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HomeMy WebLinkAboutStructural plans"I" MONOLITHIC FOOTING SCHEDULE CODE REINFORCEMENT DIAMETER AND COUNT ADDITIONAL REQUIREMENTS p SHORT WAY LONG WAY MF-20 20" 16" # 416 @ 36" O/C BOTTOM 2 # ITS BOTTOM PAD FOOTING SCHEDULE w REINFORCEMENT DIAMETER AND COUNT CODE 0 �z7 J p ap ADDITIONAL REQUIREMENTS SHORT WAY LONG WAY MID P33 3' T 12" 12" (4) # 5's BOTTOM (4) # 5's BOTTOM - P35 3' 5' 12" 12" (61 # 1 BOTTOM (41 # 5's BOTTOM - P36 (4) # 5's BOTTOM - 4 S1 6 S4 POURED CONCRETE EQUIPMENT SLAB. SEE PLAN VIEW FOR ACTUAL REINFORCEMENT AND THICKNESS MID REINF. - TEMP REINF. GRADE T.OS SEE ARCH m I� 1 #4 CONT REINF. 8" 1 EQUIPMENT PAD THICKENED EDGE S1 SCALE: 3/4" = 1' p-g• P-4" -----__-I 71,_2• p_4. 1'-3" 1' 27"-2" ---- rvn[I 51 555,i - -- -- 5 ?F 3 -I555 1 LLI MF-20 3 w q __ ❑I r---- - L -54.35 ryn M1212 /STRUCTURE 3-- I ❑i $1 5 9 PAVERS ON SAND 6 d v s1 OUTDOOR �� 5 ^ ENTERTAINING 4 ❑� MASTER Ili BEDROOM 1 2B 4" C612 M121 LL ❑ 1, /STRUCTUR _ _ _ _ +0'-0"(—L �_ r 1 2" 12- " 1' 1-4 1'.7^ 1 1 B'-2"II ❑I4 I NFF- b Li LL--- 3-----�--- --- _ _ r42.6g _17 - - - - - - -�I ❑. 4 - 5.75 C813 4 S1 (NOTE: ALL FOOTINGS SHALL HAVE A MINIMUM 1 3 C812 D' SOIL EMBEDMENT OF 18" AS REQUIRED BY SE TI N 9 9 3 a EII 13.3 OF THE SOILS REPORT DATED JANUARY 8, 014. S1 8 1 s1 B'FAST 9 ' ❑ S1 S1°F CONCRETE & CMU COLUMN SCHEDULE 8" x8" REINFORCED MASONRY COL. M5 'A'/ (1) # 5 REINF. BAR (30" LAPS) SEE FNDN & FIRMING PLAN FOR LOCATIONS FILL w/ GROUT - SEE STRUCTURAL NOTES, 6"X12" REINF, MASONRY FILLED CELL M812 COL,w/ i REINF. BAR (USE 1i UNITS) SEE PLAN FOR LOCATIONS & SPACING FILL W/ GROUT - SEE STRUCTURAL NOTES, 127x12" REINFORCED MASONRY M1212 COL, w/ 4-1 VERT. FILL w/ GROUT - SEE STRUCTURAL NOTES. wl 93 TIES Q 10" O/C 11" POURED CONC. COL. C811 W/ (4) #5's VERT. W/ #3 TIES @ 8" O/C iI' POURED CONIC. COL. C812 w/ (4) #5's VERT. W/ #3 TIES @ 8" O/C POURED CONIC. COL. C813 W/ (4)"#5's VERT. W/ #3 TIES Q 8" 0/C I I 7 - 1 S1 55 55 nu❑ — — — — — — — — — — — " S1 GREAT 1 +45.58 1 ' 'F OOM-58.29 4" THICK CONC. SLAB W/ (1) LAYER OF W 1.4 X W1.4 6/6 5 - cJ BEDROOM #3 � 1A�• I •lam, '. W.W.M. (TO BE LOCATED 5 FROM THE TOP OF THE SLAB & I h SHALL BE SUPPORTED BYAPPROV)EDMATERIALSOR KITCHEN n' SUPPORTS NOT TO EXCEED 3'-0" O C EACH WAY) OR MASTER FIBERMESH ON 6 MIL VAPOR BARRIER OVER TERMITE TREATED WELL COMPACTED FILL 5m BATH 7 ' ,. F'c=2,500 PSI I 51 rJ _ 2 I �- I +Q S1 FOOTING REINFOCRACK CEMENT- - - - - - - - - - - - J /STRO�TUR N J @MID �F SLAB (TYP.)- S1 (ALL FIRST FLOOR CORNERS) (5 g I El N❑ 6'-10a v 12'-3" L — — S1 L�� I CLOSET BATH #3 4„ I - IL) I I I g /STRUCTURE �� b M I----- - - - - - - - - - - - - 2 m I. BATH#2 'I`9I CLOSET s1:1 21 �, N ❑ CLOSET °§ LL 9 FOYER IUTILITY 5, ° M 1 I ❑ (STRUCTUR S1 8 S1 ❑.. - - S1 r45.5% +49.54 C811 -49.59 53.96 I I' -� ----L -----s , /STRUCTURE ❑s" AM a 3 MF 20 �I � BEDR OM #2 5 I ❑ D�N/ BED OOM �r 3 N iN 1' M1212 N 7 5: w 11 1 3 9 5 PAVERS ON SAND 1 -9 3 9 S1 =1 a El S1 +4 .24 +47,63 +47.63 `� = COVERED u N 5 S1 I 199 w ❑! L- - - - -5 .61- - - - - - - - 5 . 5 I ---62.38 - J !❑ €q ENTRY ^ S1 N I 2-CR MF•20 L, N /STRUCTUR -` I (�AIRA E - c -10" Lw I Ill I x1 I1 M141 8" 1ii'38" " 5 2" LI -� L _(---I- M1312 L - - 61.2'f L - M 1212 J_ �- ❑ 24'-2^ 3 a nm - M I` nN F4" THICK CONIC SLAB W/ (1) LAYER OF 5 OUND ATION AND LOADING THIS LEVEL FIRST FLOOR -INTERIOR M38 PSF1 DEAD (77 PSF) FLOOR SELF WEIGHT= 50 PSF FLOOR FINISHES = 27 PSF LIVE (55 PSF) OCCUPANCY = 40 PSF PARTITIONS:ASCE7-10: 4.3,2 =15 PSF FIRST FLOOR - EXTERIOR (177 PSF) DEAD (77 PSF) FLOOR SELF WEIGHT= 50 PSF FLOOR FINISHES = 27 PSF LIVE (100 PSF) OCCUPANCY =100 PSF COLUMN PLAN Y W1.4XWlA6/6W.W.M°(TO BELOCATED 0' 2' 4' FROM THE TOP OF THE LAB & SHALL BE 4"=1' 6 iv SUPPORTED BY APPROVED MATERIALS OR 5 , r 9 SUPPORTS NOT TO EXCEED Tl O/C EACH WAY) 9 m OR FIBERMESH ON 6 MIL VAPOR BARRIER OVER -5 ❑ S1 TERMITE TREATED WELL FOMPACTED FILL S1 M812 F'c=2'500 PSI M812 "O 3 3 S --,. �596 J C M817 1-Il 14 22'-4" - - 3 S1 4 S1 EQUIPMENT PAD: 6" CONCRETE SLAB. SEE ARCHITECTURALS FOR TOP ELEVATION. REINFORCE W/ # 4's Qa 15" O/C EACH WAY MIDDLE. PROVIDE (1) # 4 CONTINUOUS ALONG THICKENED EDGE. SEE SOILS REPORT FOR COMPACTION SPECIFICATIONS. VERIFY ACTUAL DIMENSIONS WITH MANUFACTURER F'c=2,500 PSI 1 S1 FARID ABUGATTAS P.E. REM --IONS BY DA PERMIT SETS ISSUED DWD 01.30.16 1C 3 STRUCTURAL ENGINEER -- scs N® 72 1' sj 7318 TEXAS TRAIL — - -- ---. BOCA RATON, FLORIDA 33487 -- — - - " P. CLASSIC ® '. of a PHONE: (954) 667 - 7803 FAX: (561) 66 - 5438 RI ° ���.` P.E. LICENSE # 72471, CA#29407 - ------ ----- — —___ Al ��®°° 1/27/2017 Structural Engineering WWW,pROJECTCLASSIC.COM PR JECT# __... It lilt FARID@PROJECTCLASSIC.COM 127 _.._- 5 0- W1AXW1.4-616WWM WIA X W1.4 - 616 WWM ADD (1) #5 PER EVERY w OR FIBERMESH CONCRETE SLOPE PER PLAN OR FIBERMESH CONCRETE 12" OF STEP a --�� GRADE T.O.S 0)li T.O.S SEE PLAN 6 MIL. V.B. OVER - UNDISTURBED TERMITE TREATED SOIL 1 1 1 2 THICKENED SLAB @ RECESS S 1 SCALE: 3/4" = 1' I I SEE ARCH GAR. DOOR I PAVERS I 2" RAIN RISER I C� - 20" 3 MONO FTG. 0 GARAGE DOOR \ S 1 .// SCALE: 3/411= 1' FILLED CELL REINFORCEMENT SEE PLAN FOR SPACING AND COLUMN SCHEDULE FOR DIAMETER 1-1/2" CMU WALL W/ #9 LADDER TYPE BLOCK RECESS REINF. EVERY OTHER COURSE p #4 TRANFER BARS (ONLY IF REQUIRED LU o BY FOOTING SCHEDULE) LU ' Z 4" THICK CONIC. SLAB W/ (1) LAYER OF ? 1n 2 ¢ W1.4X WIA-616 WWM (OVERLAPPED i0 {w OR FIBERMESH CONCRETE. a T SEE PL Y SEE PLAN 6" LAPPED AND TAPED 6 MIL. V.B. OVER - - UNDISTURBED TERMITE CONT. REINF. - TREATEDSOIL 1 #4 �XTERIOR SLAB THICKENED EDGE S 1,) SCALE: 3/4" = 1' SAWCUT 25% THE DEPTH OF THE SLAB WITHIN 24 H OF CONCRETE POUR NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS CON' SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 1: SHRINKAGE (SAWCUT) JOINT 25% DEPTH OF SLAB PLASTIC OR HARDBOARD PREFORMED NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS CONTROL JOINT SHALL CREATE PANELS AS SHOWN IN PLAN VIEW ALTERNATIVE 2: SHRINKAGE (PREFORMED) JOINT SHRINKAGE JOINT ELECT O E OF THE TWO SHOWN) �S 11� SCALE: 3/16" = 1' w 0IL 4" THICK CONIC. SLAB W/ (1) LAYER OF O 0: W 1.4 X W I A- 6/6 WWM (OVERLAPPED 0 PERIM) LU 0. GRAQE OR FIBERMESH CONCRETE. -IL • • _ - fV w - 6" LAPPED AND TAPED r 6 MIL. V.B. OVER PAVERS ON SAND UNDISTURBED TERMITE SEE PLA CONT. REIN . -J I_ --1 I_ --' TREATED SOIL d - - - - - - - - r--t PER FOOTING SEE SCHED. SCHEDULE y N _ w W 6 MIL. V.B. OVER -- - 'L� UNDISTURBED TERMITE = I 4 TREATED SOIL ' EXTERIOR BEARING WALL — _ S " - TRANS - _ 1 _ V _ SCALE. 3/4 1 ERSE REINF. I I CONT. REINF. SEE PLAN FOR SIZE SEE PLAN FOR IZE AND SPACING SEE SCHED. AND SPACING FILLED CELL REINFORCEMENT SEE PLAN FOR SPACING AND COLUMN SCHEDULE FOR DIAMETER CMU WALL W/ #9 LADDER TYPE REINF° EVERY OTHER COURSE #4 TRANFER BARS (ONLY IF REQUIRED BY FOOTING SCHEDULE) -4" THICK CONC. SLAB W/ (1) LAYER OF W 1.4 X W 1.4 - 6/6 WWM (OVERLAPPED 0 OR FIBERMESH CONCRETE. Z LU 'SEE FLA w 0 GRADE w 1.. J CONT.REINF. PER FOOTING SEE SCHED. _ SCHEDULE 5 OWER AREA CURB: S1 WATER BARRIER SCALE: 3/4" = 1' RAISE CURB TO — MATCH MAIN HOUSE FINISHED FLOOR. PROVIDE 1#5CONT AS SHOWN. 6" LAPPED AND TAPED 6 MIL. V.B. OVER UNDISTURBED TERMITE TREATED SOIL VSTEP DOWN AT EXTERIOR DO CALE: 3/4" = 1' W1.4X W1A-6/6 WWM Y SEE PLAN 6" LAPPED AND TAPED R 2 COMPACTED TERMITE TREATED SOIL CONT. REINF. E S H D -_ PER FOOTING - SCHEDULE 9 CENTERED PAD FO OTING ,S 1 SCALE: 314" = 1' rT� 43 00 CCU U H x -F U Job No. 1306083 FOUNDATION AND FIRST FLOOR FRAMING PLAN FL-OOM05 FIRM-AA003379 COLUN IN, SEE ALL IDEAS, DES GNS ARRANGEMENTS d%A n1'C'ATEO FOUN Ai OR REPRESENTED BY THIS DRAWING AREOWNED BY,d THE PLAN. PROPERTY OF THIS OFFICE If WERE CREATED EVOLVED,& 0 ALL NAILS TO BE RING SHANK PRE-ENG. WOOD TRUSSES cCd 24" O/C (SEE ROOF PLAN) DIAGONALS FROM BRACED BOTTOM CHORD NAILED TO BAY AT 20'-0" INTERVALS 2x4 DIAGONALS W/ 2 - 8d NAILS REPEAT AT BOTH ENDS 104 fM ery 1 BRACING BOTTOM CHORD OF LOCATED 10'-0" C/C MAX. \ TRUSSES (TYPICAL) 2 _ 8d NAILS EACH MEMBER LATERAL BRACING IF PLAN VIEW 2"x4" CONT, LATERAL WOOD BRACING PROVIDE 2x4 1(� r' REQUIRED (SEE TYR WALL SECTION) O F END NAILED TO BOTTOM CHORD MAXIMUM BLOCKING 10'-0" SPACING AND AS REQUIRED PER BLOCKING DETAIL NAILING SCHEDULE BLOCKEDDIAPHRAGM) RESTRAINT BY TRUSS MANUFACTURER REFER TO TRUSS NOTES AND 1/16" SPACE AT EDGE NAILING O/ 1Od RING SHANK FIELD NAILING 10d RING SHANK Q 4" 6" O/ TRUSS LAYOUT FOR LOCATION) PANEL ENDS BOUNDRY NAILING 10d RING SHANK @ 4.0/ WOOD FASCIA (SEE BOND BEAM OR BOTTOM CHORD TYP. WALL SECTION) w/ (2) 16d TO EACH TIE BEAM (SEE TYP. WALL SECTION) ( r OF PRE -ENGINEERED TRUSS END ROOF S H EAT H I N G ATTACHMENT OVERLAP SPLICES WOOD TRUSSES 2 ROOF TRUSS BOTTOM CHORD BRACING 1 DETAIL 82 SCALE:3/16"=1' SZ SCALE: N.T.S. i ■ I i wg"- Mpg I I I 1 1 1 1 1 1 I I I i 6102-----}}-----((-----I�-- = 1 1 1J O O N 1 1 U ----^------------ 9.--- ---- --- .. - -----«.---------- ---- ----- -^-- ---- -- - ----- . ------------------ _- B103 Wff HETA1 M B103 m aw m 4# 2# 2# FRAMING PLAN STRAP CALLOUT ADD 2#5's w J aADD # 5's I F v ARCH 3 SECTION SZ SCALE: 3/4" = 1' LOADING THIS LEVEL ROOF (55 PSF) DEAD (35 PSF) PLYWOOD = 2 PSF TRUSSES = 7 PSF INSULATION - 1 PSF DUCTWORK = 4 PSF ROOFING = 19 CEILINGS = 2 PSF LIVE (20 PSF) CONSTRUCTION =20 PSF PANEL POINTS 200 LBS LIVE LOAD DISTRIBUTION TO CHORDS: DEAD (35 PSF) TOP CHORD - 28 PSF BOTTOM CHORD = 7 PSF LIVE (20 PSF) TOP CHORD = 20 PSF BOTTOM CHORD = PANEL POINT LOAD U=866 1 U=1088 - n HETA1 S4 =5 o _ LINE I EPRESE 4TS WO Do TR 2XAI _ - - z - rn O - m a 1301 OM CH RD B ----; -- '-.- - - AX @ 'O/C S ICED ETA 2S2) PC^L ---- -------............. ----- ----- - =i x ' �MIC DiD N Tit PE It , I EE D L 1/S2 OR I LYW NAILI PATT N - C�21CKE(IY G.C. ; CO w D SP IFICAT NS. m U I 4" PRE- NGINE ED WO O OOF TF JSSES 24" O/ X SPA ING.SE APPR ED H D WING OR RNIN YOUT �. pza EE DETAIL 1/S2 FOR z o y i LYW60D'INAILING PA ERN w CI 1 1 -tGENSF '[• �� Y7 No 7 S TE OF G 1 /27/2017 Iil 01 R CLASSIC Structural EnQineerine ROMONS BY JDATE PERMIT SETS ISSUED �D D,.30.,6 FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER -- -- 7318 TEXAS TRAIL BOCA RATON, FLORIDA 33487 — --- PHONE: (954) 667 - 7803 FAX: (561) 665 5438 P.E. LICENSE # 72471, CA#29407 — WWW.PROJECTCLASSIC.COM PRO ECT# — FARID@PROJECTCLASSIC.COM 12 55 --- TRUSS STRAP SCHEDULE (SIMPSON STRONG TIE) CONNECTOR ID MARK LINES MARKS 2nd CONNECTOR ID TRUSS GROUP ��_ A + B MARK IF NEEDED FOR REQUIRED STRAP TRUSS UPLIFT OR 1500 # MAX UPLIFT IN - TRUSS GROUP PRODUCT FLORIDAALLOWABLE LOAD LBS NAILING UPLIFT (Pupa PERP. TO TRUSS PARALLEL TO TRUSS TRUSS/RAFTERI SEAT PLATE?RUSS MARK CONNECTOR APPROVAL REMARKS —NUMBER GRAVTTY(FURF) CAPACITY Fi CAPACITY F2 HEADER OB H ETA16 FL11473 1810 (9)10d x 1-12' NAILS - QD FGTR FL11473 9400 - - SSDS 1W)a" (PER ANCHOR) - 2-1/2X5 TITEN HD (CONNECTION TO GROUTED WALL PER ANCHOR QE HGAMiO(KTA) FL11473.8 MID1005 1106 (4) SDS "X 1 'WOOD CMU: (4) 1/4 x 2-3'4 TITEN CONIC: (4)1/4 x 1.1/4 TITEN NOTE: 1) ALL TRUSS TO TRUSS CONNECTIONS TO BE BY TRUSS MANUFACTURER, ALL VALUES ARE BASED ON DOUG-FIR-LARCWSP. 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 \ I V :.�-- 1'I BEAM SCHEDULE YY1DTM "GENERAL CONTRACTOR IS TO VERIFY BEAM —DEPTH 8 ELERCLANS 8 N VATIONS WITH AHITECTURAL PLANS OF ANY DISCREPANCIES, COORDINATE MASONRY OPENINGS WITH WINDOW MNFR & N.O.A. r WIDTH •FOR ARCHED BEAMS ADD (2) # 5'S DIAGONAL EACH END OF THE BEAM. ADD (1) EXTRA #5 DIAGONAL EACH SIDE FOR EVERY 4" EXTRAWIDTH. F1— ELEVATION SCHEDULED BEAM DEPTHS ARE MINIMUM REQUIRED, ADD 2#5 MIDDLE FOR EVERY ADDITIONAL 12' OF DEPTH REQUIRED ICAL BOND BEAM OVER WALLS TO BE (2) COURSES OF Bx8 KNOCK OUT BLOCK WITH LONGITUDINAL CONTINUOUS IN EACH COURSE LAPS i0 BE 30. USE (2) 95x30"x30" CORNER BARS AT EVERY CORNER, T4NTERSECTION OR VERTICAL TRANSITION. L 'FOR 12" AND 16" WIDE TIE BEAMS, INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) # 5 A"PCL" NOTE IN PLANS REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA # 13-0321.07 L \■�J '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.IF NO END TIES SHOWN, USE BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM. *GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS. COORDINATE WITH GLAZING MANUFACTURER. SECTION REINFORCEMENT TIES CODE WIDTH DEPTH I ELEVATIONTOP MID BOTTOM SIZ END SPACING I BALANCE REMARKS PCL 8 8 1 # 5 12'PCN 12 1 B _ - _ 285 1 1_ 8102 U 16 +9'-4" 5# 5 15# 5 # 3 24' LSLI0 B 14 +9'4" 2#5 2#5 3 (121#3(rL5 O/C 9d• --" ----- -- - ----- -`-- ---- 24"PR -ENGI ERED V IOOD i Lu 'I MAX SPACING,SEE APP OVED - - - - z 0 - -- SHOP DRAWINGS m FOR Gi7VERNING LAY O T. Nq _ 2 -- - I , A r1 ♦♦ EE DE ,�♦ HETA B1 5 B ND BM. FPCL ITT -'- -'--- --- AHU SEE DETAIL4/S4' «--------- ---- i 5 CONCRETE BEAM PER S4 FRAMING PLANS (REINF. NOT SHOWN FOR CLARITY). BEAM j } ; POURED MONOLITHIC WITH m /1 m \_AThQ AQQESS SEE ARCH COLUMN. FLANS FOR LOCATION 0 E,m m 1 1 I m 04 61 ' 1 T. .B i m z I , - I I - - - - - - - - - - - -- � 11 \ ; SEE COL SCHED. ' ' ` ` ' ` / ♦♦ AM10 KTA ROOF FRAMING PLAN =1 ACI STD. HOOK 0 ALIGNED W/ 4=11 0' 2' 4' 8' F-- m FOOTING BOTTOM REINF. 0 V 1 1 x LU w z Y 8 SEE FOUNDATION ELEVATION v PLAN FOR FOOTING TYPE (GRADE BEAM, MONOLITHIC OR STEMWALL), m OL SCHED #3 TIES SEE COL SECTION CUT SCHED. A 0 CONC. COL. 4 ANCHORAGE. S2 SCALE: 1/211= 1' SEE #8 #5 m m 4" #4 #7 V � lLl ID 10 C m A= #6 t _04r 5 CI STANDARD HOOKS 82 SCALE: 1/2" = 1' Job No. 1306083 q ROOF FRAMING PLAN AND STRUCTURAL DETAILS FL-WM05 FIRM-AA003379 ALL IDEAS,DESIGN$, ARRANGEMENTS, A PLANS INDICATED {\ OR MPRESENTED BY THIS DRAWING ARE OWNED SY,BTHE PROPERTY OFTHIB OFFICE. B WERE CRPATED, EVOLV®,A DEVELOPED FOR USE ON, A IN CONNECTION WITH THE a SPECIFIED PRWECT. NONE OF SUCH IDEAS, DES S, ARRANGEMENTS. OR PLANS SHALL BE USED BY, OR D6CLOBED TOANY PERSON, FBiM.OR CORPORATRINFOR , ANYPURPOSE WNATSAILLE. TOFFTA CHITEOTS,P WPITTGSION OF ENRANDALL E. ESE DB ARCHRECTB, PA. WRITTEN DIMENSIONS ON THESE ORAWNG66HALL HAVE OVER ESPO SIBLE FORS.CONIRPDTOE SHALL VERIFY$ BEE JOB, NIS FOR All dT BE NOTIFIED I CONDITIONS ON THE JOB 6 HE DIM FILE MUST 6E NOTIFIED OF ANY VARIATIONS FROMTNE DIMENSxINSANO CONODYJN6 SHOWN BY THESEDMWINGB.6VgP DETALS OFADEOUATE SCALE MU6T BE 61RMRTFD TOTHI60FFICE ITEMSS NOTED.E 2017P ALL RIGHTS WRHFABRIGTION ON Q ITEMS SO NOTEO,®]01T. ALL RIGHTS RESERVED RANDALL �+ $TOFFY AgCHITEGTB PA. S2 w DISCONTINUE BOND `!l1TOPBARS��( /® , FAR I D AB U GATTAS P. PERMIT • V1SS Dl �0.1i BEAM BLOCK TO ALLOW `�\ <>® FOR POURED CONC. MIDDLE BARS (IF BEAM. (2) # 7 MUST s\\e� ��•�����°�� �� MIT sers IssuEO DWO 01 30.16 STRUCTURAL ENGINEER --- -- - CONTINUE THROUGH GONG. CONCRETE BEAM SIZE REQUIRED BY DRYWALL BEAM UNINTERRUPTED. AND REINF. PER CONC BEAM SCHEDULE)°°'� WOi�WINDOWPER CAULK BEAM SCHEDULE m 731$TEXAS TRAIL -- — TYP. ALUM WINDOW PLAN = e BOCA RATON FLORIDA 3487 -- OR S.G.D. JAMB RAISED SMOOTH ° • ^ ° •: , _ V ^ _ .� = r ' STUCCO - ��® OF �® A PHONE: 954 667 - 7803 3FAX: 561) 66 - 5438 -- -- — ATTACH TO GONG. THRU BUCK W/ 1W' BUCK, SEE BUCK a d , ° .41 " % •°°°°• ���> 1 . CLASSIC P.E. LICENSE # 72471, CA#29407 - ---- - - -- --- / O DIA. X 1 3/4" EMBED. PHILLIPS HEAD DETAIL 1.5^ MIN CLEaR • • _. ^ • ^ •✓j 4°' °°�� ° Structural Engineering PR J ECT# TAPCONSSPACEDPERPRODUCT - '" -- /0® �JAL�o��� 1/27/2017 WWW.PROJECTCLASSIC•COM — - -----_ APPROVAL MIN. 8"xB"POURED CONIC. SILL w/ /B90tB11® FARID@PROJECTCLASSIC.COM 127 HILTI'CRS' 099-122 UP T012' OPENING WIDTH: (1)#5 CENTERED p UP TO 15' OPENING WIDTH: (2)#5AS SHOWN COIL NAILS @ 8" O/C ^ p 4" FROM CORNERS REQUIREMENT OF THIS o 3 w w MIN. 8"x12" POURED CONC. SILL wl SECOND REBAR VARIES, O r,0 � P.T. 1x 3 BUCK (WINDOWS) UP TO 19' OPENING WIDTH: (2) #5 TOP & BOT SEE NOTE THIS DETAIL. � a 00 P.T. 1x 4 BUCK (DOORS) '� a 6" MIN BEARING TYP VERTICAL REBAR IN CMU . BOTTOM BARS CAULK (TYP.) LL. 0 STUCCO CELL UNDER WINDOW SILL. O SPACED @ 48" C/C MAX. END WITH ACI HOOK INTO W SILL AS SHOWN. O NONSTRUCTURAL BUCK CONC. WINDOW 4'10" Q W TYP. WINDOW & SLIDING 6 SILL DETAIL _ BOND BEAM: TYPICAL BEAM DROP 1 GLASS DOOR JAMB DETAIL_ S3 SCALE: N.T.S. (1 O) OVER OPENINGS O S3 SCALE:N.T.S. S3 � SCALE:3/8° _ 1 O I w w CID BLOCK COURSES OVER C/5 r"'1 PRECAST LINTEL Bx16 GROUTED BOND BEAM 1 w/#4's @ 32" O/C. (FORMED WITH TWO COURSES OF ,( V KNOCK -OUT BLOCK), PROVIDE (1) Q`i' P/ DRYWALL 24" LAPS. # 7 T O 2 O FURRING SPACER" LAP 30" LAP ' FRAME ATTACHED TO 2X BUCK PER NOA'S ,b SPECIFICATIONS. LU a - � O DOOR LU w o 4„ o� LU d g BRICK _ - -- a MOLD W OOD BUCK: ATTACH TO STUCCCOO GONG. W/ 1/4" DIA. X 1 3/4" EMBED @ 12" O/C, 6" E.E. 121 CORNER ROOF WIND ZONE DIAGRAM ZONE 1 : -44.63 PSF o -� ZONE 2 : -74.76 PSF O ZONE 3 : 4.98 PSF 0 3 A -ZONE : 4.98 FEET O � 4'-10" 12 WIND ZONE PRESSURE DIAGRAM S 3 3z �_ 1 0' 5' 10' 20' 0 3 0 v O 0" Q 4' 4, F-4 PROVIDE MIN 2 1/4" BARS TOTAL :T MASONRY EDGE DISTANCE 04 ((,, INSTERSECTING WALL CONDITION v (4) CORNER BARS TOTAL TYPICAL PRECAST LINTEL TYP. SWING DOOR Eon, 2 ,, BUCK DETAIL 11 7 BOND BEAM CORNER BARS OVER OPENINGS e — S3 SCALE. 3/8 — 1 O O \83 SCALE:N.T.S. S3 SCALE: 1/2" = 1' C aj PAND(1)#7BO7TOM. z . i I I — — P ECAST LINT L BY CAST ETE B I — — — — (1) # 5 FIEL TALLEDJ ON PRECAST LIN I - 8x16 GROUTED BOND BEAM - - (FORMED WITH TWO COURSES OF KNOCK -OUT - BLOCK). PROVIDE (1) DRYWALL # 7 TOP AND (1) # 7 BOTTOM. TYP. ALUM WINDOW - OR S.G.D. JAMB - - GONG. BOND BEAM, SEE BEAM SCHEDULE FOR SIZE & --�� REINFORCEMENT. - WOOD SCREW ° ° ATTACHMENT SPACED PER a PRODUCTAPPROVAL _ TYP, �'� p 1/4" X 3 1/4" PHILLIPS HEAD — ` O ° TAPCONS AT 12" O/C 4" FROM -` ^ CORNERSLU P.T. 2x4 STRUCTURAL BUCK w S CAULK (TYP.) L C STUCCO 8"x8" FILLED CELLS SEE PLAN AND COLUMN SCHEDULE FOR STRUCTURAL BUCK REINF. TYP. WINDOW & SLIDING 8 TYPICAL CHANGE IN 3 LASS DOOR JAMB DETAIL S3 BOND BEAM HEIGHT SCALE: 1/2" = 1' S3 SCALE:N.T.S. FASTEN GARAGE BUCK WITH 1 /4"X3-1 /4" TAPCONS @ 8" O/C STAGGERED, 4" EACH END. PROVIDE GARAGE 1" DIAMETER WASHERS ON TAPCON. DOOR P.T.2x6 WOOD CASI(. (SEE PLAN) CONC. BLOCK REINFORCED FILLED CELL (TYP.) SEE PLAN FOR SIZE AND SPACING. STUCCO FINISH FILLED CELL OR POURED COL. (SEE PLAN) 4 GARAGE BUCK DETAIL S3 9 GAUGE HORIZONTAL REINFORCEMENT SCALE:N.T.S. EVERY OTHER COURSE (LADDER TYPE) PRE -NOTCHED CONC MASONRY 8"x8"x16" CONCRETE BLOCK. TYPICAL @ CONTROL MASONRY UNITS; JOINT LOCATION PREMOLDED JOINT FILLER LLJ LJILJ LLJ LJLJ L-J O TYPICAL VERTICAL REINF @ EACH SIDE CONTROL JOINT IN SOLID GROUTED CMU TYPICAL CELLS 9 REINFORCEMENT DETAIL SYMBOL LEGEND SYMBOL DESCRIPTION 4@68-INNER— 7 STEEL REINFORCEMENT LEGEND: 4@6T-INNER 7 / -4@6: #4's @ 6" O/C -B : BOTTOM 4@6T-OUTER / -T: TOP T— -OUTER: OUTERMOST LAYER 4 6 UTER -INNER: INNERMOST LAYER -TEMP: TEMPERATURE AND SHRINKAGE REINF. 3 SECTION MARK - DETAIL NUMBER /SHEET NUMBER S1 ROOF RIDGE LINES Iqu FLOOR STEP 6333 CONCRETE BEAM CALLOUT - SEE SCHEDULE C1 STEEL COLUMN ABOVE FLOOR LEVEL SC1 STEEL COLUMN BELOW FLOOR LEVEL � REVISION NUMBER - SEE TITLE BLOCK FOR DATE /O REVISION CLOUD C m ABOVE BELOW STEEL COLUMN JOISTS OR TRUSSES - SEE SHOP DRAWINGS PARTITION ABOVE B W CONCRETE COLUMN - SEE CONC. COL SCHED. 6 FILLED CELL - SEE CONC. COL. SCHED. CMU WALL CURRENT LEVEL CMU WALL ONE LEVEL BELOW NEW CONCRETE SLAB NEW CONCRETE BEAM NEW CONCRETE FOOTING P. WELD SYMBOLS a18 a q� TIE BEAM TRANSITION SYMBOLS = UPLIFT FORCES& CONNECTORS -SEE STRAP SCHED. 10— FF +0'-0" ELEVATION MARKER - SEE ARCH PLANS FOR+0'-0" +55.06 WIND PRESSURES ON OPENINGS (GIVEN IN PSF) 88,88 CONCRETE WALL VERTICAL REINFORCEMENT. SEE FOUNDATION / FRAMING PLANS FOR LOCATIONS nn Tninn �Qy�y BELOW REINFORCED MASOOPENING RY WALLON yl STORY ZONE A: NAILING SCHEDULE (NON -BLOCKED DIAPHRAGM)O BUILDING BOUNDARY 10d @ 4" O/C OA ALL OHTER PLYWOOD EDGES 10d @ 4" 0/C U FIELD 10d @ 6" O/C Cd ZONE B: NAILING SCHEDULE (BLOCKED DIAPHRAGM) - BUILDING BOUNDARY 10d @ 4" O/C 1 AL HTER PLYWOOD EDGES O FIELD 10d @ 6" O/C R4 AO O B O 13 LYWOOD BLOCKING DETAIL � .� S3 32 =1' o' S' 10' 20' 4 F••( N U v I 4' - el0iAS6F ROM �I Vorw Job No.1306083 9MUCTURAL DETAIL AND PLYWOOD BLOCENG SPLICE TOP BARS ONLY OVER THE MIDDLE OF THE BEAM IN BETWEEN NOTE: SEE REINFORCEMENT SPLICE DErA' INTERMEDIATE SUPPORTS (IF A CHART INCLUDED IN THIS SET OF FI.,-0011I05 I+IRM-J4A0030 90 DEGREE ACI STANDARD HOOK SPLICE IS REQUIRED) STRUCTURAL PLANS FOR ALLIDEAS,DENGNS.ARRANGEMWS,&PLANSINOWATED VROPERWOF''TTMBOFFCE ON ALL TOP BARS BEAM END DETERMINING APPROPRIATE BEAM @ SPLICE BOTTOM BARS ONLY A SPLICE LENGTHS, OVER THE INTERMEDIATE BEAM &WERECRFAT0,EVOLVED,& DEVELOPED FOR USE ON, & IN CONNECTION WITHTHE SUPPORTS (IF A SPLICE IS SPECIFIED PROJECT, NONE OF SUCH IDEAS, DESIGNS, ARRANSEMENTS, OR PLANS SHALL BE USED SY, OR REQUIRED)' DISCLOSED TO ANY PERSON,. FIRM, OR CORPORATION FOR ANY FIJRPOBE WHATSOEVER WITHOUT THE WRITTEN 5 PERMISSION OF RANDALL E. STOFFT. ARCHITECTS, PA WRITTEN DIMENSIONS ON THESE DRAWINGS SHML HAVE PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS SHALL VERIFY & SE RESPONSIBLE FOR ALL DIMENSIONS & CONDITIONS ON THE JOB, & THIS OFFICEM ET BE NOTIFIED TO IOR : OF ANY ONS FROM THE DIMENSIONS AND MOWN FACE OF STD. FACE OF STD. HOOK LSTOFFT CONDITIONS BY THESE DRAWINGS SHOP DETAILS OF ADEQUATE SCALE MUST BE SUBMITTED TO THIS OFFICE . . FOR APPROVAL BEFORE PROCEEDING WITH FABRICATION ON ITEMS SO NOTED. CZ1T. ALL MOWS RESETVED RANDALL ARCHITECTS PA. I SEC. A-A�i 6" MIN INTO SUPPORTS STIRRUPS w A > 1-1/2" CLEAR CONC COVER L1 s CLEARSPAN TO THE TIES ON ALL ELEVATED BEAMS TERMINATE (1) BOTTOM BAR WITH O 3" CLEAR CONIC COVER ON ALL GRADE BEAM /� 90 DEG,ACI STANDARD HOOK i SIDES CAST AGAINST SOIL Jj S „ 5 MASONRY WALL CONTROL J 14 TYPICAL MULTI SPAN BEAM REINFORCING DETAIL ; S3 SCALE: N.T.S. S3 SCALE: N.T.S. 83 SCALE: N.T.S. ■ a w STRUCTURAL NOTES GENERAL TAKE STRUCTURAL SHEETS SHALL ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE PRECEDENCE OVER STRUCTURAL ITEMS IN OTHER TRADES' PLANS. EXCEPTION: NOTES IN OTHER TRADES' PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE STRENGTH FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN. PROJECT SPECIFIC CODES USED: ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE, 2014. THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER CONFLICTING ITEMS). GRAVITY LOADING (ASCE 7.10 CHAPTER, TABLE C3-1 & C3-2) SEE GRAVITY LOADING CHART FOR DESIGN LOADS. DEFLECTION DESIGN CRITERIA ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR: • TOTAL LOAD: SPAN 1240 • REINFORCED CONCRETE ELEMENTS: LIVE LOAD+LONGTERM SPAN/360 • WALL / MULUONS: L / 175 • OTHER ELEMENTS: LIVE LOAD: SPAN 1480 • ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS: LIVE: L1240, TOTAL: LJ180 PER FBC TABLE 16D4.3 WIND LOADING (ASCE 7.10) WIND SPEED-170 MPH (3 SECOND GUST) EXPOSURE - C BUILDING TYPE= ENCLOSED, RIGID MRH-15.44' STRUCTURE CATEGORY = II KD-0.85" EITHER ASO OR LRFD LOAD COMBINATIONS PER ASCE7.10 HAVE BEEN USED FOR DESIGNING THE VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT. INTERNAL PRESSURE COEFFICIENT-+/-0.18 COMPONENTS & CLADDING DESIGN WIND PRESSURES: WALLS: 9'4" HEIGHT ZONE 4 = +42.2 PSF, -46.1 PSF ZONE 5=+42.2 PSF, •63.8 PSF 11'A" HEIGHT ZONE 4 = +41.6 PSF, . 5.6 PSF ZONE 5=+41.6 PSF, -57.8 PSF ROOF: SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT, SIZE AND PRESSURE REQUEST FOR INFORMATION PLEASE USE HAND SKETCHES AND OTHER VISUALIWRITTEN METHODS TO COMMUNICATE A CONSTRUCTION QUESTION. SEND TO US VIA EMAIL OR FAX CONTRACTING NOTES • GENERAL CONTRACTOR MUST FAMIUARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE COORDINATION HAS BEEN PERFORMED, THIS OFFICE SHALL BE CONTACTED IMMEDIATELY] CASE THE CONTRACTOR FINDS ANY MISSING. AMBIGUOUS, UNCLEAR OR CONFLICTING INFORMATION. • THE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND SEALED STRUCTURAL PLANS, APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS. • ALL OPENINGS BELOW 60'-0' TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS • GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY. • CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS IN EXCESS OF THEIR CAPACITY. • THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS. PROJECT PLANS, DETAILS & ARCHITECTURAL BACKGROUNDS ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS THAT REFERENCE SPECIFIC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE PRECEDENCE IN ALL CONFLICTING ITEMS. ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS, PARTITION LOCATIONS, ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE CORRESPONDING TRADE'S PLANS FOR FINAL LAYOUTS AND DETAILS. DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS. IF THE DIMENSION NEEDED IS UNAVAILABLE, PLEASE CONTACT THIS OFFICE. SHALLOW FOUNDATION (SOIL PRESSURE:ASD, FOOTING DESIGN: LRFD) BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2,500 PSP. SITE PREPARATION (ANY DE-MUCKING,DE.MIATERING, PRE -CONSOLIDATION, COMPACTION, PRESCRIBED TESTING OR ANY OTHER PROCEDURE, PRECAUTION OR RECOMMENDATION, AS OUTLINED IN THE SOILS REPORT) TO BE PERFORMED PER SOILS AND SUBSURFACE INVESTIGATION: DUNKELSERGER ENG. 07/12/05 N' 04-10-1788 TOP OF EXTERIOR FOOTINGS SHALL BE MINIMUM 14" BELOW FINISHED GRADE. PRECAUTIONS TO BE TAKEN PRIOR TO EXCAVATING BESIDE OR UNDERNEATH EXISTING STRUCTURES, WHERE ADJACENT TO RETAINING WALLS OR POOL WALLS, BASE OF FOOTINGS SHALL BE DEEP ENOUCtH AS TO SE LEVEL WITH THE FOOTINGIBASE OF THE ADJACENT RETAINING WALLIPOOL. ALL ISOLATED FOOTINGS ARE INTENDED TO BE CENTERED WITH THE COLUMN THEY SUPPORT, U.N.O. /� Y THE CONTRACTOR TO SUPERVISE INSPECT VERIFY AND THE SOILS ENGINEER SHALL BE RETAINED B , CORRECT ANY SOILS CONDITIONS NECESSARY TO ACHIEVE THE SUPPORT OF THE PROPOSED STRUCTURE. THE CONTRACTOR SHALL DE -WATER THE SITE FOR FOOTING CONCRETE TO BE PLACED AGAINST DRY SOIL. ANCHORING SPECIFICATIONS EPDXY SHALL BE HILTI HIT HY 150 MAX CONCRETE SCREWS SHALL BE HILTI KWIKLCON II (NQA#12-0625.05) EXPANSION BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILTI KWIK BOLT 3 OR EQUAL. 3000 PSI CONCRETE (ACI 318-11, 315-08, LRFD) READY MIX CONCRETE TO ACHIEVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI FOR ALL STRUCTURAL ELEMENTS (INCLUDING, BUT NOT LIMITED TO FOOTINGS, SLABS, BEAMS, COLUMNS) UNLESS OTHERWISE NOTED ON THE STRUCTURAL PLANS. SLABS ON GRADE SHALL BE PERMITTED TO BE POURED WITH 2500 PSI CONCRETE AND 0.5 WATER TO CEMENT RATIO. SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE FABRIC: SHALL COMPLY WITH ASTM A-185. FABRIC SHALL BE PLACED 3 FROM THE TOP OF THE SLAB. LAPS SHALL BE 6" MIN. W W M SHALL BE OVERLAPPED 30" AT PERIMETERS. CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE MIX IS TO BE PLACED CONCRETE REINFORCEMENT (AC1318-11, 315, LRFD) TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED IN ALL AREAS OF THE SLAB AND RUNS PERPENDICULAR TO THE MAIN REINFORCEMENT. CONCRETE REINFORCEMENT BARS, STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-616 (GRADE 60). REINFORCING BARS THAT ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL STEEL SHALL CONFORM TO ASTM A-706 (GRADE ISO). REINFORCING BARS CONTAINING A LIGHT COAT OF RUST SHALL BE ALLOWED. ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS PROJECT. FIELD WATER IS NOT PERMITTED TO BE ADDED TO THE CONCRETE MIX ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES. WELDED REINFORCEMENT SHALL CONFORM TO AWS DIA OR BE ASTM A706 GRADE 60, ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO) ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR. CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUND: ALL BAR SIZES 3' FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL: #5 BARS OR SMALLER 1-112" ALL OTHER BAR SIZES 2- FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND SLABS, CAST IN PLACE WALLS' BEAMS AND COLUMNS 1.1/2' COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS. THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1 %AMOUNT OF REBAR TO BE USED AT THE DISCRETION OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS FOUND TO BE CRITICAL DURING CONSTRUCTION. ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS, RECESSES, PIPES, PENETRATIONS, SLEEVES, ETC. ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH CONCRETE EPDXY BONDING AGENT APPLIED AS PER THE MANUFACTURER'S SPECIFICATIONS. ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT, LAITANCE, DEBRIS, ETC, PRIOR TO THE PLACEMENT OF ANY CONCRETE. CONCRETE PLACEMENT AC1347.2R-10, 4.5: NO WORKER SHALL BE ALLOWED DIRECTLY UNDER THE FORMS DURING CONCRETE PLACEMENT. CURING AGENTS USED ON ROOFS SHALL BE CHECKED FOR COMPA71BILRY WITH ROOFING MATERIALS. CONCRETE TESTING QUALIFIED FIELD TESTING TECHNICIANS SHALL PREPARE SPECIMENS REQUIRED FOR CURING UNDER FIELD CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING SPECIMENS FOR LABORATORY STRENGTH TESTS. ACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY, ONE TEST (CONSISTING OF BREAKING (2) 6-0 DIAMETER x 12" HIGH CONCRETE CYLINDER SAMPLES, MOLDED AS PER ASTM C31 AND TESTED PER ASTM C39) SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF: -ONCE A DAY -ONCE EVERY ISO CUBIC YARDS -ONCE EVERY 5000 SQUARE FEET OF SLAB OR WALL SURFACE AREA 7 DAY, 14 DAY AND 28 DAY TEST REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE CLIENT SHALL RETAIN A REPUTABLE TESTING COMPANY TO BE ON SITE AT THE TIME OF CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM COMPRESSIVE TESTING. IF LESS THAN 50 CUBIC YARDS ARE USED FOR A SINGLE CLASS OF CONCRETE, TESTING IS NOT REQUIRED IF SUFFICIENT EVIDENCE IS PROVIDED TO THE BUILDING OFFICIAL. WOOD TRUSSES (PRE-ENGINEERED) BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 20OLS ALONG ANY PANEL POINT. TRUSS TOP CHORD ABLE TO SUPPORT 300 LB DUE TO MAINTENANCE WORKERS PER FBC TABLE 1607.1. STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES, GIRDERS AND ANY CONNECTIONS REQUIRED BETWEEN THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THE FORM OF SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER OF RECORD FOR GENERAL COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS. I TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY FRAMING PLANS BY THE ENGINEER OF RECORD. TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING PRESSURES DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS. DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (RO0F)0?I 85): DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 80); BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT 76); HANDLING AND ERECTING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (HIB-01). DRAFTSTOPPING SHALL BE INSTALLED AGAINST THE SIDE FACE OF WOOD TRUSSES PER THE BELOW REQUIREMENTS. MATERIAL SHALL NOT BE LESS THAN 112' GYPSUM BOARD OR 3/8" PLYWOOD. FOR WOOD ROOF TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBC 717.4.3 SUCH THAT ANY HORIZONTAL AREA DOES NOT EXCEED 3000 SOFT. FOR WOOD FLOOR TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBCR 30212. SUCH THAT ANY HORIZONTAL AREA DOES NOT EXCEED 1000 SOFT. MASONRY (1MS402.11/ACI 530/ASCE 5, ASO) THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY. STRUCTURAL DESIGN SHALL BE IN ACCORDANCE WITH ACI 530-05/ASCE5-05/TMS 402-05, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. MASONRY UNITS SHALL BE ASTM 0-00 TYPE II WITH MINIMUM COMPRESSIVE STRENGTH OF 19W PSI ON NET AREA OF INDIVIDUAL UNITS PER FBCR 606A. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND U.O.N. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A-616 GRADE 60. ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIFICATION C-270 WITH MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. NO TESTING FOR MORTAR STRENGTH IS REQUIRED FOR THIS PROJECT. MORTAR MAYBE RE -TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO MORE THAN 2.5 1 HOURS AFTER INITIAL MIXING. GROUT SHALL BE A HIGH SLUMP MIX (8"-11") IN ACCORDANCE WITH ASTM SPECIFICATION C-476 HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. NO TESTING FOR GROUT STRENGTH IS REQUIRED FOR THIS PROJECT. FBCR4407.4.1.6: PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY SECOND COURSE FOR ALL EXTERIOR WALLS. THIS REINFORCEMENT SHALL EXTEND MIN V INTO ALL CONCRETE COLUMNS. SHOP DRAWINGS: FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES HAVE STAMPED AND: • GENERAL CONTRACTOR HAS VERIFIED.- -FIELD DIMENSIONS -AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS -GENERAL COMPLIANCE WITH THE APPROVED PLANS • ARCHITECT HAS VERIFIED: -INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS, COFFERS, VAULTS ANUANY OTHER GEOMETRICAL CEILING FEATURES. -LENGTH OF OVERHANG, RIDGE LINES AND ROOF PITCH -MINIMUM AREAS DESIGNATED FOR STORAGE SPACES. -EXTERIOR WALL RECESSES GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY THE DELEGATED ENGINEER FOR APPROVAL. CONTRACTOR NTRA OR TO ANTICIPATE FOR TIME OF REVIEW, ADJUSTMENT AND RESUBMITTAL. SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH THE DESIGN PARAMETERS SPECIFIED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS REQUIRED BY THE ABOVE MENTIONED CODES. DESIGN PARAMETERS USED AND ALL LOADS FROM SPECIALTY MEMBERS ACTING AGAINST THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE REVIEW PACKAGE. ABOND BM.REVIATION LEGEND: LL -LIVE LOAD ADDL - ADDITIONAL LLBOND SM. - STEEL ANGLES WITH LONGI AS - ANCHOR BOLT LEGS BACK TO BACK ACI -AMERICAN CONCRETE INSTITUTE MCJ - MASONRY CONTROL JOINT AISI - AMERICAN IRON AND STEEL INSTITUTE MO -MASONRY OPENING AISC -AMERICAN INSTITUTE OF STEEL MFR -MANUFACTURER CONSTRUCTION MIN •MINIMUM AL - ALUMINUM MISC -MISCELLANEOUS ASO - ALLOWABLE STRESS DESIGN NTS - NOT TO SCALE BAL - BALANCE, REMAINING O/C - ON CENTER SPACING BP - BASE PLATE OD - OUTSIDE DIAMETER BOT - BOTTOM PT - PRESSURE TREATED WOOD CANT - CANTILEVERED PSI -1 LS PER SQUARE INCH CIP -CAST IN PLACE PSF - I LB PER SQUARE FOOT CL - CENTER LINE PLF -1 US PER LINEAR FOOT CLG -CEILING PL -PLATE OUR -CLEAR R.S. -RING SHANK NAIL CONIC -CONCRETE RC - REINFORCED CONCRETE CJ -CONTROL JOINT CONSTRUCTION JOINT SDS •SELF DRILLING SCREW CONN.- CONNECTION STD -STANDARD CMU - CONCRETE MASONRY UNIT SCOND SM. - STEEL ANGLES WITH SHORT DBA - DEFORMED BAR ANCHOR LEGS BACK TO BACK DET -DETAIL SCHED-SCHEDULE DL - DEAD LOAD SJI - STEEL JOIST INSTITUTE DIA -DIAMETER SDI - STEEL DECK INSTITUTE EA -EACH SW-SHEARWALL E.E. -EACH END SW -SHORT WAY E.W. -EACH WAY TON •2000 LB EWTB- EACH WAY, TOP AND BOTTOM T/ - MEMBER'$ TOP ELEVATION EF -EACH FACE TS - TUBE STEEL (HOLLOW STRUCTURAL EJ -EXPANSION JOINT SECTION) FBC - FLORIDA BUILDING CODE TOS -TOP OF SLAB FTG -FOOTING TOB -TOP OF BEAM GA -GAUGE UNO - UNLESS NOTED OTHERWISE GC - GENERAL CONTRACTOR U. - UPLIFTVALUE IN LB HS - HEADED STUD / NELSON STUD VIF -VERIFY IN FIELD HC-HOLLOWCORE W/ •WITH HDG -HOT DIPPED GALVANIZED WWF - WELDED WIRE FABRIC HSS - HOLLOW STRUCTURAL SECTION KLF -1000 PER LINEAR FOOT 0 - DIAMETER KO - KNOCK -OUT 1 KIP - 1000 LB KSI - 100D LB PER SQUARE INCH LW -LONG WAY LRFD - LOAD AND RESISTANCE FACTOR DESIGN PLYWOOD - FACE GRAIN 1 PLYWOOD S4 SUPPORT BLOCKING SCALE: N.T.S. 3000PSI CAST IN PLACE CONC. NORMAL ROOF UPLIFT (LBS) (LBS) (LBS) 100 125% - 21,000 26,250-19,000 Il. 1/ry4" 114" II. II 2x4 BLOCKING IN BETWEEN TOP CHORDS OF TRUSSES TO PROVIDE SUPPORT FOR PLYWOOD DECKING AT CHANGE OF FACE GRAIN DIRECTION. ATTACH TO EACH END W/(2)16d TOE NAILS. PLYWOOD FACE GRAIN WOOD ROOF TRUSSE: SEE APPROVED SHOP DRAWINGS FOR OVERNING LAYOUT BEARING WALL, CMU OR OTHER SEE FRAMING PLAN FOR SPECS. 8" MIN DEPTH CONCRETE OR GROUT FILLED CMU 3 114" 1 1/4" F 13/1 S" DIA. HOLES FOR3/4"L\ DANCHORS S I S FRONT VIEW 2 S4 1 /27/2017 AHU HANGER: 3(8"0 HEADED RODS AT UNDERSIDE. THREADED END AT TOP, SECURE WITH NUT (WELDED OR OTHERWISE LOCKED TO ROD) 4 TOTAL TO SECURE TO 2 TRUSSES t J of P. CLASSIC Structural Engineering I STEEL ANGLE: L3x3x1/4x8" (3)1/4.0 THROUGH BOLTS. 1,5' TRUSSTOP CHORD rF--— — — — — — — — — — — — — II AIR HANDALING UNIT a= STEEL �L — ----— --- C STU D: — I 4008200-66 11 Li (4"xO,2"-14GA) — — — — — — C— --------------- PER FARID ABUGATTAS, P.E. STRUCTURAL ENGINEER 7318 TEXAS TRAIL BOCA RATON, FLORIDA 33487 PHONE: (954) 667 - 7803 FAX: (561) 665 - 54 8 P.E. LICENSE # 72471, CA#29407 WWW.PROJECTCLASSIC.COM PROJE T# FARID@PROJECTCLASSIC.COM 1275 PRE-ENG. ROOF TRUSSES @ 24" O.C. SEE APPROVED SHOP DRAWINGS. 12 NOTE: SEE ARCHITECTURALS FOR ROOFING TYPE. SEE PLYWOOD NAILING DE' FOR NAILING PATTERN. , HURRICANE TIES. SEE STRAP SCHEDULE BOND BEAM TRUSS BOTTOM CHORD REINFORCED CMU WALL -J 11/16" DIA. HOLES PROVIDE 3/4" 'DX PLYWOOD SERVICE FLOORING TO 4 AHU UNIT SEE FOUNDATION AND FRAMING PLAN FOR VERTICAL FOR 518" DIA. SERVICE AHU. PLYWOOD REINFORCEMENT DIAMETER AND THROUGH BOLTS SEARS OVERTOP OF FASTENED WITH 8ds D@ 34 OUNTING DETAIL LOCATION. SEE TYPICAL DETAIL FOR 6"O/C. SCALE: N.T.S LADDER TYPE REINFORCEMENT. c 3/8" STL. PLATE SIDE VIEW 3"MIN. CONC. EDGE CONCRETE OR GROUT FILLED CMU 3/4" DIA. HILTI "HAS" THREADED ROD, DRILL 13/16" DIA. x 6" AND EPDXY IN - PLACE WITH HILTI HY150 EPDXY 1/4" STL PLATE U.N.O. IH uI 2PLY -Woo 3 g" W+1" 3PLY =W=53/8" 1 4 PLY =W= 7Y" GIRDER BUCKET DETAIL SCALE: 1-1/2" = 1' 12" CMU WALL W/ #9 LADDER TYPE REINF EVERY OTHER COURSE GROUT ALL — CELLS BELOW F.F. TYP. PAVERS ON SAND m W FIN. GRADE. - REINF 'PER fV - — SCHED.-I I I I- _I i SCHEDULE — — l- I 11 II _L I 3 CMU AND PAVERS S4 SCALE: 1/2" = 1' ALUMINUM SCREEN ENCLOSURE (ALLATTACHMENTS TO CONCRETE STRUCTURE BY SCREEN MANUFACTURER) PAVERS ON WELL COMPACTED SUB -GRADE #4's@ 36" O/C — BOTTOM I —_-(1)#5'CONT. BOTTOM I I I- 8"x8" CONCRETE FOOTING 6 SCREEN ENCLOSURE S4 FOOTING DETAIL SCALE: 3/4" = 1' BOTTOM CHORD BRACING AND LATERAL RESTRAINTS SEE TYPICAL DETAILS. TYPICAL n�r�r I r[VJa I BOND BEAP (4)DETAISCALE: 3/4" REVL MM I BY J DATE PERMIT SETS ISSUED ONO 01.30.16 Job No. 1306083 1' I go l 1 Al 1 ALL MEAS. DESIGNS. ARRANGEMENTS.&PLANS INDKATED L� OR RERtESENTED SYTNIS DRAWING AREOWEDBY,6 ME PROPERTY OF THIS OFFICE 6 WERE CREATED ,EVOLVED,& tFr1f O DEVELOPED FOR USE ON,& IN CONNECTION WITH THE O SPECIFIED PROJECT. NONE OF SUCH IDEAS, DESIGNS, AN ARRGEMENTS. OR BANS SHALL BE USED BY, OR DISCLOSED TO ANY PERSON, FIRM, OR CORPORATION FOR ANYPURFOSEWHATSOEVERWIMOUTTHEWRITTEN PERMISSION OF RANDA E STOFFT, ARCHRECTS, PA WRITTEN DMENSpNS ON THESE ORAWNG6611NLL HAVE PRECEDENCE DVEfl MRACTOR6 RESPONSIBLEFORA5 RS& SHALLVERIFY &BERESPONSIBLEFFICEM CONDITIONS ONTHEJOB, TBEN MST BE NOTIFIED OFANYVARIATIONS ATHEDIMERSI OMENSx1NSAND BY THESE CONDITIONSEHCWN BY THESE DRAWIG6. BIIOP DETAIb ,y ST OFAOEOROVAL SUEEDING ^�Ta�j BEFORE PROCEEDING FOR APPROVAL BEFOREPROCEEDING WITH FABRICATION ON nFABRI6O CW ITEMS BO NOTED.®R61i.ALL RIGHTS FIESFRJED RANDALL BTOFFT ARGHITECTSPA 1 i . f Al2 Z APPROVAL MARK INDICATES THAT SPECIALTY LOADS IMPOSED BY THE MEMBERS SHOWN IN _ FARI D A�lJ�TTA, P, E. THESE SHOP DRAWINGS ARE COMPATIBLE AND �` ADEQUATELY SUPPORTED BY THE STRUCTURE f\ r- STRUCTURAL ENGINEER DESIGNED BY THE STRUCTURAL ENGINEER OF RECORD. 7318 TEXAS TRAIL Z APPROVED REVIEWED BY: F.A. BOCA RATON, FLORIDA 33487 CLASSIC PHONE: (954) 667 - 7803 FAX: (561) 665 3438 APPROVED AS NOTED P.P.E. LICENSE 72471. CA#23407 Structural Ergireerirg WVWV.PROJECTCLASSIC.COPvI RESUBMIT WITH CORRECTIONS FAFtIDa'(,_?PROJECTCLASSiC.COM Mod --- E6'4' .L._ 2'J'2' II I "U -- -13464 22'4' - 7 m r t Y f- AA9'GG3379 ARfWf1108 APPROVED 0 REVISE & RESUBMIT APPROVED AS CORRECTED ® REJECTED This review is only for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Corractbns or comments made on t'le shop drawings during this review do not relieve the contractor from complliancR with the require- m3nts of the plans and specifications. Approval of a specific item shall not €nciude approval of an assembly of which the item is a component Cca- tractor is responsible for: Dimensions to be confirmed and corgi iated at the job site; Info nralw that pertains solely to the fabrication processe's or io 4,a means, metiods, techniques, sequences and procedures of construc- tion; coordination of the work of all other trades: and for performing all work in a safe and satisfactory manner. DATE: ®L_._ .10.1 7 BY: CONCEALED FASTENERS OR MAV4t NT: ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD TILE L0,41DINCH 170 m.p.h. UJIND ExF05URE C 4-3/1(o" HEEL 24" SQUARE 12 ra� T�rF f CAL TRL�55 ENE) i l a N"0TEID ON L,4'<0UT. 3E,4RING HEIGHT61 HANGER TA<EOF� NOTE IT 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ARCHITECT TO PROVIDE AN APPROPRIATE CONNECTION FOR TRUSSE TO SUPPORTING STRUCTURE PER ACTIONS SHOWN ON TRUSS ENGINEERING. SPECIAL CONSfDERA IONS FOR MECHANICAL EQUIPME) AND/OR PLUMBING (AND THEIR C NECTIONS) IN TRUSS SPACE MUST BE DIAGRAMMED BY BUILDER ON APPROVED TRUSS LAYOUT PRIOR TO FABRICATION, THIS COMPANY 15 A TRUSS MANUFAgTUF,�ER WHOSE RESPONSIBILITIES ARE LIMITED TO THOSE DESCRIBED IN WTCA I-1955 'DESIGN RESPONSIBILITIES'. A�{gGCORDINGLY, IT DISCLAIMS ANY RESPONSIBILITIES AND/OR LIAE3IL17Y FOR THE CONSTRUCTION DESIGN, DRAWINGS, DOCUMENTS INCLUDING THE INSTALLATION AND BRACING OF TRUSSES MANUFACTURED BY THIS COMPANY. UJ74F;�NfN CONVENTIONAL FRAMING, ERECTION AND/OR PERMANENT BRACING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, OR TRUSS MANUFACTURER_ PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOMINOINO DURING ERECTIONt AND PERMANENT BRACING WHICH MAY Be REQUIRED IN SPECIFIC APPLICATIONS. SEE 'GUIDE TOG PRACTICE FOR HANDLING, INSTALLING, RESTRAINING 4 5RAC143 OF METAL PLATE CONNECTED WOO.: . 2US5F: REC C'0-1-1END/;T O; ;5' �C51 2006i FOR FURTt-IER ION. TRUSSES SHALL BE INSTALLED IN A STRAIGHT AND PLUMS POSITION, WHERE NO SHEATHING 15 APPLIED DIRECTLY TO TOP AND/OR BOTTOM CHORDS, THEY SHALL BE BRACED AS SPECIFIED ON THE ENGINEERED DESIGN. TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE OR PERSONAL INJURY_ ATT I T ON APPROVAL OF THIS Tit 155 LAYOUT IS NECESSARY BEFORE F BRfCATfON CAN BE, VERIFY SPANS, PITCI—IE , OVERHANGS, HEEL AND BEARINC$ CONDITf N5. ACCEPTANCE C THI5 LAYOUT A55UI"fEIS rOTAL RE5PON5I5fL TRUSSES WILL 5E BUIL PER THIS LAYOUT. 00 TU155 14 N T L45 4O-7-321-1440 / 38( -8 2-50�8 / 352-55 i-4 0\Gl1J00D / Oar 10N �EAGN / ?A5� OTTE CUSTGMER F�40EN I X fREALTO fJ05 NAME I O D L LOT/BLK/SUBD I V LOT T4fRFON FLATS SCALE DATE DRAWN Y JOB NUMBER L. zil/Ii S. c. 15218 IN. MINIMUM FLOOR ELEVATION 6.50 FEET (NGVD) = 5.01 FEET (NAVD) MINIMUM CROWN OF ROAD ELEVATION 5.00 FEET (NGVD) = 3.51 FEET (NAVD) FLOOD ELEVATION THE OVERALL SUBJECT PROPERTY LIES WITHIN THE FOLLOWING FLOOD HAZARD ZONES PER FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NUMBER 12111C0093J, DATED: FEBRUARY 16, 2012: ZONE AE - BASE FLOOD ELEVATION - 4 FEET (NAVD) ZONE X - N/A l ZONING DEVELOPMEN (PER ST. LUCIE COUNTY LDC SEI ZONING REQUIREI LOT SIZE 8,000 S.F. - 10,( LOT COVERAGE (SEE CALCULATIONS, THIS SHEET) 30% = 3,658 S ROADWAY FRONTAGE 30'-0" (Mlf FRONT SETBACK 25'-0" (MIP REAR SETBACK 15'-0"(MIP SIDE SETBACK T-6" (MIN STRUCTURE HEIGHT 35'-0' (MA; 1. BUILDING HEIGHT IS THE VERTICAL DISTANCE BETWEEN MINIMUM FINISHED GRADE AND THE HIGHEST FINISHED MAIN ROOF STRUCTURE AND THE AVERAGE DISTANCE BETWEEN THE EAVES AND THE RIDGE OF SLOPED ROOF WITH A PITCH GREATER THAN A 4:12 RATIO. AREA CALCULATION FOR LOT COVERAGE FOOTPRINT 2939 SF 2939 SF 0SITE PLAN �. FILE., Z0oPy w �I �QO I wa V w � J I r� I I , r pp, l o � I [J U U �1 i i (� 0 < U ^ ~ F ( � H 0 r, 14 to � c mom ANr ` Job No. 1306083 FEB 2 3 2017 FL-0011105 FIRM-AA003379 ALL IDEAS. DESIGNS , ARRANGEMENTS, B PLANS IF OR REPRESENTED BY THIS DRAWING ARE OWNED BY&THE PROPERTY OF TH15 OFFICE. & WERE CREATED, EVOLVED. & Q N W DEVELOPED FOR USE ON, & IN CONNECTION TH THE SPECIFIED PROJECT. NONE OF SUCH IDEAS. DESIGNS, ARRANGEMENTS, OR PLANS SHALL BE USED BY, OR DISCLOSEDTOANYPERSON, FIRM, OR CORPORATION FOR .Q a ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN PERMISSION OF RANDALL E. STOFFT, ARCHITECTS, P.A. WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS f ,G SHALL VERIFY & BE RE5PONSI BLE FOR ALL DIMENSIONS & CONDITIONS ON THE JOB,& THIS OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND l! C CONDITIONS SHOWN BYTHESE DRAWINGS. SHOP DETAILS OF ADEQUATE SCALE MUST BE SUBMITTED TO THIS OFFICE FOR APPROVAL BEFORE PROCEEDING WITH FABRICATION ON ITEMS SO NOTED. ID 2017 ALL RIGHTS RESERVED RANDALL STOFFT ARCHITECTS P.A. a u s P u a a a 4 a i I