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HomeMy WebLinkAboutBUILDING PLAN PAGE 16-310 in TOP OF CHIMNEY EL. + 36-4" IF 56.13 AVID 57.56' (NGVD) (DfQF T(E-DF- _ EL. + 36-8" 54.46' (NAVD) 55.89' (NGVD) DECORATIVE FIBERGLA5 TAPERED COL FROM 10"0 TO 60 COVER OVER 5TL. COL. (TYP. a THIRD FLOOR COVERED TERRACE) 0 ' (SEE STRUCTURAL DWG'5 FOR SIZE) �. 42"H. RAILING TO REJECT AV' SPHERE (TYP. ALL RAILING LOCATIONS) TOP OF FIN. 3R9 FL. SLAB - 40,13' (NAVD) 41.56' (NGVD) .� TOP OF LOWEST POINT. 01 EL. + 22'-21/2" TOP OF FIN. 2ND FL. SLAB 29.13' (NAVD) 30.56' (NGVD) 12"X12" PRECA5T COL. COVER OVER 5TL. COL. (TYP. 0 COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) BOTTOM OF GRADE BEAM EL. - Y-4" EL. +17.89' (N.G.V.D.) EL. +10.46 (N.A.V.D.) 2' ABOVE 0 10'HORIZONTAL 915TANCF FROM ANY ROOF FLUE EXHAUST TO BE SURFACE STANDING SEAM METAL ROOF (TYPICAL 0 ALL ROOFS) 12 41 lip ]a iI m ■i ■s■■loom 1"UNIN �■ �■ ■ ®I■iFa ■■ �. ■■■■! Is� 1 1■■■+71■■ ■iom�i ■■■■ ®a%■aaln-■■■tea—�■N■■i 9R#�,1 ir■ i■■Fw■■■■■■■■r�mt�81■■■■■■■■s■■■1 �■■■�Is■s■■■■■�s■n■■■■■�i■■ ���■■��■=N ■� ii■ Zit■i���■iral MEN �IIFBI �111111 111Frel111:1..1111W 4" SMOOTH STUCCO TOP OF LOWEST P T. 0 WALKWAY - BAND (TYP) EL. + 11'-21/2" ppz U 1A ❑ ❑ ❑ • (V MAIN HOUSE SMOOTH STUCCO SILL NOTE: ALL EGRESS WINDOWS TO COMPLY W/ F13Q AN OUTSIDE WINDOW OR DOOR OPERABLE FROM THE IN51DE WITHOUT THE USE OF TOOLS AND PROVIDING A CLEAR OPENING OF NOT LE55 THAN 20" WIDE X 24" HIGH AND 5.7 5Q. FT. IN AREA. THE BOTTOM OF THE OPENING SHALL NOT BE MORE THAN 44" OFF THE FLOOR. THE MODE OF OPERATION MUST NOT REQUIRE THE USE OF A KEY, TOOL, SPECIAL KNOWLEDGE OR EFFORT TO MAKE AVAILABLE THE REQUIRED CLEAR OPENING, AND NO PART OF THE OPERATION MECHAN15M SHALL BE PLACED HIGHER THAN 54" ABOVE THE FINISHED FLOOR. SMOOTH STUCCO BA5E (YP) NOTE: VERIFY ALL WINDOW & DOOR ROUGH OPENINGS WITH WINDOW & DOOR MANUFACTURER. SMOOTH STUCCO BAND (V F 2'-0" TOP OF LOWEST POINT. EL. + 22'-21/2" TOP OF LOWEST POINT EL. + 11'-21/2" MAIN HOUSE EAST ELEVA- b DECORATIVE FIBERGLA5 TAPERED COL. FROM 10"0 TO 8'0 COVER OVER STL. COL. (TYP. — THIRD FLOOR COVERED TERRACE) (SEE STRUCTURAL DWG'9 FOR SIZE) 8" CONTINUOUS SMOOTH STUCCO BAND (TYP) TOP OF FIN. 2ND FL. SLAB EL. + 11-4" 29.13' (NAVD) 30.56' (NGVD) K 1H )l STUCCO FIN15H FIN. FL.15T FL. 5LA5 EL.+O-0" DATUM) STANDING SEAM METAL ROOF (TYPICAL 0 ALL ROOFS) 12 4 (— O 42"H. RAILING TO REJECT A 4" ALELL RA]LILINGG LOCATION5) 12"X12" PRECAST COL. COVER OVER 5TL . GOL . (TYP. COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) 18�';i1 a I �aV PaV..Y u.�r1/:hYd�o 6.�iYf ri Y,.i.aa¢L L'F. eta, i.u {.ia�d SWrro. v✓ ricnl THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CCRf1ECTIGNS REQUIRED BY FIEL.0 IN SPEC='AS THAT MAY BE NECESSARY IN GIRDER TO aampw WITH ^III, ArBOk16349h.r PARIA04 4" 5MO0TH STUCCO BAND (TYP) IK 1J A SMOOTH STUCCO BASE (TYP) 2' ABOVE 0 10'HORIZONTAL 015TANCE FROM ANY ROOF FLUE EXHAUST TO BE SURFACE DECORATIVE WOOD OR EP5 OUTKIGGER5 O TOP OF CHIMNEY EL. + 38'-4" - -—�6.�3r(NAVD) 57.56' (NGVD) TOP OF TIE BEAM r EL. + 36'-6, 54.46' (NAVD) 55.89' (NGVD) _TOP OF TB_,m�, EL. + 48.46(NAVD) 49.89' (NGVD) 4' SMOOTH STUCCO BAND (TYP) DECORATIVE FI13ERGLA5 TAPERED COL. FROM 10"0 TO 8"0 COVER OVER 5TL, COL. (TYP. 0 THIRD FLOOR COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) TOP OF FIN. 3RD FL. 5LAB EL_+22'-4" 40.13' (NAVD) 41.5G' (NGVD) 11 TOP OF OWEST POINT. ® TERRACE EL. 4" SMOOTH STUCCO BAND (TYP) DECORATIVE FIBERGLA5 TAPERED COL FROM 10'0 TO 5"0 COVER OVER 5T1-. COL. OYP, 0 THIRD FLOOR COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) 8"CONTINUOUS SMOOTH STUCCO BAND (TYP) TOP OF FIN. 2ND FL. SLAB +11-4" 29.13' (NAVD) 30.56' (NGVD) TOP OF OWF5T POINT.® TERRACE EL. + 11'-21/2" SMOOTH STUCCO z FIN15H � Q FIN. FL.15T FL. 5LA5 EL + 0'-O" (DATUM) EL, +19.23' (NGVD) EL. +17.60' (NAVD) Project: NEW RE51DENCE: AVALON BEACH MODEL 111C11 6408 OCEAN E5TATE5 COURT HUTCHIN50N 15LAND FORT PIERCE, FLORIDA Key Plan: 155Ue5: No.: Date: Description: 1, 02/06/2012 PERMIT ARCHITECT: Atelier d'Architectw By J. L. Ray, LLC 912 22nd Place Vero Beach, Florida 32960 (772) 766-1611 cell SEAL: Drawing Title: ELEVATIONS Reference North- Orn: Dwg. File. J.L.R. Chd: Protect N J.L.R. 1119 Sheet No.: Reg. No.: AA26001760 Lic. No.: AR9465,3 t� Date 510ned: FEB 16 •11 CWlght 02011, Atallar d'Arahkra ra Dy J. L. R W, LLC Project: TOP OF _TB. E. + 30'-8" - — - DECORATIVE WOOD OR EP5 Z 12 51 DECORATIVE FIBERGLAS TAPERED COL. SMOTH- FROM 10"0 TO 8'l0 OVER 5TL. COL. (TYP. STUCCO BAOND THIRD FLOOR COVERED TERRACE) (SEE STRUCTURAL OWG'S FOR SIZE) SMOOTH STUCCO SILL TOP 022 IN. 3RD FL. SLAB \� ■� �■■■■■�11�1�1�1�1�1�1�1��1�1�1�1��1�1�1� lmmmmmmmiffl MEN Ln 4" SMOOTH STUCCO- - BAND (TYP) DECORATIVE IBER L 5 TAPERED C FROM 1OW TO 8"P1 C A ER OVER 5TL. (TYP. a THIR FL00 OVEPEP TERR (SEE 5TPUCI URAL I W YS FOR SIZE) 42"H. RAILIN TO REJECT A 4" SPHERE (Ty . 0 ALL RAILING LOCATIONS) 12712" PRECAST COL. COVER OVER 5TL . COL. (TYP. a SMOOTH STUCCO COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) BASE (TYP) TOP OF T.B. 48.46' (NAVD) — 2 0 49.89' (NGVD) O.H. DECORATIVE FIBERGLAS TAPERED COL. FROM 10'0 TO 8 D COVER OVER 5TL. COL. (TYP. ® THIRD FLOOR COVERED TERRACE)(SEE STRUCTURAL DWG'5 FOR SIZE) TOP OF FIN. 3RD FL. 5LAB EL. + 22'4" 40.13' (NAVD) 41.56' (NGVD) TOP OF LOWEST POINT, a TERRACE EL. + 22'-21/2" DECORATIVE FIBERGLA5 TAPERED COL. FROM 10"0 TO 8110 COVER OVER 5TL. COL. (TYP. 0 THIRD FLOOR _ COVERED TERRACE) (SEE STRUCTURAL DWG'5 FOR SIZE) TOP OF FIN, 2ND FL. 5LAB �EL. +11-4" __ _ 29.13' (NAVD) 30.56' (NGVD) TOP OF LOWEST POINT. 0 TERRACE 17 EL. + 11'-21/2" 12"X12" PRECAST COL. COVER OVER 5TL. COL. (TYP. a__/ COVERED TERRACE) (SEE STRUCTURAL DWG'S FOR SIZE) _�FIN. FL.15T FL. SLAB EL. + 0'-0" (DATUM) EL. +19.23' (NGVD) EL. +17.80' (NAVD) TOP OF DECK EL. + 12,0' (N.A.V.D.) STANDING SEAM METAL ROOF (TYPICAL ® ALL ROOFS) 4Z" H. RAILING TO REJECT A 4" J 5PHERE OW.a ALL RAILING LOCATIONS) O 4 12 � SMOOTH NO (TYP) of —?r hLL d 4 1 STANDING SEAM METAL ROOF (TYPICAL 0 ALL ROOFS) DI ll�ii�■�i■�ii■a��= �51AOOTH STUCCO \ 8" CONTINUOUS SMOOTH BAND (TYP) STUCCO BAND (TYP) - -- - -- L-� TOP OF FIN. 2NDND FL. _ EL.+11-4" L- L �0 O ipO mom O 1E 4" SMOOTH STUCCO BAND (TYP) SMOOTH STUCCO EE FINISH -L----1 7 L----1 r ----17 rL ---- 17 t SMOOTH STUCCO SILL I I I I I i l i I N A/C UNIT A/C UNIT A/C UNIT A/C UNIT — — — — — — — — — T_-S li II POOL MAIN HOUSE EQUIPMENT SOUTH ELEVATION Scale: I/1:` = I -U DECORATIVE WOOD OR EP5 OUTRIGGERS �-4" 5M0OjH5TUCC0 —� � \_ 8" CONTINUOUS SM001H BAND ( STUCCO 13, (TYP) SMOOTH STUCCO SILL SMOOTH STUCCO BASE (TYP) MAIN H O U S E 5MO07H SMOOTH STUCCO FINISH z _ z CV �a O 4" 5MOOTH STUCCO BAND (TYP) DECORATIVE WOOD OR EP5 OUTRIGGERSFILE COPY STUCCO BAND 0 NOTE: NOTE: VERIFY ALL WINDOW & DOOR ALL EGRESS WINDOWS TO COMPLY W/ FBC: AN OUTSIDE ROUGH OPENINGS WITH WINDOW & WINDOW OR DOOR OPERABLE FROM THE INSIDE WITHOUT DOOR MANUFACTURER. THE USE OF TOOLS AND PROVIDING A CLEAR OPENING OF NOT LE55 THAN 20" WIDE X 24" HIGH AND 5.7 5Q. FT. IN SMOOTH AREA. THE BOTTOM OF THE OPENING SHALL NOT BE MORE STUCCO BAND THAN 44' OFF THE FLOOR. THE MODE OF OPERATION MUST NOT REQUIRE THE USE OF A KEY, TOOL, SPECIAL TOP OF TB KNOWLEDGE OR EFFORT TO MAKE AVAILABLE THE EL. + 30'-8" REQUIRED CLEAR OPENING, AND NO PART OF THE OPERATION MECHANISM SHALL BE PLACED HIGHER THAN 54' ABOVE THE FINISHED FLOOR. O.H. DECORATIVE WOOD OR EP5 DECORATIVE FIBERGLAS TAPERED COL. FROM 10"0 TO &&COVER OVER 5TL. COL. (TYP. 0 THIRD FLOOR COVERED TERRACE)(SEE STRUCTURALDWG'5 FOR SIZE) HARDI-SHAKE SIDING PER MANUFACTURERS NOA 42"H. RAILING TO REJECTA4" SPHERE ow.a ALL RAILING LOCATIONS) 12"XI2" PRECAST COL. COVER OVER 5TL. COL. (TYP. 0 COVERED TERRACE) (SEE 5TRUCTURAL DW95 FOR SIZE) 12 51 N i0 0Ilii'll� NEW RE5IDENCE: AVALON 5EACH _ TOP QFT.B. MODEL 11C" EL. + 30'-8" 640& OCEAN E5TATE5 COURT 48.46'(NAVD) HUTCHIN50N 15LAND 2,_Qi 49.89' (NGVD) FORT PIERCE, FLORIDA O.H. DECORATIVE FIBERGLA5 TAPERED COL. z FROM 10"6 TO 67 COVER OVER STL. COL. O (TYP. 0 THIRD FLOOR COVERED TERRACE) iv (SEE STRUCTURAL DWG'5 FOR SIZE) U F L� O ~ Key Plan: TOP OF FIN, 30 FL, 5LAB py EL. +22'-4' �€ eP�e&�.` 40.13 NAVD 42'H.RAIUNGTO 41.56' NGVDREJECT AV ®�.��,� �' uW'•Py� p, �, '� "°� SPHERE (NP.a "y 4� �, n+ ALL RAILING LOCATIONS) Z [V THESE PLANS AND ALL PROPOSED WORK rz ARE SUBJECT TO ANY CORRECTIONS O REQUIRED BY FIELD INSPECTORS THAT 1. DECORATIVE FIBERGLAS TAPERED COL. MAY BE NECE;,SARy 1,+4 ORDER To FROM 1OWTO &1000VER OVER STL. COMPLY WITH ALL APP41CAULO Cop@A COL. (TYP. 0 THIRD FLOOR COVERED TERRACE)(SEE STRUCTURALDW(Y5 FOR SIZE) 156U65: TOP OF FIN. 2ND FL. 5LAB EL.+11-4" No.: Date: Description: 29.13' (NAVD) 1. 02/06/2012 PERMIT 30.56' (NGVD) LLl I; aLr, �, � I MIL TL i FIN. FL.15T FL. 5LA13 EL. + 0'-0" (DATUM) EL. +19.23' (NGVD) EL. +17.8Q' (NAM) TOP OF DECK EL. + 12.0' (N.A.V.D.) cN �_ 8" CONTINUOUS SMOOTH — STUCCO BAND (TYP) 4" SMOOTH STUCCO BAND (TYP) DECORATIVE FIBERGLA5 TAPERED COL. FROM 100 TO 8"0 COVER OVER 5TL. COL. (TYP. a THIRD FLOOR COVERED TERRACE) (SEE STRUCTURAL DW95 FOR SIZE) SMOOTH STUCCO BAND ARCHITECT: Atelier d'Architecture By 1. L. Ray, LLC 912 22nd Place Vero Beach, Florida 32960 (//L) /II i Cell SEAL: Drawing Title: F;r I 42"H. RAILING TO ELEVATION 5 REJECT A 4" 5PHERE (TYP. a ALL RAILING LGCATON5) Reference North SMOOTH STUCCO FIN15H 3/4" J.L.R. Chd: Project No.: J.L.R. 1119 Sheet No.: Reg, No.: F_Q 6001760 A5s12LIc. No.: A9465r3r❑ y �e qDate 5lgned: FEg 16 2 Copyright ®20N. AU[ar d'Arohltwt"re by J. L Rq. LLC STANDING SEAM METAL ROOF WITH Project: CONCEALED FASTENERS OVER SELF ADHERING x UNDERLAYMENT OVER 5/8" COX PLYWOOD (APA RATED) 24/0 OR BETTER. INSTALL IN STRICT PREFAB WD. TU55E5 0 24" O.G. COMPLIANCE WITH FLORIDA PRODUCT APPROVAL (MANUF. TO 5UBMIT SHOP DWG'5 FOR ARCHITECT APPROVAL) 12 WOOD CROWN MOLDING 12 4 (SEE SHEET A1.10) 21/2 F— 8d NAIL5 0 4' O.C. R-201CYNENE SPRAY ON INSULATION W/ _ — — — — —TOP OF TIE BEAM _ CAMAXZ/SHELTER SHIELD OR EQUAL EL. + 30'-8" INTUME5CENT COATING L 48.46' (NAVD) 49.89' NGVD 5/8" GYP. BRD. GALV. METAL DRIP ON CLG. ON 1" X 3" WD. ' 1" X 2" P.T. CONT. NAILER FURRING 916" O.G. D" 2 X 6 WD. FASCIA W/ 1 X 2 P.T. NAILER GALV. 5TL, SEAT & HURRICANE ANCHOR AT EACH TRUSS 2 COATS OF SMOOTH STUCCO OVER METAL GONG, TIE BEAM (FOR SIZE & LATH ON 1/2" EXT, GRADE PLYWOOD REINF. SEE STRUCT. DWG'5) 3/4' CAVITY INSULATION (R-4.1) DECORATIVE WOOD OR EP5 OUTRIGGERS (TYP. 0 ALL EXTERIOR WALLS) 024" O.C. (SEE STRUCTURAL PLANS FOR 5/8" GYP. BRD. ON V X 2" ATTACHMENT) P.T. WD. FURRING 016" O.C. 5/8" PLYWOOD TO 1/8" BELOW TOP OF WOOD BASE SMOOTH STUCCO 1" X4' P.T. CONT. NAILER (TYP.) FRIEZE MOLDING 2 PIECE WOOD BASEBOARD (SEE SHEET A1.10) FLOOR FIN15H AS SCHEDULED TOP OF FIN. 3RD FLOOR 5LA13 EL. + 22 —------------ '-4— ° 40.13' (NAVD) � c c 41,56 (NGVD) c=9 w a, = a w 0 GONG. BEAM (FOR 51ZE & REINF. SEE STRUCTURAL DRAWINGS) o CONCRETE 5LA5 0 SEE STRUCTURAL PLANS z LIGHT GUAGE METAL - HARD]-5HAKE SIDING ON °? CEILING FRAMING 7 2" X 4" PT FURRING 016" O/C + 5/8" GYPSUM B(ON CM RD. OVER CI BUILDING o CLG. ON 1" X 3" WRAP (ON CU) o FURRING 016" O.G. PER MANUFACTURERS NOA WOOD CROWN MOLDING 3/4" CAVITY INSULATION (R-4.1) o (TYP. ® ALL EXTERIOR WALLS) w a 5/8" GYP. BRO. ON 1" X Z' MIN 518" SMOOTH STUCCO P.T. WD. FURRING 016" O.C. FIN15H ON 8" CMU WALL z 5/8" PLYWOOD T01/8" BELOW I (SEE ELEVATIONS FOR TOP OF WOOD BA5E BANDS, REVEALS, AND PRECAST TRIM LOCATIONS) 1" X 4" P.T. CONT. NAILER (TYP.) 2 PIECE WOOD BASEBOARD (SEE SHEET A1.10) b �I FLOOR FINISH AS SCHEDULED TOP OF FIN, 2ND FLOOR 5LAB a a EL. + 29.13' NAVD ° G } Q 30.56' (NGVD) CONCRETE 5LA13 SEE 5TRUCTURAL PLANS LIGHT GUAGE METAL CEILING FRAMING 5/8" GYPSUM BRD, CLG. ON V X 3" FURRING a 16, O.C. WOOD CROWN MOLDING 3/4' CAVITY INSULATION (R-4.1) (TYP, 0 ALL EXTERIOR WALLS) 5/8" GYP, BRD, ON 1" X 2" P.T. WD, FURRING 010" O.C. 5/8" PLYWOOD TO 1/5" BELOW TOP OF WOOD BASE 1" X 4' P.T. CONT. NAILER (TYP.) 2 PIECE WOOD BASEBOARD (SEE SHEET A1.10) FLOOR FIN15H A5 SCHEDULED CONCRETE 5LAB OVER AND 6 MIL V15QUEEN VAPOR BARRIER ON CLEAN TERMITE TREATED FILL 12"Wx16"H GONG. GRADE BEAM (FOR REINF. SEE STRUCTURAL PLANS & SCHEDULES) CONCRETE COLUMN BEYOND SEE STRUCTURAL PLANS CONCRETE PILINGS STRUCTURAL PLANS GONG. BEAM (FOR 51ZE & REINF. SEE STRUCTURAL DRAWINGS) MIN 518" SMOOTH STUCCO FIN15H ON 8" CMU WALL (SEE ELEVATIONS FOR BAND5,REVEALS, AND PRECA5TTRIM LOCATIONS) TOP OF FIN_.15T FLOOR 5LAB _ EL.6' UT -DATUM) EL. +19.23' (NGVD) EL. +17.60' (NAVD) ' ' , BOTTOM OF GRADE BEAM =----------- EL. +17.89' EL. +16.4e (N.A.V.D3 TOP OF PILE ----------- (5EE STRUCTURAL DRAWINGS IrMP �1tl R'nGJ'.ifmF+4kW W:' ryyyrtr ii'�iC d ,Yv �a.:lv1 n PREFAB WO. TU55E5 0 24' O.C. (MANUF, TO 5UBMIT SHOP OWG'5 FOR ARCHITECT APPROVAL) R-20 ICYNENE SPRAY ON INSULATION W/ CAMAXZ/5HELTER SHIELD OR EQUAL INTUME5CENT COATING 5/8" GYP. BRD, GLG, ON 1" X 3" WD. FURRING 0 16" O.C. GALV. 5TL. SEAT & HURRICANE ANCHOR AT EACH TKU55 WOOD CROWN MOLDING O GONG. TIE BEAM (FOR 51ZE & REINF. SEE 5TRUCT. DWG'5) 3/4' CAVITY INSULATION (R-4.1) (TYP. 0 ALL EXTERIOR WALLS) 5I8" GYP. BRD. ON V X 2" P.T. WD. FURRING 016" O.C. 1" X4' P.T. CONT. NAILER (TYP.) 5/5" PLYWOOD TO 115" BELOW TOP OF WOOD BASE 2 PIECE WOOD BASEBOARD (SEE SHEET AMO) FLOOR FIN15H A5 50HEDULED LIGHT GUAGE METAL CEILING FRAMING 515" M015TURE RESISTANT GYPSUM BRD, CLG. ON 1" X 3" FURRING 0 16" O.C. MIN. 5/8 SMOOTH STUCCO FINISH SMOOTH STUCCO BASE FLOOR FIN15H AS SCHEDULED FRANGIBLE CONCRETE 5LA5 AND 6 MILV15QUEEN VAPOR BARRIER ON CLEAN TERMITE TREATED FILL COMPACTED TO 98% MAX. DENSITY. SEE STRUCTURAL PLANS 12" COMPACTED 5UBGRADE COMPACTED TO 98% DENSITY 8 MASONRY STEM WALL CONCRETE PILINGS STRUCTURAL PLANS L THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORREOTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODEIL "." PA 41 7 nn v r _ STANDING SEAM METAL ROOF WITH CONCEALED FASTENERS OVER SELF ADHERING UNDERLAYMENT OVER 5/8" COX PLYWOOD (APA RATED) 24/0 OR BETTER. INSTALL IN STRICT COMPLIANCE WITH FLORIDA PRODUCT APPROVAL 8d NAILS CAD 4" O.C. TOP OF TIE BEAM — ,— ------------EL. + 25'-1O" — 43.69' NAVD 45.06' NGVD GALV. METAL DRIP ON 1" X 2" P.T. CONT. NAILER 2 X 6 WD, FASCIA W/ 1 X 2 P.T. NAILER NEW RE5I1)ENCE: AVALON DERCH MODEL 11C11 6405 OCEAN E5TATE5 COURT HUTCHIN50N 15LAND FORT PIERCE, FLORIDA Key Plan: 155ue5: 2 COATS OF SMOOTH STUCCO OVER METAL LATH ON 1/2" EXT. GRADE PLYWOOD No,: Date: Description: 1. 02/06/2012 PERMIT DECORATIVE WOOD OR EP5 OUTRIGGER5 2. 04/50/2012 130G. DEPT. 1 24' O.C. (SEE STRUCTURAL PLANS FOR ATTACHMENT) SMOOTH STUCCO FRIEZE MOLDING HARDI-5HAKE SIDING ON 2" X 4" PT FURRING 916" OIG OVER TYVEK BUILDING WRAP (ON CMU) PER MANUFACTURERS NOA TOP OF FIN. 2ND FL. 51-AB -------- EL, +11'-4'' 29.13 NAVD 30.56 NGVD GONG. BEAM (FOR SIZE I _ & REINF. 5EE STRUCTURAL DRAWINGS) MIN 515" SMOOTH STUCCO FINISH ON 8" CMU WALL (SEE ELEVATIONS FOR BANDS, REVEALS, AND PRECAST TRIM LOCATIONS) TOP OF FIN.15T FLR. 5LA15 MAIN HOUSE _ _ _ EL. EL. +19.23' (NGVD) EL. +17.80' (NAVD) TOP OF GARAGE FLOOR EL. - 3'-51/2" EL. +15- 7 (NGVD) EL. +14.34' (NAVD) FIN15H GRADE (VARIES) TOP OF PILE (SEE STRUCTURAL DRAWINGS) NOTES: - 11—N- 1. ICYNENE SPRAY ON INSULATION PROVIDES A FLAME SPREAD OF LESS THAN OR EQUAL TO 25 AND A SMOKE DEVELPED RATE OF LE55 THAN OR EQUAL TO 450. 5oalm 0/4" = ARCHITECT: Atelier d'Architecture ByJ. L. Ray, LLC 912 22nd Place Vero Beach, Florida 32960 (772) 766-1611 cell SEAL: Drawing Title: WALL 5ECTION5 Reference North Drn: owe. Flle. J.L.R. Chd: Project No.: J.L.R. 1119 Sheet No.: Reg, N.:' R-0465 1760 A4.1 O Llc. No.: AR94653 l Date Signed: a -0/2 Copyright Q 2011, Ateller d'ArchtWWt a by J. L Rey, LLC project: • ®_■�■■■■IK33 M moo■■■■■■ ■mn■m■ ■■mnmm■n■■ mom ■■93■■ ■n■■m■ • r mn■■mnmmm ■■■■■93■■ ■n■■■■ m mom mom mom ME! �m0■m■UMMIMI mm■mmm93■■ ■Om■mmmmmom mom MEN ON! 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DEPT. 1 ARCHITECT: Atelier d'ArchitectuT By J. L. Ray, LLC (772)770-9094 ph/fax (772) 766-1611 cell SEAL: ROOM FIN15H 5GHEDULE5 Drn: Dwg. FI J.L.R. Chd: Project J.L.R. 11^ Reg, No.: AA26001760 Lic. No.: AR94653 Copydgkt � 2011. ASSOm d'Arehitecture 9y J. L Ray, LLG Project: *_v Eyr i *4 DOOR SCHEDULE FIRST FLOOR NO. LOCATION 51ZE TYPE MATRL FINISH THR5HLD. FRAME REMARKS WIDTH HEIGHT THICK 1O ENTRY 3'-0" 8'-0" 1.3/4" 50LID GORE WOOD PAINTED ALUM, WOOD PROVIDE V15ION SCOPE & 12" HIGH TRANSOM 2O MEDIA ROOM 2'-8" 8'-0" 1-3/4, SOLID CORE WOOD PAINTED ALUM. WOOD 3O BREAKFAST ROOM (2)2'-6" 8'-0" 1-3/4, FRENCH AL/GL PAINTED ALUM. ALUM. TINT, & CAT II, SAFETY GL. O 6REAKFA5T ROOM (2)2'-6" 8'-O" 1.3/4" FRENCH AL/GL PAINTED ALUM. ALUM. TINT, & GAT II, SAFETY GL. 5O GREAT ROOM (2)2'-6" 8'-0" 1-3/4, FRENCH AL/GL PAINTED ALUM. ALUM. TINT,& CAT 11,SAFETY GL. © GREAT ROOM (2)2'-6" 8'-0" 1-3/4" FRENCH AL/GL PAINTED ALUM. ALUM CAT11,SAFETY GL. 7U GARAGE 3'-O" j 6-0" 1-3/4' SOLID CORE F18ERGLA5 PAINTED ALUM, - 1 HOUR FIRE RATED W/ SELF-CL051NG DEVICE 8O GARAGE 9'-0" 8'-0" 1.3/4" OVERHEAD GALV.57L. FACTORY 11/2"RAINCUT ` RAYNOR-5HOWCA5ECOLLECTION GARAGE 9'-0" 8'-0" 1-3/4" OVERHEAD GALV. BTL, FACTORY 11/2"RAINCUT RAYNOR - SHOWCASE COLLECTION t0 POWDER ROOM 2'-8" 8'-0" 1-3/4' SOLID CORE WOOD PAINTED MARBLE WOOD 11 MECHANICAL CLOSET (2)2'-0" 6'-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD 12 ELEVATOR 3'-0" 8'-0" 1-3/4' 50LID CORE WOOD PAINTED MARBLE WOOD t3 MEDIA ROOM (2)2'-6" 8'-0" 1-3/4" SOLID GORE WOOD PAINTED MARBLE WOOD DOUBLE POCKET DOOR5 SECOND FLOOR to LAUNDRY ROOM 2'-8" 8'-0" 1.3/4" SOLID CORE WOOD PAINTED MARBLE WOOD t5 ELEVATOR 3'-0" 8'-O" 1.3/4" SOLID CORE WOOD PAINTED MARBLE WOOD 16 MECHANICAL CLOSET 3'-0" 8'-0" 1-3/4' SOLID CORE WOOD PAINTED MARBLE WOOD 17 HIS MASTER BATH 3'-0" 8'-0" 1-3/4' SOLID CORE WOOD PAINTED MARBLE WOOD to HIS WALK-IN CLOSET 3'-0" 8'-0" 1-3/4" 50LID CORE WOOD PAINTED MARBLE WOOD 1s MASTER BEDROOM (2)2'-6" 8'-O" 1-3/4' FRENCH AL/GL PAINTED ALUM. ALUM. TINT, & CAT II, SAFETY GL. 20 SITTING ROOM (2)2'-6" 8'-O" 1-314, FRENCH AL/GL PAINTED ALUM. ALUM. TINT, & CAT II, 5AFETY GL. z1 HER MASTER BATH 3"0.' 8'-0" 1-3/4" 50LIP CORE WOOD PAINTED MARBLE WOOD 22 HER WALK-IN CLOSET/DRESSING 3'-0" 8'-O" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD POCKET DOOR O LAUNDRY CLOSET (2)2'-8" 8'-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD ® SAFE CLOSET (2)2'-6" 8'-0" 1-3/4, SOLID CORE WOOD PAINTED CARPET WOOD 25 COVERED WALKWAY (2)2'-6" 8'-0" 1-3/4" FRENCH AL/GL PAINTED ALUM. ALUM. CAT 11, SAFETY GL. 26 SITTING (2)2'-6" 8'-0" 1-3/4" FRENCH AL/GL PAINTED ALUM, ALUM. CAT IL SAFETYGL. 27 MECHANICAL Z-6" 8'-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD 28 GUEST BATH 2'-8" 8'-0" 1-3/4" 50LID CORE WOOD PAINTED MARBLE WOOD H/C ACCESSIBLE 2�9 GUEST BEDROOM 3'-0" 8'-0" 1-3/4" 50LID CORE WOOD PAINTED MARBLE WOOD 30 WIG 2'-8" 8'-0" 1-3/4" 50LID GORE WOOD PAINTED MARBLE WOOD 31 GUEST BEDROOM 3'-0" 8'-0" 1-3/4" 50LID CORE WOOD PAINTED MARBLE WOOD WIC Z-8" 8'-0" 1-314" 50LID CORE WOOD PAINTED MARBLE WOOD © GUE57BEDROOM (2)2'-6" 8'-O" 1-3/4" FRENCH AL/GL PAINTED ALUM. ALUM. CAT 11,SAFETY GL. THIRD FLOOR ELEVATOR 3'-0" 7-0" 1-314, 50LID CORE WOOD PAINTED MARBLE WOOD 35 ELEVATOR MECHANICAL ROOM 2'-6" 7-0" 1-314" 50LID CORE WOOD PAINTED MARBLE WOOD MECHANICAL CL05ET 2'-6" 7-0" 1-3/4, SOLID CORE WOOD PAINTED WOOD B7 BED ROOM #1 2'-8" 7-0" 1-3/4, SOLID GORE WOOD PAINTED MARBLE WOOD ® WIC 2'-8" 7-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD 39 BATH #1 2'-8" 7-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD �0 BEDROOM #1 (2)Z-6" T-O" 1-3/4" FRENCH AL/GL PAINTED ALUM. WOOD CAT 11, SAFETY GL 41 BEDROOM #2 2'-8" 7-0" 1-3/4" 50LID CORE WOOD PAINTED MARBLE WOOD 42 WIC 2'-8" 7-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD ® BATH #2 2'-8" 7-0" 1-3/4, SOLID CORE WOOD PAINTED MARBLE WOOD BEDROOM #2 (2)2'-6" 7-0" 1-3/4" FRENCH AL/GL PAINTED ALUM. WOOD TINT, & CAT II, SAFETY GL, BEDROOM #3 2'-8" 7-0" 1-3/4" SOLID CORE WOOD PAINTED MARBLE WOOD BATH #3 2'-8" 7-0" 1-314, SOLID CORE WOOD PAINTED MARBLE WOOD 47 WIG 2'-8" 7-0" 1-514, SOLID CORE WOOD PAINTED MARBLE WOOD a8 BEDROOM #3 (2)Z-6" 7-0" 1-3/4" FRENCH AL/GL PAINTED ALUM. WOOD TINT, & CAT II, SAFETY GI.. ® BEDROOM #3 (2)Z-6" 7-0" 1-3/4" FRENCH AL/GL PAINTED ALUM. WOOD TINT,.& GAT II, SAFETY GL. 1. ALL EXTERIOR DOORS TO BE IMPACT RESISTANT TO COMPLY WITH R3012.12 .' 2. ALL DOORS WITH DIRECT ACCESS TO THE POOL THROUGH THAT WALL SHALL BE EQUIPPED WITH AN ALARM WHICH PRODUCES AN AUDIBLE WARNING WHEN THE DOOR AND ITS SCREEN ARE OPENED. THE ALARM SHALL SOUND CONTINUOUSLY FOR A MINIMUM OF 30 SECONDS IMMEDIATELY AFTERTHE DOOR 15 OPENED AND BE CAPABLE OF BEING HEARD THROUGHOUT THE HOUSE DURING NORMAL HOUSEHOLD ACTIVITIES. THE ALARM SHALL AUTOMATICALLY RESET UNDER ALL CONDITIONS. THE ALARM SHALL BE EQUIPPED WITH A MANUAL MEANS TO TEMPORARILY DEACTIVATE THE ALARM FOR A SINGLE OPENING. SUCH DEACTIVATION SHALL LA5TNO MORE THAN 15 5ECOND5. THE DEACTIVATION SWITCH SHALL BE LOCATED AT LEAST 54INCHE5 ABOVE THE THRESHOLD OF THE DOOR 3. OTHER MEANS OF PROTECTION, SUCH AS SELF -CLOSING DOORS WITH SELF -LATCHING DEVICES OR DOORS WITH POSITIVE MECHANICAL LATCHING LOCKING DEVICES INSTALLED A MINIMUM 54INCHES ABOVE THE THRESHOLD, WHICH ARE APPROVED BY THE ADMINISTRATIVE AUTHORITY, SHALL BE ACCEPTED. .**4, TINTED GLASS, WHICH MEETS THE SHADING CRITERIA FOR TINTED GLASS, SHALL BE INSTALLED ON ALL DOORS OF SINGLE AND MULTI -STORY STRUCTURES WITHIN LINE OF 51GHT OF THE BEACH. WINDOW SCHEDULE FIRST FLOOR 5YMB0L LOCATION TYPE OVERALL SIZE GLASS REMARKS WIDTH X HEIGHT THICKNESS 1A GREAT ROOM MOD. CAS. 36X60 5/16" 1B GREAT ROOM MOD. CAS, 36X60 5/16" 7C VESTIBULE MOD, CAS. 36X60 5/16" 1D POWDER ROOM MOD. CAS. 24X48 5M6" CAT. IL OAF. GL. 1E MEDIA ROOM MOD. CAS, 6OX60 5116" 1F KITCHEN MOD, CAS, 3OX48 5M6" 1G BREAKFAST ROOM MOD. CAS. 72X60 5/16" iH 51ZEAKFA5TROOM MOD. GAS. 3OX60 5/16, TINT 11 5REAKFA5T ROOM MOD. CAS. 36X60 5M6" TINT 1J GREAT ROOM MOD. CAS. 36X60 5/16" TINT 1K GREAT ROOM MOD. CAS. 36X6o 5/16" TINT 1L GREAT ROOM MOD. CAS. 3OX60 5M6" iM GREAT ROOM MOD. CAS. 36X60 5/16" SECOND FLOOR 2A STAIRS MOD. CA5. 24X60 5/16" 2B 5TAIR5 MOD. CAS. 24XOO 5/16" 2G STAIRS MOD. GAS. 24X60 5/16" 2D MASTER BATH MOD. CAS. 24X48 5/16" CAT. II, 5AF. GL. 2E HIS LAY. MOD. CA5. 36X60 5/16" CAT. II, 5AF. GL. 2F MASTER BEDROOM. MOD, CA5. 36X60 5/16" 2G MASTER BEDROOM, MOD. CA5. 36X60 5/16" 2H MASTER BEDROOM. MOD. CAS, 36X60 5/16" TINT 21 MASTER BEDROOM. MOD. CAS. 3OX60 5/16" TINT 2J MASTER BEDROOM. MOD, CAS. 36X60 5/16" TINT 2K SITTING ROOM MOD. GAS. 36X60 5/16" TINT 21 SITTING ROOM MOD. GAS. 3060 5/16" SITTING ROOM MOD. CA5. 3OX60 5M6" HER LAV. MOD. CA5. 32X60 5/16" CAT. II, 5AF. GL. 20 HER W.I.G. MOD. CA5. 3OX60 5/16" 2P HER W.I.C. MOD. CA5. 36X65 5/16" 2Q W,I.C. MOD. CAS. 3OX45 5/16" 2R GUEST BEDROOM MOD. GAS. 3OX48 SAO', 25 SITTING ROOM MOD. CA5. 72X60 5/16" PROVIDE 72X20 TRAN50M 2T SITTING ROOM MOD. CA5. 4&X60 5/16" PROVIDE 48X20 TRANSOM 2U GUEST BATH MOD. CAS. 3OX60 5/16" GAT. IL OAF. GL. 2V GUEST BEDROOM MOD. CAS. 3OX60 5/16" GUEST BEDROOM MOD. GAS. 3OX60 5/16" EGRESS O W.I.C. MOD. CAS. 35X60 5/16" THIRD FLOOR 3A BEDROOM #1 MOD. GAS, 5OX48 5M6" 3B BEDROOM #1 MOD. CAS. 30X48 5M6" 3C 5TAIR5 MOD. CA5. 24X46 3D STAIRS MOD, CA5. 24X48 5M6" 3E STAIRS MOD. CAS. 24X48 STAIRS MOD, CAS, 24X48 5/16" 3O KIDS LIVING ROOM MOD. CA5. 36X48 3H KIDS LIVING ROOM MOD. CA5. 36X48 5A6" EGPE55 31 BEDROOM #3 MOD. GAS. 36X48 5/16, 3J BEDROOM #3 MOD. CAS. 36X48 5116, TINT 3K BEDROOM #3 MOD. GAS. 36X48 5/16" TINT 3L BEDROOM #2 MOD. CAS. 36X48 5116" TINT BEDROOM #2 MOD. CA5. 36X48 5/16" TINT 3� BEDROOM #2 MOD. CAS. 3OX48 5/16" 30 BATH #2 MOD. CA5. 2kX46 5M6" CAT, II, 5AF. GL. 3P 1 BATH #3 MOD. CAS. 24X48 5A6" CAT. II, 5AF. GL. 9 BEDROOM #1 MOD. CAS. 3OX48 1. All windows to be Impact resistant to comply with K3012.12 aF 2. All windows and doors with direct access to the pool area w/ sills less than 48" A.F.F. shall be equipped with an alarm which produces an audible warning when the window and its acres" are opened as per 4242.17.1.9 F5C. The alarm shall sound continuously for a minimum of 30 seconds Immediately after the window Is opened and be capable of being heard throughout the house during normal household activitiee. The alarm shall automatically most undar all conditione. The alarm shall be equipped with a manual means to temporarily deactivate the alarm for a single opening. Ouch deactivation shall last no more than 15 eaconds. The deactivation switch shall be located at least 54lnchee above finish floor. **3. Tinted Blase, which meets the shading criteria for tinted glass, shall be installed on all windows of single and multi-etory structures within Ilne of alght of the beach. s ; e ua.ijryt rl'lL'iJ iEa r.11:, Sd W.uwo 4t �19.u:,�..umv 1tt` jjo pp N ( 9a YaL,'vYl 't�J•���ffi� Y�toC` Ili+a wul•f hi�u THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTION.' REQUIRED BY FIELD INSPECTOnG THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLIGAOLk CQI)68, it )I,i t �> NEW RESIDENCE: AVALON BEACH MODEL 11C" 6408 OCEAN ESTATES COURT HUTCHIN50N 15LAND FORT PIERCE, FLORIDA Key Plan: I56Ue6: NO.: Date: Description: 1. 02/06/2012 PERMIT ARCHITECT: Atelier d'Architecture By J. L. Ray, LLC 912 22nd Place Vero Beach, Florida 32960 (772) 770-9094 ph/fax (772)766-1611 cell SFAI Drawing Title: DOOR & WINDOW 5CHEDULE5 Reference North Chd: protect Na.: J.L.R. 1719 Sheet No.: Reg. No.: AA26001760 511 He. No.: AR94653 Pate 5lgned•`1f EB 16 201 9 STRUCTURAL DESIGN CRITERIA DEEP FOUNDATION RC-21 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS D-1 CODES: - FLORIDA BUILDING CODE 2007 W/ 2009 SUPPLEMENTS INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT ASCE 7-05 "MINIMUM DESIGN LOADS FOR DF-1 PILES SHALL BE LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR BUILDINGS AND OTHER STRUCTURES" CAST IN PLACE (AUGER) 16" DIA (SEE TYPICAL DETAIL) REVIEW PRIOR TO CASTING CONCRETE. D-2 DESIGN DEAD LOADS: DF-2 ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE ROOF 25 PSF RECOMMENDATIONS OF THE SOILS ENGINEER AND PROVIDE THE RC-22 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE 8" MASONRY WALL 55 PSF FOLLOWING CAPACITIES: INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. CONCRETE 150 PCF 35 TONS COMPRESSION DESIGN SUPERIMPOSED DEAD LOADS: 16 TONS TENSION RC-23 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA ROOF (WITHOUT ATTIC STORAGE) 10 PSF 6 TONS LATERAL IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF ROOF (WITH ATTIC STORAGE) 20 PSF REINFORCING. FLOOR 25 PSF DF-3 UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL PILE CAPS UNDER RESPECTIVE COLUMNS AND ALL SINGLE PILES UNDER THEIR RC-24 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP DESIGN LIVE LOADS: RESPECTIVE GRADE BEAMS. FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY ROOF 20 PSF UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. FLOOR 40 PSF DF-4 INSTALL REINFORCEMENT WHILE GROUT IS STILL FLUID. PROVIDE 90' HOOK AND EXTEND PILE REINFORMCEMENT APPROXIMATELY 3" BELOW RC-25 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO TOP OF PILE CAPS AND GRADE BEAMS. CONCRETE PLACEMENT. DF-5 CAST IN PLACE (AUGER) TYPE PILES SHALL BE CONSTRUCTED USING A RC-26 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE BALCONIES (GREATER THAN 100 SF) 100 PSF CONTINUOUS FLIGHT HOLLOW SHAFT AUGER. CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. BALCONIES (LESS THAN 100 SF) 60 PSF DF-6 INSTALLATION OF THE AUGERCAST PILES SHALL BE CONTINUOUSLY RC-27 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL D-3 DESIGN WIND SPEED: 140 MPH (FBC) INSPECTED BY A LICENSED ENGINEER OR QUALIFIED TESTING LABORATORY VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP IMPORTANCE FACTOR: 1.0 OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0" FOR #8 WIND EXPOSURE CATEGORY: C DF-7 PROVIDE 3" MIN COVER ON ALL PILE REINFORCEMENT, AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID MEAN ROOF HEIGHT, H: 38.0 FT SEGREGATION OF CONCRETE DURING PLACEMENT. ROOF PITCH 4:12 DF-8 CONTRACTOR TO REVIEW GEOTECHNICAL REPORT FOR CONSTRUCTION, RC-28 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE SIZES ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT LENGTH, INSPECTION, AND TESTING REQUIREMENTS FOR PILES. = +/- GCpi 0.18 FORMS. SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, CAN DF-9 GROUT MIX SHALL BE PROPORTIONED TO PROVIDE A MINIMUM BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS AND A SLUMP OF 10" INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED ASSUMPTIONS: OF 10"ti". MAXIMUM AGGREGATE SIZE #8 PEAROCK MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY PLACEMENT OF CONCRETE. SECTION 1606.2.9 FBC REINFORCED CONCRETE B. THE BUILDING SATISFIES THE REQUIREMENTS OF SECTION 1606.2 RC-29 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO SIMPLIFIED PROVISIONS FOR LOW RISE BUILDINGS" AND ALL RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACI 318, SECTION 6.3. STRUCTURAL MEMBERS, CLADDING, FASTENERS, AND SYSTEMS ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR PROVIDING THE STRUCTURAL INTEGRITY OF THE BUILDING HAVE STRUCTURAL CONCRETE," ACI 318-02 BEEN DESIGNED FOR LOADS FROM TABLES 1606.2A, 1606.2B, MASONRY AND 1606.2C USING FIGURE 1606, MULTIPLIED BY THE APPROPRIATE HEIGHT AND EXPOSURE COEFFICIENTS FROM TABLE 1606.2D AND RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE THE IMPORTANCE FACTOR FROM TABLE 1606. PLACED OR FRACTION THEREOF. REQUIREMENTS FOR MASONRY STRUCTURES" (ACl/ASCE 530-02) AND C. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS, "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE 530.1-02) I.E. DOORS, WINDOWS, JAMBS, ROOFING, ETC, SHALL BE DESIGNED RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS EXCEPT AS AMENDED BELOW. AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR COMPONENTS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE AND CLADDING, AS SHOWN ON PLAN. STRENGTH AT 28 DAYS: M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND . ALL PRE -MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS, D. FOOTINGS 3000 PSI COLUMNS AND WALLS 5000 PSI SPECIFICATIONS FOR REFERENCE AT THE JOBSITE. I.E. TRUSSES SHALL BE DESIGNED TO RESIST MAIN WIND FORCE BEAMS AND SLABS 5000 PSI** M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN AND ALL OTHER CONCRETE 5000 PSI ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE SHALL BE IN AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS ** SEE NOTE RC-4 PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. E. ALL GLAZING IS TO HAVE EITHER IMPACT RESISTANT GLAZING OR BE RC-4 ALL EXTERIOR ELEVATED CONCRETE SLABS AND EXTERIOR CONCRETE COLUMNS M-4 USE TYPE "M" MORTAR FOR ABOVE GRADE APPLICATIONS PROTECTED WITH AN IMPACT RESISTANT COVERING. SHALL HAVE ONE OF THE FOLLOWING: AND TYPE '"S" MORTAR FOR BELOW GRADE APPLICATIONS. 1. GLAZED OPENINGS LOCATED WITHIN 30 FT OF GRADE SHALL a. 4.5 GAL/CY OF GRACE CONSTRUCTION PRODUCTS DCI-S MORTAR SHALL CONFORM TO ASTM C270 (PROPORTION OR PROPERTY MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST CORROSION INHIBITOR ADMIXTURE. USE SUPERPLASTICIZER TO SPECIFICATION) 2. GLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE MAINTAIN WATER/CEMENT RATIO SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST b. MMFX 2 REINFORCING STEEL M-5 MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, F. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH RC-5 USE REGULAR WEIGHT CONCRETE. TO PROVIDE NET AREA COMPRESSIVE STRENGH OF MASONRY (Fm') MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF OF 1500 PSI. COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS. D-4 SEISMIC: ZONE 0 RC-6 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE M-6 COARSE GROUT SHALL CONFORM TO ASTM C476: FOLLOWING SLUMPS & AGGREGATE REQUIREMENTS: a.) 2500 PSI AT 28 DAYS D-5 GEOTECHNICAL REPORT LOCATION SLUMP MAX AGGREGATE b.) 1/4" MAXIMUM AGGREGATE SIZE BASED ON REPORT PREPARED BY: KELLER, SCHLEICHER & MACWILLIAM C.) 8" TO 11" SLUMP ENGINEERING AND TESTING, INC., DATED: 12/15/05, TITLED: FOOTINGS 4"t1" ASTM #57 "OCEANFRONT RESIDENCES AND CLUBHOUSE LOTS 1 TO 6, BLOCK 1 COLUMNS 5"t1" ASTM #57 M-7 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM ST LUCIE COUNTY, FLORIDA KSM 510511" BEAMS AND SLABS 511t1" ASTM #57 SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL TIE BMS & TIE COL'S 5"±1" ASTM #8 PEAROCK DRAWINGS AT EACH FLOOR AND THE ROOF. USE GALVANIZED MESH D-6 THE STRUCTURAL DESIGN IS BASED ON THE 100 YEAR STORM DETERMINED TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS. BY DEPARTMENT OF ENVIRONMENTAL PROTECTION AS REQUIRED BY FBC 3107.5 RC-7 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE: a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM M-8 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER GENERAL NOTES (NON -AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED) a. 8"X16" CONCRETE TIE BEAM REINFORCED WITH (2) #5 a) 5000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.40 MAXIMUM TOP AND BOTTOM AND #3 STIRRUPS ® 16" OC G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START ENTRAINED), 0.35 MAXIMUM (AIR ENTRAINED) b. (2) COURSES OF 8" MASONRY U-BLOCK REINFORCED WITH OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR OF STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. RC-8 FLYASH, WHEN USED, SHALL BE LIMITED TO 20% OF THE #5 EA COURSE FULLY GROUTED CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS M-9 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY ASTM 615 CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY RC-9 SUBMIT COPIES OF CONCRETE MIX DESIGN ENGINEER FOR APPROVAL AT ALL TIMES TO MAINTAIN WALL STABILITY DURING THE INFORMATION SHALL INCLUDE CEMENT CONTENT, T, WATER/CEMENT RATIO, M-10 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS: CONSTRUCTION PHASE OF THIS PROJECT. SLUMP, ENTRAINED AIR, ADMIXTURE CONTENT AND QUANTITY. A. AS SHOWN ON THE DRAWINGS G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING B. MAXIMUM 32"OC FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE RC-10 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER C. AT ALL CORNERS AND INTERSECTIONS DURING CONSTRUCTION. TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE RC-11 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE M-11 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN PERMITTED. SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL WRITING FROM THE STRUCTURAL ENGINEER. REINFORCEMENT ABOVE GRADE BEAM AND ABOVE EACH FLOOR G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF RC-12 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH UNLESS NOTED OTHERWISE. THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS (I.E. MECHANICAL, BE 4" I.D. M-12 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH ELECTRICAL, PLUMBING, DUCTWORK, ETC.) VERTICAL REINFORCING. RC-13 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE M-13 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR BEYOND THAT NOTED ABOVE. M-14 PROVIDE HORIZONTAL WALL REINFORCEMENT 9 GA LADDER TYPE SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE DETAIL IS SHOWN. RC-14 CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE OTHERWISE. ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. WHEN SPECIFIC INFORMATION IS MISSING OR IS IN CONFLICT. THE RC-15 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING ARCHITECT/ENGINEER. MANUAL, ACI-315 LATEST EDITION. G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, RC-16 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM REPRODUCTION AND USE OF CONTRACT DRAWINGS FOR ERECTION AND DIMENSIONS (INCLUDING HEIGHT OF DEFORMATIONS) AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WEIGHT OF A HAND -WIRE -BRUSHED TEST SPECIMEN ARE NOT WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO ASTM STANDARDS REFERENCE IN ACI 318 ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND INSTALL A COMPLETE STRUCTURE. RC-17 ALL SLABS ON GRADE SHALL REINFORCED WITH: A. SYNTHETIC FIBER. FIBER LENGTHS SHALL BE 1/2" TO 2" G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT AMOUNTS SHALL BE 0.75 TO 1.5 POUNDS PER CUBIC YARD DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION. RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN RC-18 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR REJECTION OF SUBMITTAL. MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND SHALLOW FOUNDATIONS SF-1 SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS. SF-2 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY - 2". TOLERANCE FOR MISLOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS. SF-3 HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED. SF-4 COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL FOOTINGS CAN BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS. SF-5 EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/ FOUNDATIONS WILL NOT BE PERMITTED. SF-6 REINFORCING SHALL BE SUPPORTED ON PRECUTS CONCRETE PADS. DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR SETTING COLUMN DOWELS AND ANCHOR BOLTS. CONT. TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. RC-19 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 DEGREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE. RC-20 PROVIDE THE FOLLOWING CONCRETE COVERAGES OVER REINFORCING: FOOTINGS / GRADE BEAMS: BOTTOM AND UNFORMED EDGES DIRECT CONTACT WITH SOIL 3" CLR. WITH VAPOR BARRIER 2" CLR. BEAMS & COLUMNS: INTERIOR 1 1/2" CLR. EXTERIOR 2" CLR. SLABS: INTERIOR 3/4" CLR. EXTERIOR 1 1/2" CLR. CONC. WALLS: AS NOTED BUT NO LESS THAN 1 1/2" CLR. SLABS ON GRADE: SINGLE MAT TOP 1/2 TO 1/3 OF THICKNESS (DUR-O-WALL OR EQUAL) IN BED JOINTS AT 16" O.C. MEASURED VERTICALLY. M-15 JOINT REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF REINFORCEMENT IN THE LAPPED DISTANCE. M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL BE LAID IN OVERLAPPING MASONRY BONDING PATTERN M-17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS. PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN HEIGHT. M-18 GROUT FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A "PENCIL" TYPE VIBRATOR. M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 8'-0" OC MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER OR 1". CENTER BARS IN WALLS UNLESS NOTED OTHERWISE. M-20 ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS. STRUCTURAL STEEL S-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AISC "MANUAL OF STEEL CONSTRUCTION," NINTH EDITION AND THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION. S-2 ALL STRUCTURAL AND MISCELLANEOUS STEEL TO CONFORM TO ASTM A-36 WITH MINIMUM YIELD STRENGTH OF 36 KSI. S-3 ALL HIGH -STRENGTH BOLTS SHALL MEET THE REQUIREMENTS OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." S-4 UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE 5/8" DIAMETER A- 325 AND SHALL BE BEARING TYPE CONNECTIONS, S-5 ALL SHOP AND FIELD WELDING SHALL BE DONE BY CURRENTLY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1 'STRUCTURAL WELDING CODE," LATEST EDITION. S-6 USE E70XX ELECTRODES FOR ALL WELDING UNLESS NOTED OTHERWISE. GRIND SMOOTH ALL EXPOSED WELDS. S-9 SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. CLEARLY SHOW ALL PIECE MARKS, CONNECTIONS AND ERECTION DRAWINGS. ANY SPLICES NOT SHOWN ON CONTRACT DRAWINGS ARE TO BE CLEARLY NOTED FOR APPROVAL. S-10 DO NOT WELD TO EMBEDS UNTIL CONCRETE HAS CURED AT LEAST 72 HOURS. USE APPROPRIATE WELDING PROCESSES TO LIMIT HEAT BUILDUP IN EMBED TO AVOID PLATE EXPANSION AND CRACKING OF CONCRETE. 5-11 HEADED STUD ANCHORS SHALL BE A307 AS MANUFACTURED BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO AWS D1.1 "STRUCTURAL WELDING CODE." S-12 SURFACE PREPARATION AND SHOP PAINTING OF ALL STRUCTURAL STEEL MEMBERS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE "CODE OF STANDARD PRACTICE "OF AISC. S-13 SHOP PAINT -METAL ALKYD -OIL PRIMER, ANY OF THE FOLLOWING: SEE ARCHITECT FOR PREFERRED COLOR. MANUFACTURER DESIGNATION PORTER NO. 296 MOBILE NO. 13FB12 TINEMIC NO. 1009 AMERON NO. 5102 AMERCOAT S-14 SHOP PAINT ALL STEEL EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE, FIELD WELDED, OR COVERED WITH SPRAY -ON FIRE PROOFING. APPLY PAINT IN ACCORDANCE WITH SSPC-PA1, SHOP FIELD AND MAINTENANCE PAINTING. APPLY PAINT IN SUFFICIENT VOLUME OR COATS TO PROVIDE A MINIMUM DRY FILM THICKNESS OF AT LEAST 3 MILS BUT NOT MORE THAN 5 MILS. S-15 CLEAN ALL FIELD WELDS AND PRIME AND PAINT AFTER INSPECTION, DRILL -IN BOLTS. SCREWS AND DOWELS DI-1 WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO INSTALL. DI-2 MASONRY AND CONCRETE SCREWS SHALL BE MANUFACTURED BY RAMSET/REDHEAD 'TAPCONS" OR APPROVED EQUAL INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. DI-3 ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SOLID EPDXY -BASED DISPENSED THROUGH A STATIC -MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD SIDE -BY -SIDE CARTRIDGE AND EPDXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C-881 SPECIFICATION FOR TYPE I, II, IV AND V. GRADE 3, CLASS B AND C AND MUST DEVELOP A MINIMUM 10,560 PSI COMPRESSIVE YIELD STRENGTH AFTER 7-DAY CURE, DI-4 GROUTED ANCHORS SHALL BE SIMPSON EPDXY -TIE ADHESIVE SYSTEM OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. DI-5 DRILL -IN REBAR DOWELS AND THREADED ROD ANCHORS (A307) SHALL BE SET USING A TWO-PART EPDXY AS DESCRIBED ABOVE. WOOD WD-1 ALL WOOD CONSTRUCTION AND CONNECTIONS SHALL CONFORM TO AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION' MANUAL, EDITION, AND THE NATIONAL DESIGN SPECIFICATIONS" FOR WOOD CONSTRUCTION, 2001 EDITION, AND FLORIDA BUILDING CODE, CHAPTER 23. WD-2 ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. UNLESS NOTED OTHERWISE. WD-3 DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION. WD-4 ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. WD-5 ALL METAL WOOD CONNECTORS SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL AND SHALL BE MANUFACTURED BY SIMPSON STRONG TIE CO. OR APPROVED EQUAL. WD-6 ALL LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER: WITH 19% MAXIMUM MOISTURE CONTENT, UNLESS NOTED OTHERWISE ON PLAN. WD-11 SHEATHING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: WOOD FRAME WALLS USE APA RATED SHEATHING, EXPOSURE I MIN ROOF SHEATHING SHALL BE APA RATED SHEATHING EXPOSURE I, SPAN RATED AS PER THE RAFTER OR TRUSS SPACING. WD-12 PNEUMATIC NAILING DEVICES SHALL BE CALIBRATED TO AVOID COUNTER SINKING NAILS INTO EXTERIOR WALL AND ROOF SHEATHING. WOOD TRUSSES WT-1 THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD TRUSSES". WT-2 DESIGN OF METAL CONNECTED ROOF TRUSSES TO COMPLY WITH: APPLICABLE BUILDING CODE (SEE NOTE D-1). NFPA'S "NATIONAL DESIGN SPECIFICATION FOR STRESS GRADED LUMBER AND ITS FASTENINGS." TRUSS PLATE INSTITUTE'S "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED ROOF TRUSSES." WT-3 WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" 1986 EDITION, PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION, "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI-85", PUBLISHED BY THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODE LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. WT-4 SIGNED AND SEALED SHOP DRAWINGS SHOWING TRUSS CONFIGURATION WITH MEMBER SIZES AND CONNECTIONS, TRUSS LAYOUT WITH PIECE MARKS, REQUIRED TRUSS TO TRUSS CONNECTIONS, DESIGN LOADS, DURATION FACTORS AND ERECTION DETAILS MUST BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. IF REQ., SUBMIT COPIES TO THE BUILDING DEPARTMENT AT TIME OF PERMITTING. WT-5 WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ON THE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND CONCENTRATED. SEE STRUCTURAL DESIGN CRITERIA SECTION FOR LIVE LOADS. MAIN HOUSE AND GARAGE ROOF: NET UPLIFT---------------------------------44 PSF NET UPLIFT ® OVERHANG------------------------66 PSF SUPERIMPOSED DEAD LOADS. TOP CHORD --------------------------------- 20 PSF BOTTOM CHORD---------------- 15 PSF WITHOUT ATTIC STORAGE) 25 PSF WITH ATTIC STORAGE) WT-6 MINIMUM DURATION OF LOAD FACTORS ROOF DL+LL+WL 1.33 ROOF DL+LL 1.25 WT-7 NO WANE, SKIPS OR OTHER DEFECTS SHALL OCCUR IN THE PLATE CONTACT AREA OR SCARFED AREA OF WEB MEMBERS. PLATES SHALL BE CONNECTED WITH ONE REQUIRED EACH SIDE OF TRUSS. WT-8 HANDLING, ERECTION AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HANDLING AND ERECTING WOOD TRUSSES" (HIB-91) AND "BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS" BY THE TRUSS PLATE INSTITUTE, LATEST EDITIONS. WT-9 PERMANENT TRUSS BRACING OR BRIDGING MEMBERS SHALL BE 2" x 4" MINIMUM SOUTHERN PINE WITH MINIMUM LOCATIONS AS NOTED ON PLANS, ADDITIONAL BRACING REQUIRED TO STRENGTHEN TRUSS COMPONENTS SHOULD BE NOTED ON THE ERECTION DRAWINGS IN ACCORDANCE WITH TRUSS MANUFACTURER'S RECOMMENDATIONS. WT-10 DEFLECTION LIMITATIONS: (UNLESS NOTED OTHERWISE) ROOF LIVE LOAD = L/360 ROOF TOTAL LOAD = L/240 WT-11 SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. WT-12 CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS NOTED OTHERWISE. BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2 X 4 GRADE MARKED LUMBER AT LEAST 10' LONG, WITH SIMPSON H2.5 AT EACH TRUSS. WT-13 TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION. WT-14 ALL CONNECTION HARDWARE SHALL BE GALVANIZED SUPPLIED BY SIMPSON STRONG -TIE CO., INC., OR BY APPROVED EQUIVALENT MANUFACTURER. WT-15 ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. WD-13 UNLESS NOTED OTHERWISE, HEADER BEAMS ARE TO BE PROVIDED IN ACCORDANCE WITH SECTION 2308.3 OF THE FLORIDA BUILDING CODE. WD-14 FRAMING MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH SECTION 2306 OF THE FLORIDA BUILDING CODE, EXCEPT WHERE FASTENING SCHEDULES ARE MORE STRINGENT IN THESE PLANS. WD-15 PROVIDE ADDITIONAL UPLIFT CONNECTORS TO RESIST UPLIFT LOADS IN ACCORDANCE WITH CONNECTORS SPECIFIED ON PLAN OR ON DETAILS. It Yam, ay,�.iu■� Ir P:V LD'La1l., ti Y,p'� V6YY�� L`6i�YVLYBi�I(i cr �I'YEa�dSl r'w w i�'.imi THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CONRECTIONS MAYBEREQUIRED BY FIELO IN pECT I THAT COMPLYNECESSARYiN ORDER TO WITH ALLAPPLIOAFILE YC1pW , U �E N J I`A M ¢� J 0 C Q � � W O0 ILL a SmU�o _ 0 QQ LL 0 _j o Q O zoow z of Z LU /n V, Z o> o O� oz W c LUn . J z o (nN W o �~ ZE ¢ z3 Ba UL � 00J w LLj � W w Q v > N Y `° J ¢� _ zN n W �/� W U �H TW _I Z ao � Q U � U LL.I V) CL cn N. ❑ JOSEPH W SCHULKE FL REG. NO. 47049 ❑JOOAH B. BITILE FL. REG. NO. 57396 JIWLUAM P. STOGDAAE f _rL REG. NO. 57605r SHEET S1.0 PROJECT NO. 11-074 CONCRETE BEAM SCHEDULE MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS WIDTH DEPTH TOP BARS "C" OR "E" BARS LEFT "C" OR "E" BARS RIGHT BOT BARS "D" BARS SIZE TYPE SPACING XGB1 24" 24" 4-#7 - - 4-#7 - #3 0 10" GB1 24" 24" 4-#7 - - 4-#7 - #3 0 10" G82 12" 29-1/2" 3-#6 - - 3-#6 - #3 0 10" 1 NOTE 1 GB3 24" 31-1/2" 4-#7 - - 4-#7 - #3 0 10" 1 NOTE 3 CB1 81" 14" 2-#5 - - 2-#5 - #3 0 5" CB2 12" 14" 3-#6 - - 3-#6 - #3 0 5" CB3 12" 1 32" 3-#5 - - 3-#6 - #3 0 12" NOTE 1, 2 CB4 12" 28" 3-#5 - - 3-#7 - #3 1 0 12" NOTE 1, 2 CB5 8" 16" 2-#5 - - 2-#5 - #3 0 7" NOTE 2 CB6 12" 30" 3-#5 - - 3-#7 - #3 0 12" NOTE 1, 2 CB7 81" 38" 2-#5 - - 2-#5 - #3 0 12" NOTE 1, 2 CBS 12" 24" 3-#7 - - 3-#7 - #3 0 10" NOTE 2 NOTES: 1. PROVIDE ADDITIONAL #5 LONGITUDINAL REINF MIDHEIGHT EACH FACE 2. POUR BEAM INTEGRALLY WITH CONCRETE SLAB, NO COLD JOINTS 3. PROVIDE (2) ADDITIONAL #5 LONGITUDINAL REINF MIDHEIGHT EACH FACE •� CONTRACTOR TO VERIFY ALL BEAM SIZES PRIOR TO CONS7RUC770N REPORT ANY DISCREPANCIES TO ENGINEER 0.25 LN-1 GREATER OF 0.33 LN-1 OR CONTINUOUS CLASS A 0.33 LN-2 IF SHOWN LAP SPLICE "C" BARS LEFT SPAN STD 90' HOOK STD 90' HOOK MIN 6" GREATER OF 0.33 LN-1 OR /[-0.33 LN-2 LAP SPLICE LENGTHS BAR NO. fC' 3 4 5 6 7 8 9 9 COMPRESSION LAP SPLICE >3000 12 15 1 19 1 23 1 27 1 30 34 39 CLASS A TENSION LAP SPLICE 3000 13 1 17 21 25 36 42 47 53 4000 11 15 18 22 32 36 41 46 5000 10 1 13 16 20 28 32 36 41 CLASS B TENSION LAP SPLICE 3000 16 22 27 33 47 54 61 68 4000 14 19 23 28 41 47 53 59 5000 13 17 21 1 25 37 42 47 53 FOR LN-1 TOP BARS (IF REQ'D) GREATS FOR N-1 2 "E' GREATER OF BASS "E"EARS R TOP BARS ARS RIGHT OSPAN OR " BARS LET tEBR SPAN LN RIGHT FOR SPAN LN-1 OR LEFT PAN LN-2 SOT BARS "D• S/2 BARS tS/2 COLUMN OR PILE LN-1 S/2 "D" BARS STIRRUP SPACING, S (CONTINUOUS THROUGHOUT SPAN UNLESS SPECIFIED) S/2 S/2 BOT BARS LN-3 CANTILEVER CLASS A LAP SPLICE IF REQ'D LN-2 v TYPICAL CONCRETE BEAM REINFORCEMENT MIN 0.25 LN-1 OR CONTINUOU! IF SHOWN "T" BARS "B" BARS 3/4" CLR INTERIOR 1-1/2" CLR EXTERIO 3/4" CLR INTERIOR 1-1/2" CLR EXTERIO GREATER OF 0.33 LN-1 OR 0.33 LN-2 OR CONTINUOUS IF SHOWN "T" BARS-\ "M" CONTINUE "B" BARS OVER INTERIOR SUPPORT UNLESS SPLICE REQ'D BAR DESIGNATION: MIN 6"J MIN 6" 4T16 WHERE 4 INDICATES SIZE OF REINFORCING BAR T LOCATION OF BAR (T=TOP, B=BOTTOM, M=MIDDLE) 16 INDICATES BAR SPACING IN INCHES TYPICAL STRUCTURAL SLAB REINFORCEMENT 0.25 LN-1 GREATER OF 0.33 LN-1 CONTINUOUS — OR 0.33 LN-2 OR IF SHOWN CONTINUOUS IF SHOWN "B" BARS CONTINUOUS 3/4" CLR INTERIOR OVER GRADE BEAMS "T" BARS 1-1/2" CLR EXTERIO "T" BARS UNLESS SPLICE REQ'D 7 BARS 2" CLR W/ VAPOR BARRIER 3" CLR W/O VAPOR BARRIER "M" BARS 1y1 THICKNESS y:,A }g { 13 r 4.$pa .�a:Y uia,�a Y4N Id+.�J" YiFJ�1 Mi isu�w {yl�+�a ia'Jde�;c¢:evm�.-y 1'W.uni TRUSS FASTENING SCHEDULE CONNECTION UPLIFT UPLIFT MARK FASTENER REQUIRED PROVIDED ROOF TRUSSES (CONNECTOR VARIES FROM TYPICAL FASTENER) © (2) SIMPSON HETA16 1,936 LB 2,035 LB _STD 90' HOOK O SIMPSON HUS26 630 LB ON 3,205 LB ON 1,384 LB UP 1,550 LB UP O SIMPSON HGUS28 LB ON 1,48 9 LB UP 3,75 B D 2 P O SIMPSON MGT W/ 5/8•• THREADED ROD 2,158 LB 3,965 LB DRILL AND EPDXY (MIN 5" EMBED) AIASOIVRY OR CONCRETE BEARING: ALL COMMON TRUSSES UNLESS NOTED OTHERWISE HAVE AN UPLIFT LESS THAN 1810 B AND THE SIMPSON HETA16 IS SUFFICIENT SIA4PSON HETA 16 CAPACITY.• UPLIFT = 1810 LB (1 PLY) 1810 LB (2 PLY) F1 = 415 LB F2 = 1100 LB NOTES: TRUSS FRAMING CORRESPONDS TO TRUSS PLANS TITLED "BLACKFIN HOMES, AVALON, BUILDING C", PREPARED BY EAST COAST TRUSS, INC., DATED: 7/15/11 - TRUSSES ARE SINGLE PLY UNLESS NOTED OTHERWISE. - ALL FASTENERS ARE MANUFACTURED BY SIMPSON UNLESS NOTED OTHERWISE. FOLLOW MANUFACTURERS FASTENING SCHEDULE UNLESS SPECIFIED DIFFERENTLY ON PLANS. �LN-3_ CANT SLAB THICKNESS z on00 INa En En O COLD JOINT 0- MASONRY WALL ABOV[ (1) COURSE OF 8" U BLOCK REINF W/#5 FULLY GROUTED PRECAST/PRESTRESSE[ CONC LINTEI (CAST-CRETE Of APPROVED EQ) W/#! FULLY GROUTED (2) COURSE OF 8" U BLOCK REINF W/#5 FULLY GROUTED 17 (1) COURSE 8" m� MASONRY FULLY Oo F m GROUTED zw OF PRECAST/PRESTRESSED CONC LINTEL (CAST -GREYS OR APPROVED EQ) W/#5 FULLY GROUTED L TL 165 LINTELS LN-1 LN-2 - �_LN-3 CANT MIN 6" BAR DESIGNATION: MIN 6" MIN 6" 4T16 WHERE 4 INDICATES SIZE OF REINFORCING BAR T LOCATION OF BAR (T=TOP, B=BOTTOM, M=MIDDLE) 16 INDICATES BAR SPACING IN INCHES TYPICAL STRUCTURAL SLAB ON GRADE REINFORCEMENT FRANGIBLE EXPANSION JOINT MASONRY WALL FRANGIBLE 4" (SEE PLAN) FIBERMESH REINF CONCRETE SLAB FINISHED GRADE FRANGIBLE 4" FRANGIBLE 4" a FRANGIBLE 4" a FRANGIBLE 4" FIBERMESH REINF 1 FIBERMESH REINF NOSING FIBERMESH REINF N FIBERMESH REINF " - CONCRETE SLAB SLOPE" CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB 8" y e FINAL 5 AT EA GRADE `r NOSING (3) #5 CONT 00 MIN 6" �_ I (2) #510. BOTT I (2) #5 (3) #5 CONY 1'-0„ CONT BOTT 6 CONT BOTT (3) #5 CONY 24"--{ TE 1 1 -o,. 4'-O'-� TE4 WF2.0 TE2 TE3 SEE TYPICAL FRANGIBLE WALL DETAIL FOR SPACING OF CONSTRUCTION JOINTS IN FRANGIBLE MASONRY WALL AND FOOTINGS THICKENED EDGE #3 CLC ES 14.90' NAVD OR 3.25' NAVD TERMINATE ALL VERTICAL COLUMN REINF W/ 90' HOOK CONCRETE BEAM COLD JOINT S, STIRRUP 2 TIES SPACING ® T/2 T, TIE SPACING THESE PLANS AND ALL PROP^Srl- ....� 0 CONCRETE COLUMN �Npfl!, ARE SUBJECT TO ANY CC�Gfi<(,*p^7, 4 'n REQUIRED BY PIELD INSPECT RS';- F'RT MAY BE NEIMj'CARY F IN L'RGEN 1v COMPLY WITH Ali, APi 41CaEAi„E r �a . CODES. w� 7 "..l F m z w ea U F (V L TL 32 35 TON COMPRESSION (16 TON TENSION), 16" DIA AUGER CAST PILE W/ 5,000 PSI GROUT DISCONTINUE THREE RE AND FASTEN REMA REBARS TOGETHER FOR OF INSTALL, h PILE 7)P (-)24.43' NAVD } TYPICAL PILE T, TIE SPACING w Q U na rn COLD JOINT L) a 2 TIES ® T/2 IF GREATER THAN 3", USE DOWEL BAR rn, DOWEL BAR ~ 0 a F FSET BEND CONCRETE BEAM c� z J \ S STIRRUP z 2 TIES SPACING 0 T/2 T. TIE SPACING COLD JOINT CRETE COLUMN a v a L FOUNDATION TYPICAL CONCRETE BEAM AND COLUMN 10" EXPANSION JOINT 77 (4) #4 FRANGIBLE - VERT REINF MASONRY WALL - FRANGIBLE 4" (SEE PLAN) = FIBERMESH REINF CONCRETE SLAB CONTINU REINF FROM ADJACENT #3 TIES FOOTING WF2.0 PLINTH ® 6" OC CHIP AWAY CONCRETE INSPECT STUDS 1'-2" ! 1-2 g ^ (8) #5 BOTT AND REINF, CLEAN DEBRIS AND APPLY SW EQ SPACED COLUMN ASTEEL ITCHRT PRIMER USING LAMBERT VIBROPRUF #1 BONDING D1 "I tO (3) ADD'N FRANGIBLE 4" FIBERMESH REINF ® #5 BOTT LW CONCRETE SLAB (4) #5 CONT BOTT 3-0„� '7TIES z� AROUND STUDS WF3.0 v FRANGIBLE EXPANSION JOINT MASONRY WALL FRANGIBLE 4" n (3) #5 CONT (SEE PLAN) FIBERMESH REINF TOP CONCRETE SLAB (3) #5 CONT CONTINUE BOTT V_10"— - - FOOTING -I WF2.0 WF2.5 T— F7. D SEE TYPICAL FRANGIBLE WALL DETAIL FOR �-1'-10 SPACING OF CONSTRUCTION JOINTS IN FRANGIBLE MASONRY WALL AND F007INGS (4) #5 CONT 3 —6" � SPREAD FOOTING WALL FOOTING WF3.5 U J coo J a N� Q c7 47 Q C •O Q ~ 0 c a� n O00 1 LL N 2 0 o of 0 Q O z � w co/ �am Z 0 W '' od N Omr N cp Z W O W sQ J C D (n N 4 p > J — ? U m LL W W p > 04 04 Of co Y 6 a� Z 2 Ln N ti� � UJ � "W 'I O 0 J Om cc ❑ JOSEPH W. SCHULKE FL. REG. NO. 47048 ❑ JODAH B. SIT LE FL REG. NO. 57396 �WAM P. STODDARD R G. N , 5760 � B 16 70 SHEET S1.1 PROJECT NO. 1 1 0074 STEEL COLUMN SCHEDULE COLUMN MARK SC1 SC2 SC4 SC5 SC6 SC7 LEVEL ROOF X 3RD FLOOR Ln x X X w x x x 2ND FLOOR X X X X 1ST FLOOR BASE PLATE BPI BP2 BP4 BPI BPI BPI ANCHOR BOLT CAP PLATE CP1 CP2 CP4 CP1 CP1 CP5 REMARKS (8) #6 VERT REINF (8) #5 2 ro L (10) #6 VERT #3 TIES 12" OC #3 TIES C4 8" OC STEEL COLUMN AND CAP PLATE TO BE SHALL BE ERECTED AND ALIGNED PRIOR TO PLACING ELEVATED CONC BEAM CONCRETE BEAM SET BASE PLATE IN CONCRETE. ALIGN AND FIELD WELD COLUMN BASE TO BASE PLATE STEEL CAP PLATE SEE DETAIL STEEL COLUMN, SEE SCHEDULE STEEL COLUMN, SEE SCHEDULE STEEL BASE /-PLATE SEE DETAIL CONCRETE GRADE BEAM (8) #5 VERT REINF TIES 12 12" OC • • 0 #3 TIES — • 12" OC CONCRETE COLUMNS 2" 2" (4) 5/8" X 5" NELSON STUDS to N — 1/2" THICK STEEL IE L4- W. CAP PLATE CP1 2" 2" (4) 5/8" X 5" NELSON STUDS 1 1 1 I I 1 1/2" THICK STEEL IE 4" 8" BASE PLATE BP1 2" 2" (4) 5/8" X 5" NELSON STUDS III III STEEL COLUMN, SEE SCHEDULE III 5/8" THICK - STEEL E 10"—] CAP PLATE CP2 2" 2„ (4) X 5"� NELSON STUDS STEEL COLUMN, SEE SCHEDULE 5/8" THICK_ STEEL E L-5 { 10" BASE PLATE BP2 STEEL COLUMN, SEE SCHEDULE 2" (NELSON STUDS r STEEL COLUMN, SEE SCHEDULE 3/4" THICK STEEL R .0 12" BASE PLATE BP3 If I II 00 II I II I 5/8" THIGI� 12rr STEEL f� (2) 3/8" THICK WEB STIFFENER EA SIDE STEEL BEAM, SEE PLAN 1/4" V 8"X12"X5/8" THICK CAP PLATE 1/2" STEEL COLUMN, SEE SCHEDULE -2 1/2" 1/4 �7714" STEEL COLUMN,_ SEE SCHEDULE STEEL COLUMN, - SEE SCHEDULE CAP PLATE CP4 �,.9a i [:d f:rJ�90 vw s1Y mYa iJa Well lal,w"P."6�f!ufa gry•V�,I pmYnel±qµ f �Id ew 1•'7JYI��itlw 7W. 191:r"md Y4t!SE PLANS AND ALL PROPOSED *?i-p ARE SUBJECT TO ANY C0FigF T!Ci G ArQUIRED'3y F1E1..01NSPE T(7Av THALT L,9AY6ENECrEZS .Akn'jN£Af°'iSFiT0 COMPLY WITFI ^WI Iker dCa R wr f'QF)&§. STEEL COLUMN, SEE SCHEDULE STEEL BEAM, SEE PLAN (2) 3/8" THICK WEB STIFFENER EA SIDE `8"X12"X5/8" THICK CAP PLATE FASTEN BEAM OR TRUSS TO BRACKET W/ (4) 1/2" BOLTS WOOD BEAM, SEE PLAN STEEL COLUMN SEE SCHEDULE 1/4" THICK A36 STEEL PLATE 10" 3-5/8" 12 -12 'fN ^T I h MN I i I 3/16" STEEL COLUMN, SEE SCHEDULE STEEI SEE CAP PLATE CP5 �oo�mel�5 wa Upp 3¢w 3 0 4woni"�ow� p�Eo�aa�s "T�a� Jam U E CD J cl- co N M O7 a� Q C rAr' N LL li a z 00 N C, z0c=i° O Q O � Q -= WJ O � ma Z LU O_ VJ U) Z z o a W wx W N Oz ICO p'q NO W Z W LJ r E�E` oz co CN � Wo>X p Cz_7 00 LLLL VZJ ME> W 04 W J U N D� Y Qa Z (V � n � U J W H ^ v, � U Ld J W U N w LLIJ O U W Z � !n Z Q O O Of U LLJ W 0 U) 00 (O (/) O d O F- D' D_ ❑ JOSEPH W. SCHULKE FL REG. NO, 47048 ❑JODAH B. BITTLE REG. NO. 57396 �vmWAN P. STODDARD / Cy. D. 57605 EAU 16 201 , SHEET 51.2 PROJECT NO. 11-074 / 4'-0" TYP ZONE 3 ZONE 2 ZONE 1 ROOF ZONE DIAGRAM NOT TO SCALE » � i,;;� r 1A.nCuwl'+e^Wool a 'nm THESE PLAW ANO,_,LL Pf^^r m-WOR., ARE SUBJECT 70 REQUIPFD BY FI L MAY BE NECE` A4t yrJ C' COWIPLYWITH ALL Ai PL'I AW-I- WALL COMPONENTS AND CLADDING WIND PRESSURES ZONE EFFECTIVE AREA (FT 211 ) WIND PRESSURES (PSF) ..._.. POSITIVE SUCTION . INTERIOR _........_.._. _ _ , .... _... 10.0 ..,. 52.5 -56.9 INTERIOR _.._.._.._._........_.._.._... - .._.. 20.0 _. __....._..__........_._._..__. 50.1 -54.6 ............_.....m:_.._......_._ INTERIOR ..... __.... ..50.0 ..... .. , _............................. 47.0 -51.4 INTERIOR I 100.0 44.6 -54.6 END ! 10.0 52 5 ! -70.3 END .... 20.0 1.._. i 50 1 - _ .._ END ... ....... ( 50.0 ___........_._65.5__.._... 47.0 -59.3 END ..... ..._ 100.0 44.6 .. _ ... -54.6 NOTES. 1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACES. 3. END ZONE LOCATED 4'-0" FROM EACH CORNER OF THE MAIN HOUSE. END ZONE LOCATED 3'-0" FROM EACH CORNER OF THE GUEST HOUSE. 4. WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS TO WITHSTAND THE COMPONENTS AND CLADDING DESIGN PRESSURES. WINDOWS AND DOORS SHALL BE PROTECTED WITH AN IMPACT RESISTANT COVERING OR SHALL BE MANUFACTURED IMPACT RESISTANT. 4:12 PITCH ROOF ROOF COMPONENTS AND CLADDING NET DESIGN WIND PRESSURES ZONE EFFECTIVE AREA (FT2) .. WIND PRESSURES (PSF)„ _____._ _.,.._ ... _.».__.....»....... POSITIVE SUCTION 1 j 100 ............ 302 48.0 1 20.0 27.5 -46.3 1 _. 50.0 ...... __. _.._.___W___. 24.0 -44.9 1 100.0 . __,_�. 21.3 _...___.___ . _ . _.. -43.6 2 10.0 30.2 -83.6 2 20.0 27.5 -76.9 2 _ 50 0 .. 24.0 -68.1 2 -.,..�.........e..»._ ......_..............--._...._............_.._....._ I 100.0 ._.........-.........„,.„ 21 3 ,_. _ .. ..... ....._... -61.4 3 _ 10 0 ........... ................... 30.2 _._...................... -123.7 3 20 0 _ 27 5 _.,..,..,._.._.._.._.. -115.6 3 50 0 24 0 ..I....._.._.... -105.0 3 100.0 _... _ _ 21.3 .__.. -97.0 NOTES; 1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACES. 3. MAIN HOUSE ZONE 2 LOCATED 4'-0" FROM EDGE OF ROOF AND EACH SIDE OF RIDGE AND HIP LINES. ZONE 3 LOCATED 4'-0" FROM ROOF CORNERS. GUEST HOUSE ZONE 2 LOCATED 3'-0" FROM EDGE OF ROOF AND EACH SIDE OF RIDGE AND HIP LINES, ZONE 3 LOCATED 3'-0" FROM ROOF CORNERS. 0 0 s a a z o a � � N Z vi Z O DO a d a O 3 3 Q N lz CrrS J 0 0 0 (5 N O ZZa�wow N5 FwyVj�Vp�;Kw Kw�wpd�UFVFpw xFa�z¢��Qa�3 �KW �`i2wJJQU` owxx'wLL� z3�¢ I&�UW WdkZWK2 a 33w�✓��.w �d VU J g o 0 U J Q- �� J ¢ ID Q c .cy, 0N c LL z Q �0 JO w CD 2 0 0 Wo¢� w U c � 0 m¢ zo Ww w rn) v o a CD 06 N Z Oz m av N W gQ�� O C� U) N LJ 4�J 0 J Z v m LL W LL0 � w > N I.I.I J Q U m Y ~ Q h Z N 2 hh U hJ v / , V H w w 0 W �U 0= i c Z Z QO O U Ldw LL 0 00 ON o �W 0 CL 0 CL ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑JODAH B. BITLE FL. REG. NO. 57396 '[SI tAM P. STODDARD REG. NO. 57606 SHEET Sb.3 PROJECT NO. 11-074 ^� THESE PLANS In- blT A R AN REQUIRED E 8JCCT T EL y 0 FILE MAY R 0 H�, 86 " Fsp gA , I f, fq ' Ul E 'y Co -C- MPLYWITHALL 40,-� UCAGL, !ILI 1. E 3 F5 8 9 1 11 12 13 14 5 16 17 4'-105'-2"— 5'— 2 5'-10"--5'-10" 6' — 0 ' 7-241 ' 7-241" 4 6'-04 15'-4"— TOP OF PILE TOP OF PILE 3.25' NAVD 3.25' NAVD 16" DIA AUGE� CAST PILE SEE .'TYPICAL PILE" DETAIL, TOP OF PILE 16.05' NAVD (UNLESS NOTED OTHERWISE) �iN TO w PILE F PILE P T P ID 3.25' NAVD T3025"'AVD 302 TOP OF PILE TOP OF PILE 3.25' NAVD 3.25' NAVD TOPF PILE Top PILE TOP F PILE 3.25, NAVD 3.251AD 3.25' AVID LLI LLJ B Ld of z c 0 ct L� LIJ z i� 0 0 0 0 00 W cn 0 CL 0 0JOSEPH W. SCHL FL. REG. NO, 47 [IJODAH B. BITTLE FL REG. NO. 57 WLJAM P. STOO 1, C� (w DFEB 16 SHEET S2.1 PROJECT NO 11-074 F THESE PLANS AND Al RO6 OYeC 4,pC ritL ARE SUBJECT 70 ANY C;',R1;ECTIOPJS REQUIREDBY PIcf,Da!�FC'iJRS THF.7 MAY BE NECES *A.RY IN HAT COMPLY WITH ALL APPLICA,Lk To GGLE . N i ILY4YJ.sYO 6 I'll /� � Li "2 �g d P :WV r,Y � d,,,.aed N 116. r c I i lam t � �ti1✓�j`r u a. d.;.Y "id rya. lw a9':are�t �D G3 XGB1 _ 011, • x x • • • • G3 XGB1 XGB1 _ XGB1 16" DIA AUGER CAST /' PILE SEE "TYPICAL — PILE" DETAIL x x C3 S3. i � m x k 6" DIA AUGER CAST PILE • ® • • • BELOW (TYP) XGB1 kGB1 J JZZ¢� M E2 Q iRr 0 c g LL y Q W o ama W J z00w zo> :Q!s O�YS N ZoN� 0. w g=wo ~r CDaU)N LJ I� W OF Z J > LL M CO Ll. W Z L` W � Of W QCw>N Y �) J j Qn Z N n rrU^ VJLU CD Z Q Q W in Ld w w U o � � w 8� Z cnz z ¢� O I<—GJ U D- w li o w (0 0 a 0 Of CL ❑ JOSEPH W. SCHULKE FL. REG. NO. 47048 ❑JODAH B. BITTE FL REG. NO. 57396 N1WAN P. STODDARD ROG. NO. 57605, UAiB 16 i U SHEET 52.2 PROJECT NO. 11-074 THESE PIANS AND ALL AWE SUBJECT TO AVVCCm REC,7CING 14EMIRED BY THAT MAY BE NECE97,ARV IN OPMER TO FILE I� COMPLY WIT r IT Z FRANGIBLE MASONRY FRANGIBLE SITE WALL RETAINING WALL, SEE - AND FOOTING, SEE DETAIL D/S3.2 DETAIL D/S4.1 wFj. 0 WF2 0 WF2, 0 Io WF2. 0 jw WF2. 0 of CONCRETE PLINTH, SEE DETAIL WF�tj WF2.5 (TYP 5 LOCATIONS) scl sc ill SC7 al P4 L 0 0 0 WF2. 0 WF2. 13 16" DIA AUGER CAST PILE SEE "TYPICAL PILE" DETAIL 25 WFJ. 0 WF2. 0 WF'J. 5 JC3 F WF2. 0 FRANGIBLE INFILL WALL AND Wr2. 0 F INOOOTIG , S L EE DETAIL C/53.4 FRANGIBLE SITE WALL AND B/S4.1 \-AND FOOTING, SEE DETAIL D/S4.1 �3 CD CD ui cr-1 I 4- -J u- cc 3f0 C) Lw 00 0 0 . 0 Q M 0 :2t Lu 0 0 Lu zoo w Zq N CDco 0 04 a*, 1 Ld w o 0 Z �7 co < L Z a f Ld LU > c'j (N to 0) Z6 C14 U) ILL z 0 LL- 0 JWH W. SCHULKE FL REG. NO. 47048 EIJODAH B. BITn-E FL. REG. NO. 57396 rtWIWAM P. STODDARB FL REG. NO 57605 16 Zug SHEET 52.3I PROJECT NO. 11-074 GB3 v Yl GB3 — — T_ — — 5T72 5B12 h K 1.5" ml I N N GB3 ST12 I F CONCRETE STAIR CONCRETE STAIR ON GRADE (SEE ON GRADE (SEE TYPICAL DETAIL) TYPICAL DETAIL) 0 in. 5812 h` GB3 GB3 GB3 GB3 57­12 t , 57­12 h APPLY SIKA OUR 35, HIMOD LV PDXY BY GRAVITY FEED LONG ALL CRACKS IN CONCRETE SLAB �I I� h GB3 1 GB3 ` GB31 — SC2 ,b.1 GB3 I 57­12 I 57­12 5Tf2 1 5812 5B12 �I I � SC2 I W�-' GB3 GB3 CONCRETE STAIR ON GRADE (SEE TYPICAL DETAIL) m I�I v I 6" THICK SLAB (TYPICAL UNLESS NOTED OTHERWISE) FIRST FLOOR ELEV= I Z80' 5Tf2 R 0 II GB3 GB3 #5 W/ 90' HOOK EA END TOP AND BOTT ® 10" OC 5B12 m 5T 12 N I�I I I — � L_ — — Jn GB3 G83 J�(3) ADD'N #5 TOP AND BOTT 31-1/2" THICK ¢ Nov t1 1;4 1AL � � y r pppp+��11���{"pp'° ��"" tau cYr�&t 8i del lak,a l.ain�l il:w� THESE PLANS AND ALL PROPOSED WORK ARE SUBJECTTO ANY CJRF;EC'iIOdJS REQUIRED BY FIELD IMPEC ORS THAT MAY BE NECESSARY IN ORDER TO QQMPW WITH ALLAPPLICA13LE CODES. FRANGIBLE SITE WALL, SEE DETAIL D/S4.1 X 1 / YYY GB3 �� GB3 /�YYY r N I :,. jam p. iA 5T12 h 57`12 F C NC RE S AI - h m SEE I ET IL 141 .2 5S12 5B12 J .. .. 1 � — _ G82 SC 7 p _ �p GB1 I, X\I— v 777 ... .. 57­12 5T12 h 5T72 ...- .. .. .............. '. ... , , ..�_7/11 .. . . 57`12 I .-.. .... ., .... '. +Lo 5T12 M .. ... .. .'.' ..� 5812 - .,� .. '. ... ... .. --- 5812 k P 3{ c, N I 7" 7" .. 7377 C i 16" DIA AUGER -CAST PILE .. ... BELOW (TYP) h GB3 - ...,.,. S 7 .-: .. ........ ... .. '.'. ...,,. .... '. .... ... ..'. ., .... ...', .- e 3 c 2 . C3 =FRAN .'...'.'. .. ... .... - - - . - �.... - -... `._..TE4-.-....-. , DETAIL C/S3.4 FRANGIBLE SITE AND B/S4.1 WALL, SEE DETAIL D/S4.1 U ` �E J a N CM J Q Q� c 'r Q L � c O N Ll_ u) a00 mV L CD o CD Q O Zo0w Z W v, O 7 Z N OV N 1 W W z 0 = LLI O H n C9 Q � fn N LJL I� W o n -i M~ Z a U mLL W Z Lino' W Q U > N Y �(o _I _ (10 ZN V) U cl:� Z O� O n J L.I_ _Z (n cl:�a L.L. Li Of O LL LI w 0 LLI Z z z Q0 U 0 � 0 LL � W Q C J w O 00 (n 00 W (n O O_ O OL ❑ JOSEPH A SCHULKE FL REG. NO. 47048 ❑JODAH B. BITILE FL. REG. N0. 57396 NIWAM P. STODDARD EG. N0. 57605 MB 16 201 SHEET 52.4 PROJECT N0. 11-074 SC2 SC2 DETAIL D/S4.1 .:1pp PYPS r �.. 14.4r Y4,d` 6 n 4i r.+�1�:�IhP'bi lU' LY x. La iGi.ar.-tle�B.m�W.rabd ` 41P P111 1 4 1 7' qq �Q�xd`Y:YYb4 fM1 THESE PLANS AND ALL PROPOSFO WORK ARE SUBJECT TO ANY CORRECFIOPiS RFOUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICAWLF COOES, SITE 34.1 MN 1h + C2 U z c'U J N J � N M a° Q Q g LL rn Q S co Q c Q o W Q 0 00 OL Z00 w z of W 1� 'n V i Ze o N C) od 2 ci�o N rn L1J J Q n N Zt C) Lcj I- LLJZ 4 J LL C7UmLL L� Ix LLB w W >N Y �) J ¢� _ zN U) ' F- ry Q Q J LY_ F— ry L.- w w 0 Lu 0� z z Q0 O v ww J �7 0 o 00 o �V 0 o_ 0 oc a ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑JODAH B. &TILE ,FL. REG. NO, 573IM ,'FL. P. STODDARD DREG. NO. 57605 SHEET S2.5 911 PROJECT NO. 11-074 5T12 5B12 1 C84 SC5{T' M'IW, 4 U ,I Lo CB4 LTL 16S 7-1/2" THICK SLAB (TYPICAL UNLESS NOTED OTHERWISE) tiD CB8 CB8 C5 �/ CB7 SC4 �44 c 1.. 4 J 511412 5M 12 �a— N II I O m ELEVATOR OPENING SECOND FLOOR ELEV=29.13' NAVD umi ko J II N ti N N ti toI� h LTL 16S J LTL 16S I LTL 16S L J W- j ti J N h get pp ,� u u,C'J;, Bo,��f 11�k,.1:o��l itdi4i LY vxAx4i'11Y`L: yY ygyNiwl END OF BEAM FASTENED TO RESIDENCE W/ (4) 5/8" SS GREASED DOWEL BARS, SEE DETAIL CB4 THESE PLANS AND ALL PROPOSD WORK ARE SUBJECT TO ANY CO�i FI F.C'I!ONS REQUIRED 9Y FIELD INSPECTORS THAT MAY BE NECESSARY IN C DER TO f;QMPLY WITH AW.AVPWQ, BLE. CODES. CB SC5 �. 3.2 [':'I SC5 �- — -- g,t C84 CB4.... m U C58 AN"I Q, _C88 1 CBS CB8 20 C� J g CD J N co M J ar c 't 0 W c O� g LL rn Q00 2 00 O C �Q�a z0ow �NCD o > wx W Z aO N W s�Wo �- J Z�0viN LLLI Z 0 cl ¢ > Co? U mLL Lu�� W QC)�N Y �m J z 2 z N J LLI U It 0 LL w z w �. 0 af N V-' w z O E aZ Q W O (� L W (%1 O D_ 0 w a 0 O z w=) QO v U L'i Lu U J N 00 ❑ JOSEPH W SCHOLKE FL REG. NO. 47048 ❑JOOAH 8. BITILE R. REG. NO. 57396 VA D AN '050 BR16720 1 SHEET 52.6 PROJECT N0. 11-074 DENOTES AREA OF MASONRY r�E n.x:.�i'.�4`�9A�p �iu"�spY�dr/.v s.a 11tlJ 6r�rr.�lr'�•.a,g� +9 rLrv'avi: . Y��1sYatl ij�9LWieo,�sltla dv LWIL59evv c 0 D THESE PLANS AND ALL PROPOEF r, WORK ARE SUBJECT TO ANY CCU,- Cx9.,=a+ - REQUIRED BY 1`12LD MAY BE NECEnSAI'V IN 0 �DE'R COMPLY WITH hLL APPWC{p6y- C6D5=S_ ADDED (TYP) SEE DETAIL B/S3.5 *�yy t4Y•y -54.2 -54.2 REMOVE ALL CUT NAILS FROM EXTERIOR MASONRY AND CONCRETE U zt J o u) J OJ 0 M L aa) W g -J LL w Q ZWmV CDQQ c Q o 0 o EO Q C> � 0 0 Z 2 W W //� VJ aNC3 o > 06 O N W o W O D H J c�L�(1)N Wooer L 0 > MF— Z W LLI Q w W v N Y `° J ¢6 _ co zN vJ U J ui EC O W LLJ U Z W Ln W CC I— Z O LL ¢Z W U O 0 W m O EL O EC 0- 0 Z W QO U ww U J O 00 ❑ JOSEPH W. SCHULXE FL REG. NO. 47048 ❑JODAH B. BITILE FL. REG. NO. 57396 WAN P. SMODARD FL REG. NO. 57505 20 SHEET S2. 7 PROJECT NO. 11-074