SURFACE AREA U.O.N. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A-615 GRADE 60. Zy`" 7 DAY, 14 DAY AND 28 DAY TEST REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD M/N T\� FOR REVIEW. THE CLIENT SHALL RETAIN A REPUTABLE TESTING COMPANY TO BE ON SITE AT THE TIME OF ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIFICATION C-270 WITH A MINIMU V1 COMPRESSIVE Yp Ay,(.(Q ° SEE ARCH. PLAN FOR TOP '" CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM COMPRESSIVE TESTING. STRENGTH OF 1800 PSI AT 28 DAYS. NO TESTING FOR MORTAR STRENGTH IS REQUIRED FOR THIS ROJECT. OF BEAM I MORTAR MAY BE RE -TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO MORE THAN 2.5 HOURS AFTER IF LESS THAN 50 CUBIC YARDS ARE USED FOR A SINGLE CLASS OF CONCRETE, TESTING IS NOT REQUIRED IF INITIAL MIXING. SUFFICIENT EVIDENCE IS PROVIDED TO THE BUILDING OFFICIAL. GROUT SHALL BE A HIGH SLUMP MIX (8"-11") IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM CONSTRUCTION EASTWARD OF THE COASTAL CONSTRUCTION CONTROL LINE COMPRESSIVE STRENGTH OF 3000 PSLAO TESTING FOR GROUT STRENGTH IS REQUIRED FORTHIS PROJECT. SEE STEEL COLUMN SCHEDULE FOR L _ THIS PROJECT HAS BEEN DESIGNED TO WITHSTAND THE FORCES OF THE 100 YEAR STORM PER ASCE 7.10 J-BOLTS OR HEADED STUDS DIAMETER CHAPTER 5 - FLOOD LOADING. FBCR4407.4.1.6: PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY SECOND AND SPACING, BASE PLATE DIMENSIONS. CONCRETE BEAM L•- . COURSE FOR ALL EXTERIOR WALLS. THIS REINFORCEMENT SHALL EXTEND MIN 4" INTO ALL CONCI tETE COLUMNS. RECESS PLATE FLUSH W/ SLAB, SEE PLAN REF, LOWEST SHORE -PARALLEL HORIZONTAL STRUCTURAL MEMBER AND TOP OF PILE CAPS AND GRADE BEAMS FIELD WELD COL. TO BASE PL. . ; ' L HAVE BEEN LOCATED AS REQUIRED BY "ONE -HUNDRED -YEAR STORM ELEVATION REQUIREMENTS FOR ALL CONCRETE MASONRY, TIE BEAMS, TIE COLUMNS, ETC SHALL BE INSPECTED BY A REGISTERE1 I ENGINEER ,.. HABITABLE STRUCTURES BEFORE CONCRETE POUR. UPON INSPECTION APPROVAL, AN ENGINEERING SIGNED, SEALED AND DATED LETTER LOCATED SEAWARD OF A COASTAL CONSTRUCTION CONTROL LINE" (FDEP NOV 1999). WILL BE PROVIDED TO THE GENERAL CONTRACTOR AS REQUIRED BY THE AHJ. •� 5 STL. L- PER FBC 3109.4.2 EXCEPTION # 2, SHORE NORMAL SHEAR WALLS ARE PERMITTED AND HAVE BEEN PROVIDED. AS OUTLINED BY THE BROWARD COUNTY SPECIAL BUILDING INSPECTOR FORM, REINFORCED UNI MASONRY COL. DETAIL #5 @ 8" O/C TOP AND BOT PER FBC 3109.4.2 EXCEPTION # 7, SHORE NORMAL ELEVATOR SHAFTS HAVE BEEN PROVIDED. MANDATORY INSPECTION REQUIRES A LEVEL B QUALITY ASSURANCE PROGRAM AS DESCRIBED B MSJC TABLE 4, WHICH STATES THE GENERAL CONTRACTOR SHALL PROVIDE TO THE INSPECTOR CERTIFICATES < F MATERIALS S 7 n - N #5 @ 8" O/C TOP AND BOT Nz STRUCTURES IN BETWEEN THE DESIGN GRADE ELEVATION AND THE 100 YEAR STORM ELEVATION ARE EITHER: USED IN MASONRY CONSTRUCTION, SUCH AS MASONRY BLOCK COMPLYING WITH ASTM C90, THE INIMUM NET SCALE: 3/8 - 1 SHORE NORMAL OR COMPRESSIVE BLOCK STRENGTH OF 190OPSI AND THE GRADE OF STEEL DEFORMED REINFORCEN ENT TO BE -HAVE BEEN ISOLATED FROM THE MAIN STRUCTURE AND DESIGNED AS FRANGIBLE MEMBERS UNDER ASTM A615. THE SPECIAL INSPECTOR SHALL VERIFY GROUT SPACES, LADDER TYPE REINFORCEMENT, 1 ° WAVE LOADING CONDITIONS IN ORDER NOT TO DAMAGE THE MAIN STRUCTURE. REINFORCEMENT DIAMETER AND LOCATIONS FOR WALLS, TIE BEAMS AND CONCRETE COLUMNS. \ • • I - -HAVE BEEN DESIGNED TO WITHSTAND WAVE IMPACT LOADS AND THEIR TOTAL LENGTH HAVE BEEN 2A A a LIMITED TO 20%OF THE TOTAL BUILDING LENGTH. HANDRAILS AND GUARDRAILS III --mil -- -'- •- - THE GROUND FLOOR OF THIS BUILDING MAY NOT BE USED AS A HABITABLE SPACE, IT IS ONLY INTENDED FOR UPPER FLIGHT O F PARKING, ACCESS AND STORAGE. TO BE DESIGNED ACCORDING TO ASCE 7-05 SECTION 4.4: ABLE TO RESIST MOST STRINGENT OF L EAR LOAD OF F FILLED WITH GROUT / U UNFILLED 1 2 l O3 Q 50 LBFIFT OR 200 LBF, APPLIED IN ANY DIRECTION AT THE TOP. INTERMEDIATE PICKETS TO BE ABL E TO RESIST A \I DEEP FOUNDATION (GRADE BEAM DESIGN: LRFD, PILE CAPACITY: ASD) SINGLE POINT LOAD OF 50 LBF. QUANTITY OF #5 REBAR AT O 3 STAIRS RE I N FO RCE M E N T BOTTOM OF LINTEL CAVITY ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE WITH THE: SHOP DRAWINGS: r SCALE: N.T.S FILLED SELL REINFORCEMENT REPORT ON SOILS AND FOUNDATION INVESTIGATION PREPARED BY EAST COAST TESTING AND ENGINEERING GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SI NED AND 8 F VAR I E S-1 B/ 1 T SEE FRAMING PLANS FOR (AUGUST 03, 2012) SEALED BY THE DELEGATED ENGINEER FOR APPROVAL. CONTRACTOR TO ANTICIPATE FOR TIME F REVIEW, O2 O 2 DIAMETER AND SPACING ADJUSTMENT AND RESUBMITTAL. SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH THE ESIGN CAST IN PLACE CONCRETE PILES (AUGER PILES). PARAMETERS SPECIFIED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS REQUIRED Y THE ABOVE NOMINAL WIDTH ALL AUGURED CAST IN PLACE CONCRETE FILLED PILES SHALL BE REINFORCED WITH (4) #6's PERIMETER, FULL MENTIONED CODES. DESIGN PARAMETERS USED AND ALL LOADS FROM SPECIALTY MEMBERS AC ING AGAINST 0 QUANTITY OF #5 777 HEIGHT, CONFINED BY 03 TIES @ 12" O/C FOR THE UPPER 14', BALANCE @ 48" O/C. PILES TO ACHIEVE A 35 TON THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE REVIEW PACKAGE. z HEIGHT VARIES REBAR AT TOP , AXIAL COMPRESSION ALLOWABLE / WORKING CAPACITY. LLI BY OPENING UANTITY OF #5 OPEN WEB STEEL JOISTS WITH 3" COMPOSITE PRECAST DECK (� (NOT DESIGNATED) REBAR AT BOTTOM E PILE INSTALLATION METHODOLOGY PROVIDED BY THE ABOVE MENTIONED SOILS REPORTTO TAKE A FLORIDA LICENSED DELEGATED ENGINEER SHALL PROVIDE SIGNED AND SEALED JOIST CALCULNTIONS W SEE SAFE LOAD CHART FOR GRAVITY CAPACITY O O a PRECEDENCE TO NOTES HEREIN. PILES TO BE FORMED BY DRILLING WITH A HOLLOW STEM AUGER. 5000 PSI CONSIDERING LOADING NOTED ON FRAMING PLANS FOR: J CONCRETE TO BE PUMPED AS THE AUGER IS REMOVED WHILE STILL ROTATING. VERIFY ACTUAL PUMPED 1. JOIST CHORD AND WEB STRENGTH CALCULATIONS, SEE BEAM SCHEDULE - A A I - CONCRETE VOLUME WITH EXPECTED VOLUME TO ENSURE CONCRETE IS NOT EVACUATING. 2. TOTAL AND LIVE LOAD DEFLECTION AS NOTED ON THE FRAMING PLANS. FOR TIE BEAM OR 3. STEEL JOIST VIBRATION CALCULATIONS AS PER SJI TECHNICAL DIGEST # 5 (AS ADOPTED B FBC) OR AISC NOTE: CONTRACTOR MAY ELECT BOND BEAM SPECS. ALL PILE CONCRETE COVER TO REINFORCEMENT TO BE 3". STEEL DESIGN GUIDE SERIES # 11. TO REPLACE PRECAST LINTEL �I( ALLOWABLE PILE LOCATION TOLERANCE TO BE 2". 4. STEEL JOISTS INDICATED TO HAVE A NET UPLIFT SHALL PROVIDE A BOTTOM CHORD BRIDG NG DESIGN. WITH A FULL HEIGHT POURED GENERAL CONTRACTOR TO RETAIN A FLORIDA LICENSED ENGINEER TO SUPERVISE AND CERTIFY THE PILE CONCRETE BEAM: C.M.U. >1 INSTALLATION. 2#5 TOP AND BOTTOM ABBREVIATION LEGEND: CUR - CLEAR #3 TIES @ 12"O/C W CONSTRUCTION JOINTS ADOL -ADDITIONAL CONC -CONCRETE GROUT (IF BEAM IS 20" DEEP, ADD 2#5 MID AS - ANCHOR BOLT CJ - CONTROL JOINT! CONSTF UCTION JOINT A CONTROL AND CONSTRUCTION JOINT LAYOUT SHALL BE PROPOSED BY THE GENERAL CONTRACTOR FOR ACI -AMERICAN CONCRETE INSTITUTE CONN. -CONNECTION . AND ADDITIONAL 2#5 MID EVERY #5 REBAR AT BOTTOM EXTRA 10" OF DEPTH) ROOF WIND ZONE DIAGRAM REVIEW BY THIS OFFICE. ALL INTERMEDIATE STEEL COLUMNS SHALL BE ISOLATED BY JOINTS AS DEPICTED BY AISI - AMERICAN IRON AND STEEL INSTITUTE CMU - CONCRETE MASONRY UN 0 • OF LINTEL CAVITY ZONE 1 :+21.32,-53.85 PSF THE INCLUDED DETAIL IN THIS SET OF DRAWINGS. THE WIDTH OR LENGTH OF SLAB PANELS (DELIMITED JOINT$) AISC -AMERICAN INSTITUTE OF STEEL CONSTRUCTION DBA -DEFORMED BAR ANCHOR BOTTOM REINFORCING ZONE 2 : - 85.01.7 PSF SHALL BE WITHIN THE RANGE OF 24 TO 36 TIMES THE THICKNESS OF THE CONCRETE SLAB. AL - ALUMINUM DET - DETAIL ASO - ALLOWABLE STRESS DESIGN DL -DEAD LOAD PROVIDED IN LINTEL 21.32, ZONE 3 : +1,32,-121.70 PSF A -ZONE : 5.4 FEET SAL -BALANCE, REMAINING DIA -DIAMETER 8" NOMINAL WIDTH (VARIES) ELEVATOR BP -BASE PLATE BON - BOTTOM E.E.E. EACH END -EACH - 6 PRECAST LINTEL 7 WIND ZONE PRESSURE DIAGRAM ELEVATOR WALL TO BE SOLID GROUTED. COORDINATE ELEVATOR PIT DEPTH WITH MANUFACTURER. CANT -CANTILEVERED E.W. -EACH WAY S7 SCALE: N.T.S. CIP - CAST IN PLACE EWTB - EACH WAY, TOP AND BOTT CL - CENTERLINE EF -EACH FACE M % S / SCALE: 3/16" = 1 P CLG - CEILING EJ - EXPANSION JOINT FOR INSPECTOR USE ONLY: REINFORCEMENT DEVELOPMENT & SPLICE LENGTHS (fo= 5.000 psi & fy = 60 ksi) TENSION DEVELOPMENT CLASS-B-SPLICE STD. 90 DEG. HOOK COMPRESSION BARS BAR SIZE TOP BAR LDT (In.) OTHER BAR LDO (In.) TOP BAR LBT (in.) OTHER BAR LBO On.) EMBED. LOH (in.) LEG LENGTH LH (in.) DEVELOP LDB (in.) SPLICE (in.) #3 12.0 12.0 12.9 12.0 6.4 6.0 8.0 12.0 #4 16.5 12.7 21.5 16.5 8.5 8.0 9.0 15.0 #5 25.9 19.9 316 25.9 10.6 10.0 11.3 18.8 #6 37.2 28.6 48.4 37.6 12.7 12.0 13.5 22.5 #7 63.3 48.7 82.3 63.3 14.8 14.0 1 15.8 26.3 #8 82.7 63.6 107.6 82.7 17.0 16.0 18.0 30.0 #9 105.3 81.0 136.8 105.3 19.1 19.0 20.3 33.8 #10 133.4 102.E 173.5 133.4 21.6 22.0 22.9 38.1 411 164.5 120.5 213.8 164.5 23.9 24.0 25.4 42.3 #14 237.1 182.4 - 28.7 31.0 30.5 - #18 421 A 324.2 - - 38.3 41.0 40.6 - THE: mmL1 MP (% mxwx MR RMMIO Rw HaTo s IS OY,AM NM OBEA PROW HIM R ➢ N RAIK Wlti MR OW& SINE 9WL NOT BE 119 MUR OWM W WM M MM IORI W W8 . IIW M THEY BE 1=0 M MO IN PMII1' AIHM W MOM WHIN FUN"ENW 0 O X WO SNMl nm MM WM ALL OW W6 ON SHE P10 TO CONSIRI M. , THESE MAW US NW BE 3XE0. REVISIONS NO. DATE DESCRIPTION 1 3/10/13 BLDG DEPT BenedKOTES OS O NOTE O NOTE ARCHITECTURE - PLANNING 1525 NW 3RD STREET SDDE NO.1 DEERFIELD BEACH, FLORIDA 33442 (954) 570-9500 FAX (954) 570-9550 wwwAhebenediRgroup.com License No.AAC-001900 C/i LJ_ Q C3 CD LU ZD L-LJ C .a -. SHEET TITLE STRUCTURALS DETAILS II SCALE AS NOTED DRAINING NUMBER DATE 02/ ('1 S 7 -CHECKED DRAWN &CHECKED F.A. JOB NUMBER #0872 ELEV. (254" N.G.V.D.) ih SAW CUT PER FOUNDATION PLAN /D LEVEL #5's @ 16" O/C HOOKS — POURED CONCRETE TIE BEAM. SEE PLANS & SCHED. FOR DIM. & REINFORCING STEEL NO MECHANICAL ANCHORAGE. MORTAR CONNECTION ONLY. NOTE: BACKFILL ABOVE THE FINISHED FLOOR 7 5/8" #5's 48" O/C VERTICAL 1/2" E.J.—� PERMANENT POURED CONCRETE COLUMN (SHOWN BEYOND) STARTS AT GRADE BEAM AND IS CONTINUOUS TO FIRST FLOOR ELEVATED BEAM. TO GRADE BEAM LEVEL. SEE FOUNDATION PLAN FOR LOCATIONS. GRADE BEAM � SEE FOUNDATION PLAN OF THE LOWEST LEVEL IS ONLY TO BE DONE AFTER STEEL JOIST FLOOR SYSTEM (AT LEVEL +11'-0") HAS PASSED WELDING INSPECTION. z/ -� POURED CONCRETE iv STEMWALL FOOTING. SEE FOUNDATION PLAN FOR SCHEDULE CODE. SEE SCHEDULE FOR ACTUAL SIZE AND REINFORCEMENT DESIGN GRADE 14"AUGERCAST PILE. 1 1 BREAKAWAY CMU WALL S8 J SCALE: 3/4" = 1' 7-11 ELEV. (25'-4" N.G.V.D.) ih SAW CUT PER FOUNDATION PLAN " FARID ABUGATTAS P.E. ®®`'` STRUCTURAL ENGINEER P@072479 380 NW 67TH ST - UNIT 107 = BOCA RATON, FLORIDA 33487 ® '•, STATE OF :' P. CLASSIC PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 FtoRIOP.• �,� P.E. LICENSE # 72471, CA#29407 . .......• �C��. Structural Engineering WWW.PROJECTCLASSIC.COM qL 4/24/2013 FARID@PROJECTCLASSIC.COM #4 @ 6"O/C TOP #S's @ 16" O C HOOKS POURED CONCRETE TIE # 4 @ 12"O/C BOTTOM BEAM. SEE PLANS & SCHED. FOR LANDING FOR DIM. & REINFORCING STEEL REINFORCEMENT. Wx12" CONC. BEAM #5 BAR @ 6" O.0 TEMP. PLACED W/(2) #5 TOP & BOTTOM BETWEEN LONGITUDINAL BARS #3 @ TIES 12" O/C io #5 BAR @ 6" O.C. BOTTOM, CONT. THRU 6 NO MECHANICAL ANCHORAGE. LENGTH OF STAIRS & THRU LAND'G HOOK MORTAR CONNECTION ONLY. ALL BARS INTO TOP OF BM EXT. BLOCK WALLS AND FOUND PLACE 1" CLEAR FROM (1) #5 IN 12" BOTT FORMS AND RISERS. ALL LAPS SHALL KNOCK -OUT BE 36" MIN. BLOCK #5 VERTICAL IN A #5 BAR @ 6" O.0 TOP. GROUT FILLED CELL SEEPLAN FOR LOC. 11 1/2" CLEAR 112" E.J. M PERMANENTPOURED CONCRETE COLUMN (SHOWN BEYOND) STARTS AT GRADE BEAM AND IS CONTINUOUS TO FIRST FLOOR ELEVATED BEAM. TO GRADE BEAM LEVEL. SEE FOUNDATION PLAN FOR LOCATIONS. GRADE BEAM ----/ SEE FOUNDATION PLAN 1 VERTICAL REINFORCEMENT BARS TO BE PLACED AS TO LEAVE 1/2" CLEAR FROM EACH INNER FACE OF CMU BLOCK DESIGN GRADE 14" AUGERCAST PILE. 12" CONCRETE RETAINING 2 BREAKAWAY CMU WALL � S8 SCALE: 3/41' = 1' SEE FOUNDATION PLAN FOR FOOTING 3 CONCRETE STAIR SECTION S8 SCALE: 1/2" = 1' #5 BAR @ 6" O.0 TEMP. PLACED — BETWEEN LONGITUDINAL BARS #5 BAR @ 6" O.C. BOTTOM, CONT. THRU LENGTH OF STAIRS & THRU LAND'G HOOK ALL BARS INTO TOP OF BM EXT. BLOCK WALLS AND FOUND PLACE 1" CLEAR FROM BOTT FORMS AND RISERS. ALL LAPS SHALL BE 36" MIN. r #5 BAR @ 6" O.0 TORN ��` SEE FOUNDATION PLAN FOR FOOTING JOIST ATTACHMENT TO STRUCTURE U PER MNFR APPROVED SHOP DWGS N z J a W w co rCONC. SLAB 6 CONCRETE STAIR SECTION S8 SCALE: 1/2" = 1' 8"x12" TIE BEAM w/2#5T&B K BAR INTO WALL(TYP.) #5 BAR @ 6" O.C. EACH WAY TOP & BOTTOM 8" THICK CONC SLAB 4 TYP. CONCRETE STAIR SECTION S8 SCALE: 1/2" = 1' TEMPERATURE REINFORCEMENT MAIN TOP REINFORCEMENT � 5 OWJ PARALLEL & CANT. CONC SLAB S8 SCALE: 3/4" = 1' BE EM MP BM M XWW 0 RN MG HM IE MB 0rom MB OR mm Wtl15 m w RMIB 1W NI LIE SILL 1W K IB91= GOM N 08 M MY R m "8 , NOB 91L BEY BE MI m m MB' mw PMBY 1 0XWW 91L MU MB MY AL MWO 0 9E PM NM9ME M IWK WAM W B1 BE 3MM REVISIONS 10. DATE DESCRIPTION 1 33/10/13 BLDG DEPT ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE DEERFIE.D BEACH, FLORIDA 3: (954) 570-9500 FAX (954) 57V www.thebenedictgmup.eom License No.AAC WALL REINF. SEE PLAN FOR - �y SIZE & LOCATIONS = V WALL REINF. ATTACH ACI HOOK TO STL. BM WITH CONT. 1/4" X 2" WELD EACH SIDE OF HOOK =� - SHEET TITLE STRUCTURAL DETAILS III SCALE AS NOTED DRAWING NI DATE 02/0 I `( DRAWN&CHECKEDKED P.A. JOB NUMBER ,..... _ #0872 1 S9 FIN. 12" EXPANSION JOINT. _1 COMPACTED FILL a -OVERLAP I -_ W.W.M. MIN 30" @PERIM. POOLBY - PERMANENT POURED OTHER. / CONCRETE COLUMN (SHOWN BEYOND) STARTS AT GRADE BEAM AND IS CONTINUOUS TO FIRST FLOOR ELEVATED BEAM. Q SEE E BEAM LEVEL. S6NDAT ON PLAN /7 I FOR LOCATIONS. GRADEBEAM "' SEE FOUNDATION 24'��� PLAN 14"AUGERCAST ./ PILE. BREAKAWAY CONCRETE COLUMN SCALE: 1 /2" = 1' FILLED CELL — REINFORCEMENT PER STRUCTURAL FRAMING PLANS 0 ww w N Uj Cn =w M 0-0 o¢ POUR CONC. KEY ABOVE FILLED CELL (MIN.) BOTT. TO TOP OF IST COURSE BLW. SPRING POINT OF ARCH POURED CONC. TIE BEAM STL. REINF BARS PER BM. SCHED. NOTE: POURED CONC. COLUMN MAY BE ON EITHER SIDE OF ARCH RATHER THAN BLK. (SEE PLANS) 2� POURED CONC. ARCH DTL. S9 ) SCALE: 3/810= 1' 7" X 7" X 1/2" PLATE STEEL W/ (4) 1/2" OxB" HEADED STUDS HSS 2"x6"x1/4" 5" SQUARE LAYOUT, CENTERED. MULLION. 4' FILLET WELD ALL AROUND STEEL COL. SEE FRAMING STL. HORIZONTAL 3 ULLION DETAIL 59 SCALE: 112, = 1' #5's @ 12" O/C 4 t 01CALE: 1 /2" = 1' Si P. CLASSIC Structural Engineering FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER 380 NW 67TH ST - UNIT 107 BOCA RATON, FLORIDA 33487 PHONE: (954) 667 - 7803 FAX: (561) 665 - 5438 P.E. LICENSE # 72471, CA#29407 WWW.PROJECTCLASSIC.COM FARID@PROJECTCLASSIC.COM ME mo OMN M MONECRE MN NNM6 mm Noma As 00'MWS MN OONI N10B0I NODS N mw FM RAC MO mm WE MI NEKR MItM ON= OR OM N MM FM M MO. NE MYE W BE =8 TO MN !M NMO NOON W MNNO NMM mmw NM MS ONNNM M = MO MY N OEOMON ON SR vMN 10 OM9MLAN. m MMM No NI m SAM REVISIONS NO. DATE DESCRIPTION Benedict O 0 ARCHITECTURE PLANNING I525 NW 3RD STREET SUITE NO. I DEERAELDBEACH, FLORIDA 33442 (954)570-9500 FAX (954) 570-9550 wwwdhebenedidgroup.mm License No.AAC-001900 va __j z o cn z z cD a I— U _ L.0 ® }— i SHEET TITLE SCALE AS NOTED DRAWING NUMBER DATE 02/04/13 DRAWN 8 CHECKEDKED F.A. JOB NUMBER #0872 n LEAF SCREEN COVERED ROOF DRAIN I I I I I I I I I I I I I I I I I 3' RWL I I I I I T RWL LEAF SCREEN COVERED ROOF DRAIN I I I I I I I I I I I I I I I I �2' RWL I I I I I I I I 1 I I I I I I [cliiyd11 T RWL I I I I \ CALMED INLET LEAF SCREEN COVERED ROOF DRAIN I 1 I I I I I I I I I I I I 1 I I I 2' RWL LEAF SCREEN V_ COVERED RO I I I I T RWL I I I I 3' T RWL OPTIONAL — PRE -FILTER UNIT (RAINKEEPER S OVERFLOW SIPHON & ONEWAY VALVE MANHOLE F==� J FLOATING INTAKE Cl 11 VE CHECK VALVE PU OVERFLOW TO STORM (OR DRYWELL ONE-WAY SEDIMENT CISTERN ISOMETRIC \ VALVE WASH OUT VALVE — — — — - - - - - muff 3"' 1 WASHER 2" V.T.R. J,L �I I I /III I I 1 1/4" q� NING) 4" TWO-WAY C.O. TO GROUND 5'-0" MIN. FROM BUILDING 4" TO SEWER SYSTEM :1— TO FILTRATION SYSTEM \ OR LANDSCAPE IRRIGATION I I -- - - - - - EXT SINK 1 1/2" C.O. 1/4" LAV FR. 2ND FLR. EXT SINK 1 1/2"\ LAV 2" SHO. yC.O. WC C.O. .0. 311 d'�Ql 311 21' 311 311 I F.D. I I I I I I 3" FR.1 ST FLR. I I I 5 4" FR. 1 ST FLR. I I I I I 3" FR.1 ST FLR. I I I I C.O. I i I I 3" FR. 2ND FLR 1 I I SHO. n11 RA T D . � 4" NOTE: OFFSET ALL VTR'S AS NEEDED TO PASS THRU 411 2ND FLOOR WALLS PROVIDE TRAP GUARD ON LAUNDRY FLOOR DRAIN �ii & DRIP CLOSET 2" PIPE OR LESS TO DRAIN @ 1/4" SLOPE 3" PIPE OR MORE TO DRAIN @ 1/8" SLOPE PROVIDE ANTI -SCALD VALVES FOR TUBS AND SHOWER HEADS 2" V.T.R. j 211 LEGEND: HORIZONTAL PIPES VERICAL PIPES VENT PIPES SEWER ISOMETRIC THE SERUM GROUP (IRG) ARCHUECTURE AND %AWING HERE91 RESERVES ITS NPiA CO AND OTHER PROPERTY TORTS IN THESE PUNS, IDEAS, AND DESK RARE ML NOT BE PSiWWI10ED, CHANGED, OR MO N PAY FORM OR WANNER , RCN SAU THEY BE ASSIGNED TO ANY TURD PAM MTHOUT FRRT ORTANNG MARTEN PRMIM FROM M CONTNACTOR SHU CHECK 0 VERNY All DINENSON5 ON SUE PRIOR TO CDI5ISTAI THESE ORWINGS MUST NOT BE SCAED. REVISIONS NO. DATE DESCRIPTION Benedict amp ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE NO.1 DEERFIELD BEACH, FLORIDA 3,,1442 (9" ) 570-9500 FAX (954) 570-95 0 iw .thebenedictgroup.rom License%AAC-00191 W u� a W� Q W H Q C cj C z LL � O Z LL O H Cr H ARCHITECTS SEAL APR D 82013 SHEET TITLE PLUMBING ISOMETRIC SCALE N.A. DRAWING NUMBEF P_ 1 �O( DATE 2-21-2013 DRAWNB CHECKED / RST BIB / RST JOB NUMBER P-1103 ice» IP $..,. MOM,Mftk,Mm am ow mswmw �r«•vxscxisasaar��9. I ILI g-�,j APR 0 32013 L .--\ SECOND FLOG MECHANICAL PLAN �I P�9 1 \ I TERRACE k B-31lip — - - - - —� TO POOL LIGHTS BELOW B B-24 B-224 A-13 gx� LOCATE WHERE J DIRECTED GREAT RM. / 0 1 TO LIGHTS ABOVE L13-26 B-26 Q® \ -e n 0 '$ 1 / A20 / 0 _ I�1(AS I 0 MM. o PARTIAL PLAN- KITCHEN POWER FOYER �26 coA 4 - �� B-37 WP/ / wP/GFr ' I B'L9 L B-32 B-32 � Oil 9'D I Q' E- \\ B-32 B-32 B-32,:. �1 D i CONNECT BELOW, SEE n ( GE PUP WATERFALL a 1 UNFTTTO SHEDS1 SPACE 5, 31 WyIGF1 1111 PT�EyD�,LI BOTTOM AgpVE 1 PROVIDED ELECTRIC SMOKE DETECTORS WITH 13ATTERY BACK • UP IN ALL SLEEPING AREAS AND STAIR LANDING WIRED SO THAT THE ACTIVATION OF ANY DEiTECTQR WII I AG IVATI A CARBON MONOXIDE ALARM SHALL BE INSTALLED IN ACCORDANCE WITH FA.C. RULE 98-3.0472 WITHIN TEN FEET OF EACH ROOM USED FOR SLEEPING PURPOSES. THE MNEOKr MP (TES) INOIIfCNLRE AND RAWING HOBBY RESERVES ITS C"GHTS NA OMEN PROPMDY RIGHTS IN THESE PUNS, CERS, AND SEEM BNE SRI NOT BE REEPRODU ,, CIWIREO. OR COPIES IN NIY FCNN OR NNNW , NON WL Mf1 BE MSICNEO TO 0 THIRD PARTY MNYJUT MET DAWNING MITTEN PEMlSSON FWN T93 COWRX I WU CHECKAND UP NL WSON5 ON SITE PMEN TO CCNBIBOCWt1 THESE OF.I" HIM NOT BE SCNED. REVISIONS NO. DATE DESCRIPTION 4 5/1/13 BLDG. DEPT. COMMENTS Ths Benedict 0 0 ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE NO.1 DEERFIELD BEACH, FLORIDA33442 (954) 570-9500 FAX (954) 570-9550 ",w.thebenedigroup.mm License No. AAC-001900 W r] U F—I W ry- W o} z z o 2 w UQD W Im- C] � z n� ARCHITECTS SEAL MAY 2 2013 SHEET TITLE FIRST FLOOR ELECTRICAL SCALE 1/4"=1'-0" DRA4WNG NUMBER E1.02 DATE 2-21-2013 DRAWN & CHECKED BIB / RST JOB NUMBER P-1103 I THE HFLOICT GROW PRO) AN]ITECRIAE AND PIANWNG HEREBY RESERVES ICE NWEDDIRS AND OTHER PROPERTY ROM N THESE WAN$ M AND DEEM SANE SNtll NOT BE R910D)CED, OUNCES, DR COPED IN ANr FORM OR WNR , NOR SHALL 10 BE ASSG'ED TO ANY THIRD URN NTNCRR RRS1 ORMOND WRITTEN PEfM1EiWON NON TBG OGNI AM SHALL CHECK AND MERFY All ON )WIS ON SHE PRIG TO DONST MN. THESE WINKS U19 NOT BE SWED. LT'O �O�LLIGHTSC i �\ v B-33 GFl / / B-35 / \\ 'BF35 �4 \ VO GFi \ A-22 \ \ i B-32 /�- C \ B-33 \ J B-32 \ G\ GF22 ' B // \\ B-29 •' B-27 Y B-32 / / D-5 B-29 pQ -37 8-27 / dy, B/ A / _ A / B --- \ POOL ----- \� -- — -- -Z \ POOL LIGHTS — PIIOL LIGHTS i R /B-36 B-36 �WP/GF1 B-32 B-32 WP/GF1' EGRESS \ \ GET 35 TO SWITCH @ GREATROOM — — — :1 B-34 B-33 01RFc B-33 I B-33 PANEL "A" NOTE: MOUNT BOTTOM OF PANEL "D" PANELS A,D,C AT 4'-7" \ ABOVE GARAGE FLOOR PANEL"C" B-35 GFI � C---� B-34 _ B-33 -GFT( B-29 N FA �' 6_74 POOL LIGHTS DGPI XFORMER Y o � I B-33 ` \ 1 IA 32 (UNFINISHED) \ j 2P-30 A J A-31,33 \ F C14 B-340 C_—_� \ ^�' GFI ® NOTE: \ MOUNT REC'S AND DISCONNECT SWITCHES MINIMUM OF 4'-7" ABOVE GARAGE FLOOR 0 LEVEL TO BOTTOM OF BOXES IN GARAGE AND UNFINISHED SPACE. \ \ NOTE: \ IS 4 ALL WIRING IN UNFINISHED (EXPOSED) .f A-37,39 , GFi TESHALL BE IN PVC CONDUIT I RTI E FITTINGS NO EXPOSED �7 p'$ CABLE) 1-------------------I - — — — — — — — — — — — — 7 L_—� , I B-27 \ ' CT LT HTS A VE, EE HE El. ------------ 2" PVC FROM ROOF R P.V. ARRAY WIJUNG REVISIONS 40. 1 DATE DESCRIPTION Benedict Q�av ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUTTE NO.1 DEERFIELD BEACH, FLORIDA 33442 (954) 570.9500 FAX (954) 570-9550 i mlv.thebenedictgroup.com License No. ApG001900 W� ua u CD � o W cn � ~ 1 C) o U =w w H �D C) Cf) H qq bL7-3;� ARCHITECTS SEAL APR 032013 SHEETTITLE GROUND FLOOR ELECTRICAL DRAWING NUMBER E1.01 9-1.2-2012 BIB /RST IBER P-1103 G N / / 0&` / 6 011) \o D \e�� i o y O OPEN TO GREAT RM. BELOW CHANDELIERS WITH -----� WIN ----- l�8 TO SWITCH 0S $�� BELOW gl� 39'-4' NGVD \ RMTRUM / p \ B-17 - B-17 B-12 T I P_ LOCATE ELEVATOR POWER AS DIRECTED BY THE CONTRACTOR r L I� (3) 2" PVC FROM ROR TO GARAGE UNFINISHED SPACE 4 1 .0 /0 PROVIDED ELECTRICsMO E DETECTORS WITH BATTERY BACK • UP IN ALL SLEEPING WIRED 60 LAhDING THA`�THE VATION ACTI FA NY DETECTOR WILL ACT'IVATit A A CARBON MONOXIDE ALARM SHALL 13E INSTALLED IN ACCORDANCE WITH FA.02 WITHIN TEN FE T OF EACH R. RULE ;OM USED FOR SLEE,PINO PURPOSES. SECOND FLOOR ELECTRICAL PLAN 0 1 2 4 8 GRAPHIC SCALE IN FEET THE HNDCT GOP (TBG) ARD19ECTLRE AND PLANNING HEREBI RESERVES ITS COPIRKNRS AND OTHER PROPERTY RINISi N THESE CANS NBAS, AND DESIGNS. SANE SW NOT BE RMUCED, GANGED, OR COPIED IN ANY FORM DR NANIa , NOR SW1L THEY BE ASSIGNED ID ANN THIRD PARTY WIIHDIII FIR51 OBTAINING WRITTEN PERTISSAIN ON TOG CONTRACTOR SHALL CHECK AND VERFY All. OWttMgtS ON SITE PRIOR TO mNGRLCINH NEE DRANNGS NIIGI NET BE SCALED. REVISIONS NO. DATE DESCRIPTION Benedict O 0 ARCHITECTURE • PLANNING 1525 NW 3RD STREET SUITE NO.1 DEERFIELDBEACH, FLORIDA 33442 (954) 570-9500 FAX (954) 570-9550 wwwAhebeoedidgmup.com License No.AAC001900 ARCHITECTS SEAL APR 032013 SHEET TITLE SECOND FLOOR ELECTRICAL SCALE I DRAWING NUMBER HD72 7:EKED BIB E 1W03 /RS L' C e • ■ ■ t, 11 tl P-1103 THE EENEDICT DROOP QBG) AACHITNTDAE AND FIANNINC HEBERT RESERVES ITS OFIRIGOS AND OTHER PROPERTY RIGHIS N THESE MRS, GFA• AND DESA S SANE S M MDT BE RONREMED, CHANCED, OR COPED IN ANf FORM OR M NINTR ,NOR ML THEY BE ASSIGNED TO ANN THIRD PARTY 19NWI FIRST DBIAININO WRITTEN PERMISSION FROM IV, CONTRACTOR SHALL CHECK AND VERIFY NE MRSIONS ON SHE PRIOR TO CONSTRUCTOR THESE IIRANNDS MAI NOT BE SWEH �I i ROOF OVER STAIRS II ROOFTOP 0 m I NO. I DATE I DESCRIPTION I FLAT PARAPET I RAKED PARAPET RAKED PARAPET I FLAT PARAPET F------ BP3�t ' I � ■ Benedict �4��.--------�I �.------� L______-1 I o 0 3 I I\ I I II \ I SOLAR H/W / 0. ARCHITECTURE • PLANNING L------J L------J 152ENW 3D BEACH, SUITE DA N0.1 DEERFIELD BEACH, FLORIDA -9550 -`, _%-------- r------J \ r442 ------J I (954) 570-9500 FAX (954)570.9550 Fr , I www.thebeNedictgroup.com ULrme No. AAC-001900 I soLARFI/w I I I I I I I I L------J I I I I L------J T r------� L----- r------- SOLARH/W I L------J I L------ J I I r------ � — L---- — — J------- T cuR�----—� L-----------� I �______� I/" X3 --------- I I \ 8- W L - - - - - - J FUtUREPV ARRAY L — — — — J \ 6 \ 50'-10' NGVD l I / \ \ r------� L------J I SOL I�l�T• I(^\I � O I L — — — — — J z p I I I I I I F - — — — — — L----------J L------J L------J �1 _--- 4" DIA. STUB AND r------, O L------J Z 0 B-2 , �- W.P. PULL BOX FOR I _\ \w U) WP/GFI FUTROOFTOP I Z Z U SYSTEM \ L t� 01 �+ �L-------I <v / Z ( j S w � LOW WATT < \ W' / WALL 0" LIGHTS II 9W PL LAMP To o &��\ \ / �� T.O.B. ELEV. +37'-10" (3) 211 PVC CONDUITS TO CLG OF UNFINISHED SPACE AT GARAGE l^' I -•-A LEVEL FOR FUTURE PV WIRING CAP $, FUTURE ALLOWVE ROOF TO U EB ELBOWS, ''S, OR WEATHER HEADS ARCHITECTS SEAL APR 082013 SHEET TITLE ROOF ELECTRICAL DRAWING NUMBER 9_12.2D12 E 1.04 5 NECKED BIB / RST P-1103 PANEL A 120/24OV-10-3W- Zan AMP M.L.o. FLUSH MT?> --5oM 1 ate"r Co+ CIR. NOS. POLES TRIP SERVES KW RE DEMKWO DE COOL HEAT AMU 3/a N P 1.6 to 2,4 2 25 A/G is Z AItU 3f4IFP (ftl 20 A/c * 9 A H U 1/2 H P I 'a,o'L a D041- Foizi- It'd1�•tGE1 2a WASHt+3G, 15 I Z.a LAuNpRy ciw_ 1,5 12 14 it i2, I I I ! I 2a Zo 7.0 DI A`4wA%44Sr4 SmA.L,.. Avf LtA.NcE cim. t'715 o6A.L. Sj4A4L APPLIA.10CE �IIZ 1-+ j 1,2 !L 17- 1Z IZ ¢z 23 25 i I ZdA 5 20SRLC.B'c Gt*r # AICRO 4ot_ W I�oai[ oPNK .9 70 14 ('y Zrd,28 'P 20 PuTIVILE GAM MoTTa2 2,0 Iz Zl I 7.0 La LP_VEI, L4,Nt7scapF_ Fv-4pT- Its i't 7-q 1 11-0 La LE-YLT L- LF PD'ScAgg FZEA X (.7- 12. 30 1 'Lo GFr- WA F'WaLL U"P Ito lz 3I, 33 2 30 W4Tw4; bllE.bo-p-m 4.5 to 3 2 1 'Zo SarrA¢.:} HorwaT�rt Cltzc pur+gg , 2 12 34,'3Co� Z 30 EL-FLv kro1 3,0 is 35 1 Z.ca 6FL Key. EA.C3 L'r5 1.0 IZ 3'I I Zd I"fz12iGAT t7Nrump 2W0 12 38 1 5P'a,cia 4,o TOTAL5 41.8 12 13.eo 13, G FIRST 10KW 0 t % MID BALANCE AT 40% 5, COOL 0 100% HEAT 0 Roo % 16, &2 AL ULA D PAtael LOAD 1'19 AMPS PANEL 120/24OV-10-3W- Zoo A,mp MrL.o, - 1OK- Seta. PL.0544 MT-D. LOACne FkfT-SIZ- - $CJ}( I412!i6OT" 3(,o♦ CAR. NOS. POLE TRIP SERVES KW KW WIRE DEM. 0 DE COOL HEAT I I 15 aFc= R.DC>(r � �r�.1W� t_rs #-14- 2 I 15 N ROOfm * STAt2 REc1S #t�s- 9 ( 15 In Rw,F KEu1S, #I4 I 20 BA7'N 2 L15, FAN, GFZ t ic. a 12 5 ( 20 BATH 5 t-TSA PAt-4, GR-r TAG. 't12 I 20 VI P I3ArH LTS, PAW, GET., FkMC, # 12 1 I IS AFtr xForzME-R. 4 LoFr coVw LT5 i*14 its I '7—O N GHt+NDEI,lER,6 w1MCMF3 m I i& 5 *3 Recl-S 1314 !1 i IG " �,[iI�2 6C:iR RoSTRu t iPtr�a #14- 12 I 15 " Rn5T2UwI VIP Pec's �kIA La Fr maplA, fCLcHS #AIsF 14- ! 5 Vt P );Font 14- 5 I 15 » VIP LrsSN FAN aia_ l a » L0FT_1tAaVtA LrS, r-" yxla 11 I IS N Rasrizom 4-r5 8 *Z ws, PAN #14 1$ 15 Na 13i' # L75, FAAt # 14- 1 Z..o h MASTE2 DATA LTS, FAA, C:&F,r 012. 20 I 20 Pw131Z 1- rAH , GFr # m_ 2 15 APc r Mk ST LM Li$ # 14. 22 I f5 " MAST&K.. LT''S At t # 14 Z3 1 15 Z;UAT W-M Xia0$w N 14- 24 . l 15 F1AS"Mi & E&F am 1zecls It14- 2'S I (5 » Y1ASMI - H 14 2 G (5 Cu F 'm gmas #F 14 `rTAIR Vk�57tBt1Lie LTSf4 25 1 15 " ICITuimR Lr5 1t14- ZR 1 15 N VI`5tto:5ulm rlp-c'S # 4- 30 1 i5 N KIr"af4 Gov U'C., L-"rs es 4. 8 i 1 1 5 » BIt txST' TF_R1Lw t 1-5 i* 14- 57- I f5 ounnor l-14141'Llp asit4 33 g r*AJZA4F- uMFIPJ6Ar ALTS GrRpVMO FL9:)OM I�Ec1s it1 5y I 2t CrtoUW-SD PLaAPR liil"C'S iWl2 3Gt I 20 f'aoL nECxd rffm.Ac is a's, >a 2 31 1 To F-90wr ou"Moa2 xmvs *I?- '� 5 PAGE GENE L L R S w 55mi fts Pre 3 W i—afir iij PANEL G 120/24OV-10-3W- I Z5 A)AP M L, 0. - l o {G SCA "I!MA 3R LoApamt-iTatZ CIR. NOS. 113 PALE TRIP 3o SERVES A/e NemAT #M *I KW KW WRE DEM. 0 DEM COOL 3.Cn I HEAT 114 5,1 rots z z 4-o 1 4a iA& H+F-&T FwAp t Z A c 4EAr Puti _a-3 5 wc� 5A o 0 T'nrAS L 3. �, Kw 'i AMP' PANEL © 120/240V-10-3W- fl5o Ak'P M.L.o. -(or- SCA FLuS 4 AAT-p L A btp E.GW a r FZ CIR. NOS. POLE TRIP SERVES KW KW WIRE DEM. 0 OE C00L HAT 1-4- 5 2 1 Lu 6A5 lS Aigr_r 150 AMP LUCaS Pntz f'�htEL SMoLr-- $ G.o GETI��'bft S IG.� jk1 O !a I 15 air T I 15 AFC.L N S 1 IS acGr N 9 -2o r — SQAcE ELECTRICAL RISER DIAGRAM 3# 1/0, 21L PVC — 3# 3/0, 2" PVC 310 CL METER 3p+SN 3P+SN 200 AMP 150 AMP O M.C.B. M.C.B. (W.P.) PANEL PANEL 200 AMP. 200 AMP M.L.O. M.L.O. 3# 1/0 & 1# 6 GND., 2" PVC PANEL PANEL ❑B" B 125 AMP. 200 AMP. M.L.O. M.L.O. (W P ) f 3#4 & 1# 8 GND., 1-1/41, PVC ELEC. UTILITY CO. SERVICE LATERAL - INSTALL (2) 2" #4 GND 3# 1/ 0 & 1# 6 GND., SCHEDULE 80 PVC CONDUT 21, PVC TO LOCATION DIRECTED BY UTILITY CO. (VERIFY) 3#3/0& 1#6GND., #8 GND J 2" PVC #1/ 0 GND. TO METALLIC C.W. PIPE & BLDG. FOUNDATION STEEL 518" X 10 FT COPPER CLAD STEEL GROUNDING ROD H BENEDLI CM PBG) AREROECTINE AND PLANNING HEREBY RESERVES 0S CA"RRNIS AND OTHER PROPERTY RIGHTS N THEY PRAM$ DEAR, AND ODGN. SAME SWRI NOT BE REPRODUCED, CHANGED, OR COPED IN ANY FORM OR BANNER. NOR STALL THEY Y ASSIONED 10 AWY 11NR0 PAM WOMDUI FIRST CHEWING WRITTEN PERMIM FROM TED WNRJdTOR SHALL CHECK AND VEM OIL D♦EiiNGNS ON SUE PRNR TO CDNSTRI MN. THEY DRAWINGS MIST NOT BE MO. REVISIONS NO. DATE DESCRIPTION Benedict O 0 ARCHITECTURE . PLANNING 1525 NW 3RD STREET SUITE NO.1 DEERFIELD BEACH, FLORIDA 33442 (954) 570-9500 FAX (954) 570.95.50 Temre.E,ebenedictgcoup.com License No.AAC-00190U w u u� W� 0 O VJ z WO Z z z ITT H O U = W wH F--_j Zc Q ARCHITECTS SEAL APR 032013 SHEET TITLE PANEL SCHEDULE SCALE DRAWING NUMBER E1.05 DATE 9-12-2012 DRAWN & CHECKED B1B / RST JOB NUMBER P-1103 "Jr g Km wcacx Naazwnw.ezBe as�5esat S4xl''Y PigN vffi, vf4F.CCr. �v I cF3' 61 Product Specifications e7 ��4.G �J'4✓i� Ja$REanre^ Job Yypa• �^. ^� .. .. 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Aw.-_d ix usaIn air el,on ed,wth mturniwl f U3°C'l'• >gSKSRg YFlv3' 1'11 LType:: 3Ra�ai:ad 33} L R A B C P POOL/SPA & FOUNTIA LIGHTS HTI (\ G Pool lights shall be waterproof am er or red LED lamps with a diode wavelength of 60 rum or NB.. LED "ok Light w/ Louver Coves 12W longer. or Super Vision Iptematio al- SH54 at wavelenth of 560 nni or longer. <a r LED III Ughts provide NlperNalightwhile using mN 5waas Wenerpy perfil va. Fetxa:»ayrs, i;�tt:.sux: e 60,001 average LED We ellmineles replaang Runud out Wrpa vig x • htegrel LEDDriverineachfheuro AWar RL'irat RRSxNaag6t3a? • olaca•tatuRMn:Nncanandcovar; wiMMefm Anr:raeb pour • UL Iland forwet and IC locations • Fmsied glass Rena . • I10V pusthim minnsaWs 4wiuded for am" of povAer Gaut • MID, LED Colo • Canto parallel wUad Cdeisydulned•) up m t506Hurm per Amp. Check local rode nN NEC for wiring selection E F NOT USED ATUS NO 1E D D G H STATEMENT ABOUT POOL LIGHTS ON LIGHTING PLAN The plan shall reflect that the interior swimming pool and pool deck lights shall be turned off while the pool is closed during sea turtle nesting season (May 1 through October 31 in all counties except BE, ard, Indian River, St. Lucie, Martin, Palm Beach and Broward counties where leatherback turtle nesting occurs during the period of March 1 through October 31). The use of an automatic timer is acceptable. If the i iteriorpool lights cannot be turned off at night because the pool deck is used at night, then interior pool lights shall be amber or red LED lamps. STATEMENT ABOUT TURTLE GLASS ON LIGHTING PLAN Tinted glass or film with a visible light transmittance value of forty-five (45) percent or less shall be applied to all windows and doors within line of sight of the beach. This includes the seaward and shor -perpendicular sides of the structure. TIMERS Timers may be used only for in -pool and pool deck lights when the pool is closed. LIGHTING FIXTURE SCHEDULE MOUNTING TYPE FIXTURE QTY BULB TYPE OF HEIGHT REMARCS WATTAGE MOUNT LOWER LEVEL MAIN LEVEL UPPER LEVEL A "SEA GULL" 1128QC HOUSING 5 LED R20AMBER AMBER RECESSED 10'-6" 10'-6" INTERIOR BLACKBAFFLES "SEA GULL" 1151AT- 15 BLACK BAFFLE G LIGHT BULB CEILING HEX CELL (HONEYCOMB) LOUVER COPPERSMITH 13" WALL SCONCE LED R20 SURFACE B SC-13-TRTL 8 20W AMBER WALL-0 LIGHT BULB E "PRO LIGHTING" (NSL LED BRICK W/ 10 5 WATT RECESSED 1'-6" P-6" LOUVER COVER120V) LED BULB WALL Super Vision International - SH54 LED BULB RECESSED 12" BELOW WATERPROOF LO VOLTAGE P 8 >560 NM WALL POOL COPING POOL TYPE FIX RE ONLY Lower Level Turtle Lighting Plan Main Level Turtle Lighting Plan Upper Level Turtle Lighting Plan THE BENW CROUP IN) ARDNIECIIWE AID RUNG HEREBY RESERVES ITS COMM Aug OTHER PROPERTY W49S IN THESE PUN£ IDEAS, AND DESIGNS, SAME SNAIL NOT PE K R OUSE), CW1xE0, OR COPED N 0 FORM OR MANNER, NOR SIWl THEY BE AS99NED TO ANY THIRD PAM BEIRUT FR9 OBTAINING WINTER PER1540N FROM TOG CDNBRAI SH GEDR AN) RUBY NL DIMENSIONS ON 59 PRIOR TO CONSIRUCIION. RfSE DRNINS MIST NOT BE WD. REVISIONS NO DATE DESCRIPTION Benedict QW ARCHITECTURE N PLANNING 1525 NW 3RD STREET . SUrrE N0,1 DEERFIELD BEACH, FLORIDA 33442 (954) 570-M FAX (954) 570-9350 www,thebmedictgroup.mm License No. AAC-W1900 I"i U < VJ O O i� C/) ^/ CD CD F— LU_ r C J Ley O F- z C/) H ARCHITECTS SEAL APR 032013 SHEET TITLE TURTLE SENSITIVE LIGHTING PLAN SCALE 1/16"=P-O" DRAWING NUMBER TL I DATE 9-12-2012 DRAWN & CHECKED BIB / RST JDBNUMBER P-1103