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1607 ATLANTIC BEACH DR - STRU. DWG'S.FOU DATION GENERAL NOTES BUILDING CODE WOOD FRAMING FOUNDATIONS: ENGINEERING DESIGN RESPONSIBILITIES: DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL WOOD FRAMING THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE ASCE 7-16 WITH 2005 SUPPLEMENT, AND FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH IOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS -05, - DESIGN MAXIMUM OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE FOLLOWING: STRUCTURAL COMPONENTS SUCH AS THE FOOTINGS, BEAMS, COLUMNS, POST, R AND ROOF DESIGN CRITERIA SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHO AFBcPA SPECIAL DESIGN PROVISIONS FOR WIND 8c SEISMIC, SDPWS 05. SOIL BEARING ( } E WN CCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER STUDS, SHEATHING, ETC TO SUPPORT CODE SPECIFIED LOADS. ITEMS NOT DESIGNED INCLUDE FLOOR RIA AND COHESIVE CLAY SOILS. SOIL COMPACTION AND FILL PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATE (CLAY) ALL LUMBER, EXCEPT WHERE S PROCTOR I ACCORDANCE WITH ASTM D 1557. ADDRESSED AND TRUSS -TO -TRUSS CONNECTION. ITEMS NOT DESIGNED ALSO INCLUDE FLOOR LOADING (Cd = 1.0) ROOF LOADING (Cd - 1.25) SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND SHALL BE COMPACTED TO A MIN. OF 95� MODIFIED D T WHERE SPECIFICALLY SO I ARCHITECTURAL FEATURES SUCH AS EYE BROW ROOFS, CORNICES, NON-STRUCTURAL SINGLE LENGTH PIECES. SPLICES WILL NOT BE PERMITTED EXCEP • DATIONS BEARING 12" BELOW GRADE. ALLOWAB �E BEARING PRESSURE = 2,000 PSF FRAMING, WATERPROOFING, MECHANICAL OR ELECTRICAL SYSTEM. TOP CHORD DEAD 10 PSF TOP CHORD DEAD 7 PSF (SHINGLES) DETAILED OR AS DIRECTED BY THE ENGINEER. SHALLOW FOUNDATIONS GENERAL NOTES: TOP CHORD LIVE: TOP CHORD LIVE 20 PSF RES CONDUITS ELECTRICAL EMBEDS,. STEP THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. [OR GENERAL FEATURES, BALCONIES 60 PSF EACH PIECE OF STRU FROM THE FOUNDATION PLAN. THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES BOTTOM CHORD DEAD 5 PSF ORGANIZATION WHOSE REGULAR BUSINESS IS TO HEIGHTS ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FO TING DIMENSIONS AND LOCATIONS ALL OTHER AREAS 40 PSF GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZ , ESTABLISH LUMBER GRADES. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN TEN CONTACT THE STRUCTURAL ENGINEER. NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING .BOTTOM CHORD LIVE: CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND " RING FORMS SCAFFOLDING GUYING OR OTHER MEANS TO AVOID NO STORAGE 10 PSF E 3 IN FOOTINGS AND MESH METHODS, BRACING, SHO , MINIMUM CONCRETE :OVER FOR REINFORCING SHALL B CE -PINE -FIR SPF OR SOUTHERN PINE (SYP), 19% UNLESS OTHERWISE NOTED ON DRAWINGS, M BOTTOM CHORD DEAD 5 PSF LIMITED STORAGE 20 PSF UNLESS NOTED OTHERWISE, USE SPRU (SPF) CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48" EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING STORAGE MAX. MOISTURE CONTENT, AS FOLLOWS: SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS( AND CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR BOTTOM CHORD LIVE O PSF 30 PSF O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING ATI INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY =775 PSI Fc PARALLEL 1000 PSI, Fc -(PERP) -335 INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INT EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. SPRUCE PINE FIR #2 SPECIFICATIONS: Fb ( ) � LIVE LOAD DEFLECTION L/360 LIVE LOAD DEFLECTION L/240 PSI, Fv=135 PSI, Ft -350 PSI, E=1100 KSI SHALL BE 48 BAR DIAMETERS TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN SOUTHERN PINE 2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE TOTAL DEFLECTION L/240 (0.75" MAX) TOTAL DEFLECTION L/180 (CAL ENGINEER A WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANC I WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL (SFP ) TO MAINTAIN DESIGN BEARING PRESSURE. SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND WIND CRITERA BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING CONCRETE SLABS ON GRADE: BE SAFETY RE MTS. ALL WALLS SHALL UNLESS NOTED OTHERWISE ON PLAN. CONCRETE SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. SLABS SHALL BE INSTALLED S Q WIND SPEED Vult 130mph ELEVATION, OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND S PRESSURE TREATED. OIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. WIND PEED Vnom 101 mph ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE OR FILL WITH APPROVED CHEMICAL S NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. DO EXPOSURE CATEGORY C CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NA[LIN TE SLAB "CONTROL JOINTS" SHALL BE CUT INTO THE S TABS AT A DEPTH OF '/ TIMES THE THICKNESS OF THE SLAB DIMENSIONS ALL WOOD -TO -WOOD C CONCRETE PLATES IN WALLS. METAL THE CONCRETE. MAXIMUM SPACII G OF INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR BUILDING ENCLOSURE CLASSIFICATION ENCLOSED SHALL BE PERMITTED (UON), EXCEPT FOR AT TOP AND BOTTOM P WITHIN 12 HOURS OF PLACING INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO OTHERWISE, SHALL BE 15'-0" (MAX.) IN EACH DIRECTION. LOCA ION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE RISK CATEGORY II DEVELOP THE PUBLISHED CAPACITY. AREA CONTAINED IS 300 SQUARE FEET MAX., WITH A MAXIMUM (RATIO OF LONG TO SHORT SIDE OF 2 TO 1.. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED MASONRY SPECIFICATIONS: WITH ARCHITECTURAL DRAWINGS. 'RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO BUILDING HEIGHT < 30 T STARTED - SHALL BE CONSTRUCTED IN ACCORDANCE WITH AT THE STRUCTURAL I TOE NAILS SHALL BE DRIVEN A i AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STA MASONRY HAS BEEN DESIGNED N ACCORDANCE WITH ACI 530 b5, AND SH L _ START OF CONSTRUCTION. DO NOT SCALE DRAWINGS. COORDINATE NCE WITH ASTM C4 I6 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF AR HITECTURAL& MECHANICAL. ARCHITECT STRUCTURAL ENGINEER ROOF PITCH 6:1 AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE. AC1530.1-05. GROUT SHALL BE IN ACCORDANCE DOCUMENTS WITH THE C ARCHITECT/ STRUCTURAL psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM CO'I RSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" I0 11" SLUMP. SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. CONNECTED LATERALLY TO ONE ANOTHER PER M 0270 AND TYPE M OR S. T PE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR WINDOW AND DOOR DPC�cC) PRESSURE MULTIPLE STUD PACK COLUMNS SHALL BE MORTAR SHALL CONFORM TO AST DETAIL INDICATED HEREIN. SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION O � ALL FLASHING. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE EFFECTIVE WIND AREA WIND ZONE DESIGNATION TIMBER FASTENING SHALL BE PER FBC MINIMUM FASTENING SCHEDULE UNLESS NOTED AS STEMWALLS: DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. (SQUARE FT) INTERIOR ZONE END ZONE - MASONRY UNITS WITH W CONCRETE M S GREATER ON DRAWINGS. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOEDOWNS, ETC. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM �C90E, E GRADE N-1 HOLLOW CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATION " - "COMPANY OR APPROVED EQUAL. THE ALL COURSING SHALL BE RUNNING BONDS, TACK BOND SHALL NOT BE USED. GROUT ALL CELLS FOR ITS EMPLOYEES. 0 - 10 +24.61 -26.70 +24.61 -32.95 SHALL BE MANUFACTURED BY SIMPSON STRONG TIE TYPE S MORTAR W +23.42 -30.58 - MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROC CONCRETE GROUT. SPLICES IN REINFORCING, WHERE 11 50 +23.42 -25.51 USED UNLESS NOTED OTHERWISE. PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE +22.01 -24.09 +20.91 -27.74 MAX. AND AT EACH CORNER, W, - ALL END AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS IN THE FIELD UNLESS WRITTEN APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. 51 100 INS BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER( BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE FIREBLOCKING TO CUT OFF ALL VIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. GARAGE DOOR FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDEAT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR Y OTHER COURSE AND VERTICAL REINF. SHALL BE INCRE ( SED AS NOTED ON S1.0. UNLESS NOTED OTHERWISE. LAP (1) CAR 8'x7' +23.42 -25.51 +23.42 -30,58 (EVER }, ROOF COVERING SPECIFICATIONS: AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). JOINT REINFORCING SHALL BE A MINIMUM OF 6". THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF (2) CAR 16'x7' +22.01 -24.09 +20.91 -27.74 SCHEDULE COVERING SYSTEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND SHEATHING EPDXY ANCHORS IN CONCRETE. INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. WIND LOADING NOTES. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHA -L BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE TION TYPICAL NAILING -T SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION FLOOR SHEATHING SPECIFICATION SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY IE L ITW WATERPROOFING: 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED °� �° POWER -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FAST NERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY 3 PO CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN INSTALLATION OF ALL WATER 2. PLUS =PRESSURE AND MINUS =SUCTION. COMPONENT AND CLADDING ELEMENTS 23/32 TBcG OSB OR PLYWOOD SHEATHING TETRA GRIP .113x2/g @ 6 EDGE AND FIELD THE / RAMSET/RED HEAD OR APPROVED EQUAL. MIN. EMBEDMENT LEN STH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROOFING. SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: TABLE ABOVE FLOOR SHEATHING NOTES: "GANG -NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CON �TRUCTED WITH METAL PLATE GUARDRAILS 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE 1. FLOOR SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO THE CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSS(=S SHALL COMPLY WITH NFPA, TPI, AND RITC 100. THE TRUSS T HE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF GUARDRAILS RESPONSIBILITY OF THE WINDOW DOOR MANUFACTURER AND SHALL MEET 0 SUPPORTS MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SH P DRAWINGS SIGNED AND SEALED BY A STRUCTURAL POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 2. PANEL EDGE BLOCKING IS NOT REQUIRED ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW( PRIOR TO FABRICATION. 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS WALL SHEATHING SPECIFICATION TYPICAL NAILING DESIGN, CONSTRUCTION, AND INSTALLATION SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE NATIONAL DESIGN METAL STRAPPING AND CONNECTOR FASTENING A RATED OSB OR 0.131"x2�" @ 6" O.C. EDGE, 12" O.C. FIELD. SPECIFICATION FOR WOOD CONSTRUCTION AND OF THE TRUSS PLATE INSTITUTE. MIN. /6 , 24/16, APA / PLYWOOD STRUCTURAL 1 SHEATHING 0.131 %2)/2" @ 3" O.C. AT TOP AND BOT PLT PROVIDE ALL REQUIRED BLOCKING AND BRACING REQUIRED BY T E MANUFACTURER FOR CONSTRUCTION AND ERECTION IN SIMPSON USP FASTENERS ANCHORAGE CONNECTOR FL CONNECTOR FL WALL SHEATHING NOTES: ADDITION TO BLOCKING SHOWN ON THE STRUCTURAL DETAILS. M MBERS OF A COMPLETED TRUSS ARE NEVER TO BE NOTCHED # # 1 SHEATHING MAY BE INSTALLED FOR FLEXIBLE OR BRITTLE FINISHES. OR CUT. THE DESIGN SHALL ACCOUNT FOR ALL UNIFORM LOADS AND EQUIPMENT LOADS. CONTACT THE STRUCTURAL A35 10446.1 MPA1 17244.23 12-0.131x1'/2" MUST EXTEND FULL HEIGHT FROM BOTTOM PREQUIRED. ° LATE TO UPPER PLY ENGINEER FOR UNIFORM LOADING AND REQUIREMENTS IF 2. SHEATHING ABU44 10860.4 PAU44 17239.13 12-0.162x2'/2" 5/8"�x6" TITEN MG OF DOUBLE TOP PLATE. 3. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS (INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS ABU66 10860.4 PAU66 17239.13 12-0.162x2'/2" 5/8"Ox6" TITEN MG 4. PANEL EDGE BLOCKING IS ONLY REQUIRED AT SHEAR WALLS AND WALLS WITH BRITTLE SHOP DRAWINGS. W (3) CS16 10852..2 RS150 17244.27 11-0.148x3" EACH END FINISH. BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END / SS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE 10d TOE -NAILS. ALL TRU - PRE ENGINEERED WOOD TRUSSES !SHALL BE BRACED IN ACCORDANCE WITH TRUSS PLATE DTT2Z 10441.1 DTB-TZ 17219.1 8-/, '"x1'/2" SDS ' 2"x6" TITEN HD EDGE NAILING IS DECREASED TO 3 O.C., SEE PLAN FOR LOCATIONS DELEGATED TRUSS ENGINEER END ZONE WIDTH 'a' = 6'-O" 5. AT SHEARWALLS, INSTITUTE'S "HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91" AND " BUILDING H2.5A 10456.3 RT7 17236.11 5-0.131x 2'/2" EA. END ROOF SHEATHING SPECIFICATION COMPONENT SAFETY INFORMATION BOOKLET BCSI 1-03" AND RELATED SUMMARY SHEETS. H8 10446.13 RT8 17236.11 5-0.131x 2'/2" EA. END /6" 21/16, APA RATED OSB 0.113X2/" RING SHANK. @ 6" O.C. EDGE AND �} GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER. HTS16 10456.6 HTW16 17244.8 8-0.148x1'/2" EA. END SHINGLE OR PLYWOOD SHEATHING FIELD. (4 O.C. WITHIN 4 OF ROOF EDGE) STEEL. ALL NAILS/SCREWS TUSED AT CONNECTOR PLATES/ANCHORS SHALL HTS20 10456.6 HTW20 17244.8 12-0.148x1'/2 EA. END 15/32 32/16, APA RATED 0.113X23/" RING SHANK. @ 6" O.C. EDGE AND ALL TRUSS CONNECTORS TO BE G90 GALVANIZED S AL 8 _ HITS 11496.2 HTT5 17324.2 26-0.162x2'/2 5/8"0 ROD EPDXIED 8" MIN MET OSB OR PLYWOOD SHEATHING ,I ' BEG 90 GALVANIZED SEE NOTE 1 BELOW)FIELD. (4 O.C. WITHIN 4 OF ROOF EDGE) LTT20B 11496.3 LTT20B 17219.3 10-0.148x2'/2 '/2"x6" TITEN HD ( 3 " 6" O.C. EDGE AND FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS. FLOOR TRUSSES SHALL CONNECT 15/32 32/16, APA RATED 0.113X2/0 RING SHANK. @ TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS SPECIFIED BY TRUSS ESIGNER. LSTA12 10456.7 LSTW12 17244.8 6-0.148x3" EA END TILE OSB OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) PERMANENT TRUSS BRACING NOTES AND SPECIFICATIONS I MSTA24 10852.9 MSTA24 17244.18 9-0.148x3" EA END (SEE NOTE 1 BELOW) 1.)ALL BRACING LUMBER SHOWN, EXEPT FOR T -BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 SPF#2 OR BETTER. (UON) MTS12 10456.8 MTW12 17244.8 7-10dx1'/2" EA. END NOTE 1 -VERIFY WITH MANUFACTURER'S FLORIDA PRODUCT APPROVAL ## 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF THE BRACED TR ISS, PER DELEGATED TRUSS ENGINEER. NAIL SIZE LEGEND LENGTH DIAMETER 3.)PERMANENT PERMANENT BRACING WHERE NOTED ON TRUSS MFR. (SHOP DRAWINGS. THE CONTRACTOR SHALL PROVIDE 1x4 SYP#3 OR BUILDING FOOT PRINT SHOWING END ZONES NAIL LENGTH DIAMETER NAIL BETTER BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS BOTTO CHORDS AND ATTACHED TO EACH TRUS WITH 2-8d COMMON 8d COMMON 2)/2" 0.131" 10d COMMON 3" 0.148" NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT END WALLS P OVIDE DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF BRACING T FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SAME 8d RING SHANK 23f" 0.113 10d RING SHANK 3 0.148 BRACING MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP R OFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD » 12d COMMON 3Y" 0.148" BRACING PROVIDE DIAGONALS IN THE END SPACE BETWEEN THE WA IL AND THE FIRST LINE OF BOTTOM CHORD BRACING AT A 10dx1Y2 1� 0.148 4 MAXIMUM SPACING OF 20 FEET.. » " 0.162" SINGLE BRACED TRUSS AS 16d COMMON 3Y S 7 10d 3 0.131 2 MULTIPLE BRACED TRUSSES, A INDICATED IN TRUSS SPECIFICATIONS.( INDICATED IN TRUSS SPECIFICATIONS. ABBREVIATIONS BOUNDARY OF �- SHEATHING . ... • • • • • - BM BEAM PSI POUNDS PER SQUARE INCH CQ BOT BOTTOM PSL PARALLEL STRAND LUMBER II • I I'I CMU CONCRETE MASONRY UNIT PT PRESSURE TREATED II I-► DBL DOUBLE SF SQUARE FOOT I.I SPRUCE PINE FUR �.i EA EACH SPF SP 1•I EOR ENGINEER OF RECORD SYP SOUTHERN YELLOW PINE EDGE NAILING PER EQ EQUAL THRU THROUGH TABLE i I•I I EXT EXTERIOR TR THREADED RDNFICE COP"'Y EXAMPLE OF UNSUPPORTED • =CID FBC FLORIDA BUILDING CODE TYP TYPICAL UNBLOCKED PANEL EDGE (TYPICAL) FT FOOT UON UNLESS OTHERWISE NOTED (1)DIAGONAL BRACE PER T -BRACE FASTENED T) FTG FOOTING VERT VERTICAL REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH 4 TRUSSES APPLIED SEE PERMITS FOR ADDITIONAL O F WEB I WEB w/ lOd @ 6"O.0 HORIZ HORIZONTAL O.C. ON CENTER ANAL FIELD NAILING PER WALL STUDS, TO BACKSIDE 0 AS REQUIRED IN TRUS( TABLE TERAL BRACING SEE ( LVL LAMINATED VENEER LUMBER OSB ORIENTED STRAND BOARD � REQUIREMENTS AND CONDITIONS ROOF OR FLOOR CONTINUOUS LA ENGIEERINC FRAMING TRUSS SHOP DRAWING FOR QTY. AND MONO MONOLITHIC PERP PERPENDICULAR REVIEWED 8Y: { VATE:l/,/2y MEMBERS LOCATION. IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. PSF POUNDS PER SQUARE FOOT � u SHEATHING NAILING DETAIL rye; \0\1 R�EJ. :``�G' • �.� CIE N SF•'• �G *: 46 *= ,p STAT F /-.0 R ZONAL 11.06.18 Christopher J Sabourin FL PE#71461 S L�o STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME JLILINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION l.U1V I KAU I UK !)NALl ULjN I AL. i CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. DESIGN CRITERIA AND GENERAL NOTES SHEET S0,60 SHEET 1 OF 10 • UJI• 0 UJI uj co • Fult • FIELD ALTERATION l.U1V I KAU I UK !)NALl ULjN I AL. i CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. DESIGN CRITERIA AND GENERAL NOTES SHEET S0,60 SHEET 1 OF 10 In 5'— 0" 75'_0" OF -CONCRETE O.R.- 6x6 Wl.4xW1.4 __ - WWF ON EMIL VAPOR BARRIER ._ . IN PREPARED GRADE.�II v I ) » 11 )_ 2 » I L- 1I -7�_0» i - 06,_07, I _ 5(� I f I F2.5 I I I s1.01 i1 � I ,1 7/Sl 511.o i-0PROVD� SAW CUTS PER 7 �1.01, PROVIDE 2-#44 I I I BUILDER TO COORDINATEV�TH CORNER CRACK' BARS 10x10x677 DEEP CONCRETE 51.01 'I FINISH FLOOR MATERIAL. I I` AT SLAB MID -DEPTH. 10x10x6" DEEP CONCRETE I PEDESTAL W/ 2 #4 HOOKED I I I I DOUBLE BARS ^ ``.� e PEDESTAL W� 2 #4 HOOKED PAVERS _1 '" 13 -2 I DOUBLE BARS 1 I I 11 1® p BY OTHERS S1.01 I DOOR I si.oi SLIDING GLASS _ _ _ I -- I 1 I FRAMES MUST BE RECESSED � _ — _ � _ i .01 I I 51.01 C) II { SEE ARCHITECTURAL PLANTS -- 1 S1 I I — CD FOIA �OCATON OF SLIDING I I _1 I PAVERS I I f -_ _ _ _ STAIRS BY ` BY OTHERS �, I 'GLASS DOORS. E (---=- - N ' _ _a I j _T�-=--I=mo-= I� I i i 1 I r �-�--1—� �� BUILDER CD I 0 si 41 I I I I I 1 1 1 1 1 4 I 3 I I 51.01 I I s1.01 STAIR BY_/I I' BU IL ER......- -�� I � I I I I I 6 10 (�s 1.01 I I --— 3i I S1.01 i I � L t 1 I 1 ! si.oi I — 5'-077 6„ 1,_ _� I I 4,-4, 21'--4 11'-2" I ► I � I �-�_.._.. I � � '--,.STAIRS BY 36'-6 1) 75'-0" SLAB ON GRADE NOTE: 10 S1.01 U CD U I I U I I Q N Q Q 1 I — SLAB ON GRADE SHALL BE 4" CONCRETE SLAB w/ FIBERMESH © 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. FOUNDATION PLAN SCALE: 1/4" = 1'-0" f • d - I In CD <.o r - CD 0 N CD LO SYMBOLS LEGEND — — — — DESIGNATES FOh" NG LINE _ DESIGNATES SAWUT LINE INTERIOR LOAD BEARING WALL DESIGNATES SLAB RECESS FOUNDATION NOTES: 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION RELATED TO THE FOUNDATION, FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC. SEE ARCH PLAN. ARCH PLAN SHOWN HEREIN FOR REFERENCE ONLY 2. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN OF 95% PROCTOR IN ACCORDANCE WITH ASTM D 1557 4. PROVIDE MIN 3" CLEAR COVER BETWEEN SOIL AND FOOTING REINFORCING �• •moi ; o. 1 X61 • : �' " *= s • S F ` per•. �� OR 10 P•: ��w`�• SIONA 'l/171ii111►►x��``` 11.06.18 Christopher J Sabourin FL PE#71461 SAB® STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME JLILINGTON ELEVATION CAROLINA SSE Na. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE uFFICE COP"';,- FOOTR**;GSCHEDULE AND NOTES TYPE LENGTH WIDTH DEPTH E' DTTOM BARS F1.33 1'-4" 1'-4" 1'-0" 3-#4 EA. WAY BOT. F2.0 2'-0" 2'-0" 1'-0" 3-#4 EA. WAY BOT. F2.5 2'-6" 2'-6" 1'-0" 3-#4 EA. WAY BOT. F3.0 3'-0" 3'-0" 1'-0" 4-#4 EA. WAY BOT. • �• •moi ; o. 1 X61 • : �' " *= s • S F ` per•. �� OR 10 P•: ��w`�• SIONA 'l/171ii111►►x��``` 11.06.18 Christopher J Sabourin FL PE#71461 SAB® STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME JLILINGTON ELEVATION CAROLINA SSE Na. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R FOUNDATION PLAN SHEET S1,60 SHEET 2 OF 10 • • • 0 • • FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R FOUNDATION PLAN SHEET S1,60 SHEET 2 OF 10 AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN AND PERMANENT LATERAL SUPPORT DETAIL. GRADE OR CONC. _ SLAB, SEE PLAN. \ _ f STEMWALL SCHEDULE CMU REINFORCING COURSES '\\ . 1 TO 6 #4 VERT. @ 48"O.C. 7 TO 10 #4 VERT. @ 24"O.C- 11 TO 12 1 #4 VERT. @ 8"O.C. STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#4 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) 12" HOOK INTO SLAB. MONO SLAB FOOTING AT PORCHES, WHEN SPECIFIED ON PLAN. LAB ON GRADE, EE PLAN. zIT � !!4 DOWEL TO MATCH VERT. STEMWALL =-:.:00 .��-�``,� REINFORCING REINFORCING (SEE SCHEDULE) w/ 6" '\\ . 1 TO 6 #4 VERT. @ 48"O. C. HOOK INTO FOOTING. LAP VERT IS \ -& ; #4 VERT. @ 8"O.C• REINFORCING 25" IF STEMWALL HAVE TRUSS TYPE HORIZ. JOINT a., COURSE. FILL CELLS SOLID. GREATER THAN (3) COURSES. CONT. CONCRETE FOOTING 8"d x 16"w 1—STORY, w/(2)#5 CONT. 10"d x 20"w 2—STORY, w/(3)#4 OR (2)#5 CONT. STEMWALL FOOTING SCALE: 3/4" = 1'-0" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE— CORNER BARS (TYPICAL) 12" HOOK INTO SLAB. SLAB ON GRADE _ SEE PLAN. 8" CMU STEM WALL W/—,,,,-, SLAB ON #4 VERTICAL DOWELS @ 24" O.C. GRADE - 90° BEND INTO FTG.—� \. SEE PLAN Iy a � CONTINUOUS CONCRETE' FOOTING 3" CLEAR TYP 10"x16" w/ 2-#5 CONT. le4� STEMWALL AT GARAGE SCALE: 3/4" AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN AND PERMANENT LATERAL SUPPORT DETAIL. (1)#5 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) 12" HOOK INTO SLAB. MONO SLAB FOOTING AT PORCHES, WHEN SPECIFIED ON PLAN. SLAB ON GRADE, SEE PLAN. GRADE OR CONC. SLAB, SEE PLAN. \\\, \> #4 DOWEL TO MATCH VERT. STEMWALL STEMWALL SCHEDULE CMU REINFORCING COURSES 1 TO 6 #4 VERT. @ 48"O. C. 7 TO 10 #4 VERT. @ 24"O.C. 11 TO 12 #4 VERT. @ 8"O.C• STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF, BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. REINFORCING (SEE SCHEDULE) w/ 6" \\ HOOK INTO FOOTING. LAP VERT REINFORCING 25" IF STEMWALL IS -4.a 4 a \� • ; \\ GREATER THAN (3) COURSES. CONT. CONCRETE FOOTING 8"d x 116"w1 -STORY w/(2)#5 CONT. 10"d x 20"w 2 -STORY, w/(3)#4 OR (2)#5 CONT. STEMWALL FOOTING. SCALE: 3/4" — 1'-0" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1—#5 CONT., PROVIDE SEE 7B/S1.01 CORNER BARS (TYP.) _ SEE ARCH PLAN 51 % � SLAB ON „ I Q ® �_ GRADE, z \ SEE PLAN. (4— SHOWER PAN SLOPES TO DRAIN, SEE ARCH PLAN. MAINTAIN 4,a MLN. SLAB THICKNESS. 00 \� a a STEMWALL, SEE 1/S1-01 \� FOOTING W/ SHOWER RECESS 51.01 (IF REQUIRED) 1 " DEEP SAWCUT w/ ELASTOMERIC SEALANT SLAB ON GRADE, SEE PLAN NOTES: 1) PROVIDE SAW ,UTS TO CREATE APPROXIMATE 12' X 12' MAX. SQ. 2) SAWCUT CON:. SLAB WITHIN 4 TO 12 HOURS OF CONC. PLACEMENT. � Q nNnr r�TT 1lFTATT WALL FRAMING OPTIONAL 2" FLAIR 2-#5 CONT. SLAB ON GRADE, SEE PLAN. I 1—STORY, w/(2)#5 CONT. 2—STORY, w/(2)#5 CONT. 0%,4110 m m W%"4 IM JV!"1LL• u, � � Z_ 1N TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. SLAB ON GRADE, y= f, SEE PLAN. ALT. FOOTING AT �`' • \'`` BUILDERS DISCRETION. ,.. - #3 @48" O.C. OR ROD CHAIRS (TYP.) 12" 1 -STORY, w/(2)#4 CONT. 16" 2 -STORY, w/(2)#5 CONT. MONO(_ITHIC EDGE FOOTING SCALE: 3/4' = 1'-0" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 8" CMU OPEN BOTTOM LINTEL BLOCK w/ 1-#5 CONTINUOUS SLAB ON GRADE- �T SEE PLAN Q Lv ^� Uil 3" CLEAR TYP 10"x20" w/ 2—#5 CONT. GARAGE STEM WALL (IF REQUIRED) STEP, SEE ARCH. (4" MAX.) EQU AL TO SLAB THICKNESS. 713 @ SLAB RECESS BRICK VENEER IS ACCEPTABLE WITHOUT WALL FRAMING INCREASE OF FOOTING SIZE. STEP, SEE ARCH. PLAN.—,,,,,,,_SLAB ON GRADE, SEE PLAN. 00 \\ Is 3" 8"x16" 1—STORY, w/(2)#5 CONT. '»„'?n» .2—STORY, w/(2)#5 CONT. un, SCALE: 3/4" CONCRETE STAND-OFF PAD TO MATCH ARCHITECTURAL COLUMN DIMS. FOR BOX COL. w/#3 HAIRPINS AT EA. CORNER & WOOD POST #3 CLOSED TIE AT TOP PER PLAN. SOLE PLATE ANCHOR, SEE 3/S2.0 8" CMU STEM WALL W/ #4 VERTICAL DOWELS @ 24" O.C. 9Q° BEND INTO FTG. CONTINUOUS CONCRETE FOOTING MATCH DOOR �4 WITH, SEE ARCH. RECESS SLAB ON GRADE, SEE PLAN. 4 PAVING 1#5 CONT. BY BUILDER 12"x12" E.J. MATERIAL OPTION B THICKENED EDGE w/ 1-#5 CONT. i ar; rnKIT OPTION A SCALE: 3/4" = 1'-0" PAVER OR TREK DECKING BY WOOD POST OTHERS PER PLAN. TYPICAL ANCHORAGE PER CONST. SPECS. PAVERS OR TREK T/PAD =HOUSEz DECKING BY FINISH FLOOR �-=-� � OTHERS CONCRETE FOOTING (SEE PLAN) OPTION 1 SCALE: 3/4" SLAB ON GRADE, SEE PIAN. ABU66 w/ %a" THREADED ROD EPDXIED w/ 6" EMBED a 12"x12" CMU COLUMNS w/ 2—#5 DOWEL BARS EIEA' OCZ IN CRETE FOOTING SEE PLAN) C•E N ' *: 0.71 1 .� STAT • '//,//I'lllltl��`, 11.06.18 Christopher J Sabourin FL P E#71461 SABO STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME IULINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAILING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABORIN MAY RESULT IN ADDITIONAL U ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION i5 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. SHEET SHEET 3 OF 1 0 F71=os-l/l 10s-1 / 1 I O ¢ � I i M � (2)2X6 SEE 17/S2.2SEE 7/S2.2 FOR BEA CONN. (TYPICAL) ! _ 1--JMSTA24 EA END OF (2)2X12 HEADER N -- - �. 2x10 WALL x ¢ {2)2x10-2/1 N SHEATH #ALL CONTINUOUS TO ALL ABOVE OVERLAP F OOR SYSTEM PER 1/$2.2. SHEATH ALL CONTINUOUS TO WALL ABOVE OVERLAP F OOR SYSTEM PER 12.2. N L ¢ ¢ t i STRAP BEAM EACH N i --- i END w/ 2-MSTA24 i ¢ ¢ i (TYP.) '__1¢ ¢ N ¢ i it ¢ f ¢ ¢ NI ' N ¢¢ ¢¢ x ¢ I X ¢ I I I ¢ ¢ (3)2X6 I F(=2)X10 -z/i <6 POST BELOW ABOVE PROVIDE aSH BLOCKS @ iR SYSTEM i_ WE (2)2x6 POST BELOW POST ABOVE PROVIDE FsQUASH BLOCKS @ FLOOR SYSTEM 'I`I I I f I I {2)2x10-2/1 I I I I I (3)2x6[�?OST BELOW s ; !POST ABOVE F(2)2x10-2/1 lOs-1 /1 N SEE 7/S2.2 FOR 00BEAM CONN. r (TYPICAL) o ¢I I X 1 r i BD s ¢ N t (0 6x6 P.T. SYP 2 POST W/ABU66. SEE DETAIL � U)6 (TYPICAL) /S2,2. a } iSEE 7/S2.2 FOR CD 00 I I.� BEAM CONN. ¢ I ¢ TYPICAL ,FASTEN WALL PER FO LOWING ( ) 6x6 P.T. SYP 2 POST I �� 6„ F(�2�)2x10-2/1 `-' � 3/S2.1 ¢ * TOP PLATE TO STUD SD C15600 1 W/ABU66. SEE DETAIL I I _Aj � I*..STUN TO .BOTTOM . PLATS S �WC15600 � 16" 6 /52.2. (TYPICAL) - I O t * _ - PI ATE AN OR 24"O..C• FASTEN WALL PER 2' S2.1: I ¢ I m I � SOLE. (3)2X6 SPF42 ¢ SEE 7/S2.2 FOR BEAM CONN. (TYPICAL) I 04 N O cv BRACKETS BY BUILDER f PST 0 k V / � h 3 (2)2x10-2/ @DOUBLE 2x4 STUD WALL 16" O.C. f I 2x10 WALL � I FASTEN TOP OF I I � I FASTEN WALL♦"PER 2/S2.1. DETAIL U) WALL PER D I I cn ! I II I I� IIS 9/S2.2. � N 11 Q I I I .__ w s , f :5 I I� ° I I 2x STUD WALL @ 12 0. OI N i (3)2X6 SPF#2 w ¢ ¢ J I POST m 1 L J I I 0 10 I O I¢ I II I i I� I I V) ► I If I ¢ I I (2)2X6 SPF#2 (3)2X6 SPF#2 I i L - - --- - - - - -_ - - - � i FASTEN TOP OF ¢I POST POST IWALL PER DETAIL I I I , I 9/S2.2. T. -1 1x10-2 1 I 10s-1 /1 10s��.1 /1�� 10s-1 /1 10s-1 /1 10S-1/1 10--s-l-/ 1 1 os / F(2)2/ FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" BRACKETS BY BUILDER 1 { E f I r J , I I f I 3/S2.1 SYMBOLS LEGEND DESIGNATES OSB SHEARWW ALL. THE HIDDEN LINE DESIGNATES SIDE 0'� WALL THE OSB -------- SHEATHING TO BE APPLIED. 3/12 DESIGNATES SW: 3 12 L 8d 0 3" O.C. EDGE & 1?" O.C. AIN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER OF 2)2X8-1 /2 PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. SEE DETAIL 4/S2.0 OSB HDR DESIGNATES THE OSB HEADER SEE DETAIL 5/S2.0 -- BEAM OR TRUSS, SEE PLAN INTERIOR LOAD BEARING WALL (NO UPLIFT) INTERIOR LOAD BEARING WALL (WITH UPLIFT) SEE DETAIL 2/S2.1 FOR ANCHORS AND FASTENERS HOLD DOWN LEGEND SIMPSON HTT5 SEE DETAIL 7/S2.0 0 SIMPSON DTT2Z SEE DETAIL 7/S2.0 �n SIMPSON LTT20B SEE DETAIL 7/S2.0 LOAD BEARING WALL STUD SCHD PLATE STUD SIZE LOCATION HEIGHT & SPACING EXTERIOR 9'-1" 2x4 SPF#2 ® 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. EXTERIOR 10'-1 TO 14'-0 2x6 SPF#2 ® 16" O.C. INTERIOR 10'-0" 2x4 SPF#2 0 16" O.C. MAX INTERIOR 12'_0.. 2x6 SPF#2 Cit 16" 0_C. or MAX 2x4 SPF#2 @ 12" O.C. STM H= 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3_) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4_) USE SYP12 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS 0 24" O.C. MINIMUM. SEE 3/S2.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS AND 2/S2.1 FOR INTERIOR WALLS WITH UPLIFT GENERAL NOTES 1. SEE DETAIL S2.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SOA FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 4 & 5/S2.2 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/S2.0 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 9 & 10/S2.2 SOLE PLATE ANCHOR SPACING SCHEDULE ALL EXTERIOR WALL 42" O.C. UNLESS OTHER NOTED SHEARWALLS 24" O.C. (SW Bd®3"/6") SOLE PLT ® # WHEN NOTED ON PLAN SEE NOTE 2 1, INSTALL SOLE PLATE ANCHORS PER DETAIL 3/S2.0 2. ANCHOR SPACING SHALL BE AS NOTED. FOR EXAMPLE - SOLE PLT 36" = 36" ON -CENTER SPACING OFFICE COr`y pQ\�ER J• SqS1i''1 11 r, 0. STA �v ��F •.'�� 0 R 19 11.06.18 Christopher J Sabourin FL P E#71461 SAB® STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD 3AX BEACH, FL 904-712-5750 CHRIS @ SABOENG.COM PLAN NAME JULINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FIRST LEVEL WALL F 11 RAMING PLAN SHEET S1,81 SHEET 4 OF 10 2 S2.2 2 S2.2 'Hills! Nil I I mimlil 11 (2)MTS12 0/ L10 CEILING IN II I 12 CEILING II i� I � , 1 1 I T 1 i r I CEILING SHEATHING AT /f �I /f it i, i; , �: i� F� 12' " TO 1 '8"ST E1 { G F ORCH , i% � It, t I II I SEE '��/f°�.�°: BOTTOM CHORD OF TRUSS�� : , I ► . , � I , ► ,; f -- r 6/S2.2. ----- - �a II 1 cl �2.2 — , / Cir) Products n C14 CIJ PlotlD Length Product Plies N t city FB02 23-10-12 1-3/4" x 16" VERSA -LAM@ 2.0 3100 SP 3 3 FB03 - 23-0912 1-3/4" x 16" VERSA -LAM@ 2.0 3100 SP 2 2 F601 14-06-08 1-3/4 " x 16" R VERSA-LAMC� 2.0 3100 SP 2 2 R1 15-0 2_14 1-1 /8" x 16" BC RIM BOARD OSB 1 2 2 S2.2 2 S2.2 'Hills! Nil I I mimlil 11 (2)MTS12 0/ L10 CEILING IN II I 12 CEILING II i� I � , 1 1 I T 1 i r I CEILING SHEATHING AT /f �I /f it i, i; , �: i� F� 12' " TO 1 '8"ST E1 { G F ORCH , i% � It, t I II I SEE '��/f°�.�°: BOTTOM CHORD OF TRUSS�� : , I ► . , � I , ► ,; f -- r 6/S2.2. ----- - �a II 1 cl �2.2 — , / 2—MTSA24 I I I 1 S2.2 F1 F1 F1 F1 F1 ri N N IAI N N N N N N C4 N CV N N N 0 0 0 0 0 o I o 0 0 o c:) o 0 0 0 0 LL U_ ti U_ U_ LL u. 1L Lj_ U_ U_ tL LL ti U` U` s'. i - i1 $2.2 IIS ,.LL U SQUASH BLOCKS BELOW POST ABOVE ``�ttltereri!//`�� SYMBOLS LEGEND °�`p�NER..�;• Sq'�'` E3EAM ~��•''�,�C, E NsF•0�'%, /#)HTS20 DESIGNATES NUMBER OF HTS20 STRAPS AT / TRUSS ,��.•• .•�� SDWC DESIGNATES NUMBER OF SDWC15600 AT BEAM/TRUSS * No, 4 STA ' •�-; SPLICE 2x6 x 4'-6" P.T. SYP N0.2 S '••••• -••''•�� EXPOSED RAFTER TAIL TO EACH ROOF '%,S10NA1- /"11 ITIIITtttt� TRUSS @ 24" 0. C. 11.06.18 Christopher J Sahourinl FL P E#71461 SARO 3, STRUCTURAL. ` ENGINEERING \\. o' PRE—ENGINEERED 2x SPF BLOCKING CA#32529 1205 BEACH BLVD WOOD ROOF TRUSSES. 10d COMMON RIPPED TO FIT JAX BEACH, FL WIRE NAILS WITH GAP SHOWN 904-712-5750 @ 4" O.C. Cl- CHRIS@SABOENG.COM STAGGERED �--SOFFIT, SEE ARCH. FT01 I{ I I i FT01 2—MTSA24 I 1�. hl ' 0 1 1 1 I I � LL I I 4 EJ06 SIMPSON LGT2 2x6x12" LONG BEARING BLOCK EJ16 1 AT BOTTOM CHORD OF TRUSS l r W/10-0.1310 i EJ16 I u n II II EJ16 2 s2.2 1 EJ 16 I EJ16 T06 rn � `o `> `n "' wCN C14 04 C14 Cl) RAFTER TAIL SEE 1/S1.2 (TYP) 2 S2.2 _ � � ' Vol N� (2)HTS20Ii 11 (2)HTS20 co co co co � toi ti LL U`' U_ �I I 1 S2.2 (2)HTS20 GALE: 1/4" = 1'-0„ ROOF TRUSS/RAFTER CONNECTION NOTE: FASTEN ALL ROOF TRUSSES/RAFTER TO BEARING WALLS / BEAMS w/(2) 10d TOE NAILS & (1) SDWC15600 SCREW UON. SEE DETAIL 12/S2.2 FOR SDWC INSTALLATION DETAILS ;,I 2)HTS20 2 S2.2 OSB BLOCKING PANEL SEE 10/S2.2. (ALT A) SQUASH BLOCKS BELOW POST ABOVE .0 O EJ04. EJ04 =r EJ04 EJ04 2 S2.2 DOUBLES �—`Ix4 P.T. SYP TOP PLATE 1'-4"FASCIA SHEATHING SHALL TERMINATE AT TOP OF DBL. TOP PLATE. F,UTER TAIL DETAIL SCALE: 3/4" = 1'-0" 2x4x6'-0" RAFTER TAIL TOP FASTEN TO CHORD OF TRUSS AND NAIL W/ 2 ROWS OF 10d NAILS @ 3" PLAN NAME JLJUNGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. 2nd FLOOR FRAMING PLAN SHEET S192 SHEET 5 OF 10 Cir) n C14 CIJ CID CY) U_ LL 2—MTSA24 I I I 1 S2.2 F1 F1 F1 F1 F1 ri N N IAI N N N N N N C4 N CV N N N 0 0 0 0 0 o I o 0 0 o c:) o 0 0 0 0 LL U_ ti U_ U_ LL u. 1L Lj_ U_ U_ tL LL ti U` U` s'. i - i1 $2.2 IIS ,.LL U SQUASH BLOCKS BELOW POST ABOVE ``�ttltereri!//`�� SYMBOLS LEGEND °�`p�NER..�;• Sq'�'` E3EAM ~��•''�,�C, E NsF•0�'%, /#)HTS20 DESIGNATES NUMBER OF HTS20 STRAPS AT / TRUSS ,��.•• .•�� SDWC DESIGNATES NUMBER OF SDWC15600 AT BEAM/TRUSS * No, 4 STA ' •�-; SPLICE 2x6 x 4'-6" P.T. SYP N0.2 S '••••• -••''•�� EXPOSED RAFTER TAIL TO EACH ROOF '%,S10NA1- /"11 ITIIITtttt� TRUSS @ 24" 0. C. 11.06.18 Christopher J Sahourinl FL P E#71461 SARO 3, STRUCTURAL. ` ENGINEERING \\. o' PRE—ENGINEERED 2x SPF BLOCKING CA#32529 1205 BEACH BLVD WOOD ROOF TRUSSES. 10d COMMON RIPPED TO FIT JAX BEACH, FL WIRE NAILS WITH GAP SHOWN 904-712-5750 @ 4" O.C. Cl- CHRIS@SABOENG.COM STAGGERED �--SOFFIT, SEE ARCH. FT01 I{ I I i FT01 2—MTSA24 I 1�. hl ' 0 1 1 1 I I � LL I I 4 EJ06 SIMPSON LGT2 2x6x12" LONG BEARING BLOCK EJ16 1 AT BOTTOM CHORD OF TRUSS l r W/10-0.1310 i EJ16 I u n II II EJ16 2 s2.2 1 EJ 16 I EJ16 T06 rn � `o `> `n "' wCN C14 04 C14 Cl) RAFTER TAIL SEE 1/S1.2 (TYP) 2 S2.2 _ � � ' Vol N� (2)HTS20Ii 11 (2)HTS20 co co co co � toi ti LL U`' U_ �I I 1 S2.2 (2)HTS20 GALE: 1/4" = 1'-0„ ROOF TRUSS/RAFTER CONNECTION NOTE: FASTEN ALL ROOF TRUSSES/RAFTER TO BEARING WALLS / BEAMS w/(2) 10d TOE NAILS & (1) SDWC15600 SCREW UON. SEE DETAIL 12/S2.2 FOR SDWC INSTALLATION DETAILS ;,I 2)HTS20 2 S2.2 OSB BLOCKING PANEL SEE 10/S2.2. (ALT A) SQUASH BLOCKS BELOW POST ABOVE .0 O EJ04. EJ04 =r EJ04 EJ04 2 S2.2 DOUBLES �—`Ix4 P.T. SYP TOP PLATE 1'-4"FASCIA SHEATHING SHALL TERMINATE AT TOP OF DBL. TOP PLATE. F,UTER TAIL DETAIL SCALE: 3/4" = 1'-0" 2x4x6'-0" RAFTER TAIL TOP FASTEN TO CHORD OF TRUSS AND NAIL W/ 2 ROWS OF 10d NAILS @ 3" PLAN NAME JLJUNGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. 2nd FLOOR FRAMING PLAN SHEET S192 SHEET 5 OF 10 F -1 -os -1 / 1 00 00 U U 0518= BRACKETS SEE DETAIL I N CD (3) JACK STUDS-// t BETWEEN WINDOWS. CS18 00 u CV c� SEE 7/S2.2 FOR N BEAM CONN. (TYPICAL) I STRAP EA END OF BEAM W 1—MSTA24 X / 1 N N 6x6 P.T. SYP#2 POST STRAP TO POST BELOW `W/ 2—CS18 III I 1► h I II / II X POST I SEE 117 `(SI -2100, _ { 1 j -CS18 1 _I SET UPPER STUDS DIRECTLY ON 1 ST FLOOR TOP PLATE DO NOT BUILD KNEE WALL AT FLOOR SYSTEM i I i ! I I I SHEATH UPPER WALL THRU LOWER ROOF I TO GIRDER BELOW I (SEE 11 /S2.2) l l I I I 1 I I I SECOND LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'—,0" o TRU.—ABOVE CS18 (2)2X12 - - (2)2X6 SPF#2 '(2)26 SPF#271, 1 I SEE 7/S POST SEE 17/S2.2 SEE 17/S2.2 BEAM CC i (TYPICAL CS18- i CS181II I i CS18 @ BOTTOM OF STUD WHERE NOTED. SEE DETAIL AT+ BOTTOM RIGHT OF PACE. i I SHEATF I THRU L I BEAM I ! (SEE 1 I I ! ( 3) JACK STUDS CS18— j BETWEEN WINDOWS. I I 00 00 o v v CS18- S1 8, --S18_ (2)2x10-2/2 r.. ffift �7FFiCE COPY ``1111111,111r1IIII// VF 0.0 �IIIIIIIIIIII1110 11.06.18 Christopher J Sabourin F P©E#71461 SI1L O STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME JULINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION IViV 1 IV\V IVR JI Vll-L . 1/-.1 CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. SECOND LEVEL WALL FRAMING PLAN SHEET SL3 SHEET 6 OF 10 • w 0• Lu ne I (D 0 Lu co • 0 • FIELD ALTERATION IViV 1 IV\V IVR JI Vll-L . 1/-.1 CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. SECOND LEVEL WALL FRAMING PLAN SHEET SL3 SHEET 6 OF 10 Al G Truss Connector Total List Manuf Product Qty US -PT HD26 7 D nnW T12 T TQ.q PT .ACIRMENT PLAN SCALE: 1/4" = 1'-0" ROOF TRUSS/RAFTER CONNECTION NOTE: FASTEN ALL ROOF TRUSSES/AFTER TO BEARING WALLS / BEAMS w/(2) 10d TOE NAILS & (1) SDWC15600 SCREW UON. SEE DETAIL 12/S2.2 FOR SDWC INSTALLATION DETAILS SYMBOLS LEGEND (#)HTS20 DESIGNATES NUMBER OF HTS20 STRAPS \T BEAM/TRUSS (#)SDWC DESIGNATES NUMBER OF SDWC15600 AT BEAM/TRUSS 2x4x6'-0" RAFTER TAIL TOP FASTEN TO CHORD OF TRUSS AND NAIL W/ 10d NAILS @ 3" O.C. STAGGERED SPACING OFFICE COPY J. • , ••\.\C E NSF•. O G 4D. 74461 STA% OF %,FSSIONAO' ////IIIIIIII► 0 11.06.18 Christopher J Sabourin FL P E#71461 SABO STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS SABOENG.COM PLAN NAME )ULINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R ROOF T R 1.1 S S PLACEMENT PLAN SHEET SL4 SHEET 7 OF 10 QLPIAll KING STUD TO I SDWC15600 SCREW TYPICAL TOP PLATE MAILING: NOT REQUIRED AT GABLE KING STUD TO TOP PLATE ENDS OR OPENINGS LESS FASTEN ALL TOP PLATES SDWC15600 SCREW THAN 4'-6" OR TOGETHER w/ (3) ROWS NOT REQUIRED AT GABLE ki STUD NAILING: OPENINGS WITH 2 JACKS OF .1310 @ 12" Q.C. STAGGERED. ENDS OR OPENINGS LESS STUDS THAN 4'-6" OR Z (3" END NAILS: 2) t� 2x4, Ste,#2 ROOF TRUSS, OPENINGS WITH 2 JACKS sz.z 3) ® 2x6, HEADER, SEE PLAN FOR STUDS SYP#2 DBL. ,4} @ 2x8. PER PLAN UPLIFT 41-0;1 MIN. TOP PLATE CONNECTOR PLATES MINIMUM FASTENER E.E. l< 4'-4" (1)2x4 SPF #2 (3)10d END NAILS 6'-4" (2)2 1�74 SPF #2 (4)10d END NAILS 8'-4" (3)2 4 SPF #2 (1)A34 + (4)10d END NAILS 12'-0" (3)2 I6 SPF #2 (1)A35 + (4)10d END NAILS (8d @ 6") GUN NAIL ® 6" CEILING JOIST TO TOE PLATE TOE NAIL (3-8d) 5 -GUN NAILS CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS CEILING JOIST TO R F RAFTER FACE NAIL (6-16d) 8 -GUN NAILS JOIST/TRUSS TO PL TE �PICAI DOUBLE TOP PLAX SPLICE (2-16d) 3 -GUN NAILS RAFTER TO PLATE EPDXIED 4" MIN OR TOE NAIL (3-8d) 3 -GUN NAILS JACK RAFTER TO HI '-0" MIN. SPLICE LENGTH w/ TOE NAIL (3-10d) 4 -GUN NAILS ROOF RAFTER TO 2x RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS CONT. HEADER, TWO PIECES FACE NAIL SELL SEE CRIPPLE SCHEDULE STUDS THIS SHEET CONT. HEADER TOS D TOE NAIL 16) 0.1310" NAILS EVENLY PACED STUD TO SOLE PLA SCHEDULE THIS SHEET TOE NAIL (3-16d) 4 -GUN NAILS SOLE PLATE TO J01 T/BLOCKING FACE NAIL (16d ® 16'x) GUN NAIL @ 8- SHEET TYPICAL HEADER NAILING DOUBLE PLY HEADER SDWC15600 SCREW NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS SHEATHING TO THAN 4'-6" OR HEADER: TYPICAL HEADER NAI NLL_G 0.131X3 END NAILS 3-8d PER JACK CRIPPLE STUD 0.131X3 END NAILS STUDS STUD 16" O.C. SEE NOTE 1 2X6 = (4) NAILS PER PLY = - - - - 2x8 = (4) NAILS PER PLY - ------Nmr----_-- 2X10 = (5) NAILS PER PLY I 1 2x12 = (6) NAILS PER PLY 2X6 = (4) NAILS PER PLY 9" LVL =(5) NAILS PER PLY j j j 14, I 11" LVL = (6) NAILS PER PLY I I I j �1 J I ii. 2x8 = (4) NAILS PER PLY 2X10 = (5) NAILS PER PLY 2x12 = (6) NAILS PER PLY 9" LVL =(5) NAILS PER PLY 11" LVL = (6) NAILS PER PLY SILL SEE SCHEDULE THIS SHEET PT. SYP#2 All SOLE PLATE ------------ SOLE PLATE ANCHOR KING STUD TO BOT PLATE SOLE PLATE ANCHOR SOLE PLATE I WITHIN 6" OF KING KING STUD TO BOTTOM PLATE WITHIN 12" OF ANCHOR, SEE S2.1 STUD (OMIT IF HOLD CONNECTION: SIMPSON SDWC15450 SCREW. BOTTOM PLATE SCHEDULE DOWN IS PRESENT) OMIT IF SHEARWALL HOLD DOWN IS, SPLICE SPECIFIED. NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS THAN 4'-6 OR OSB HEADERS TYPIC^At_ EXTERIOR WALL FRAMING ELEVATION - I STORY 2 -ROWS OF KING STUD TO TOP PLATE: $d @ 6" O.C. SDWC15600 SCREW NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS F-=--�i THAN 4'-6" S2.0 SILL SEE SCHEDULE CRIPPLE STUDS SILL SEE SCHEDULE SOLE PLATE I ANCHOR, SEE s2.1 SCHEDULE CAL WALL ovE STACKED OPENING TYPI wI CONDITIIDN O'N .-�.►rrr%Ir-% r-"% \ A / A I fI cn A A AIM(- 171 fz\/ATinN - 7 STORY SDWC15600 SCREW NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS THAN 4'-6" OR OPENINGS WITH 2 JACKS STUDS SEE 1 /S2.2 FOR FLOOR SECTION KING STUD TO TOP PLATT= SCREWS NOT REQURIED AT FIRST LEVEL KING STUD TO BOT PLATE SCREWS NOT REQURIED AT FIRST LEVEL y ROOF TRUSS, SEE PLAN FOR UPLIFT CONNECTOR SYP#2 HEADER, PER PLAN INDOW SILL SCHEDULE ROUGH OPENING SILL PLATES MINIMUM FASTENER E.E. l< 4'-4" (1)2x4 SPF #2 (3)10d END NAILS 6'-4" (2)2 1�74 SPF #2 (4)10d END NAILS 8'-4" (3)2 4 SPF #2 (1)A34 + (4)10d END NAILS 12'-0" (3)2 I6 SPF #2 (1)A35 + (4)10d END NAILS WOOD ASTENING SCHEDULE MEMBERS ANCHOR EXT. WALL SPACING CONNECTION TYPE FASTENER TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS C� 12" STAG. TOP PLATE, LAPS/IN RSECTION FACE NAIL (2-16d) 3 -GUN NAILS DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS RIM JOIST TO TOP P ATE TOE NAIL (8d @ 6") GUN NAIL ® 6" CEILING JOIST TO TOE PLATE TOE NAIL (3-8d) 5 -GUN NAILS CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS CEILING JOIST TO R F RAFTER FACE NAIL (6-16d) 8 -GUN NAILS JOIST/TRUSS TO PL TE TOE NAIL (2-16d) 3 -GUN NAILS RAFTER TO PLATE EPDXIED 4" MIN OR TOE NAIL (3-8d) 3 -GUN NAILS JACK RAFTER TO HI JACK 2-10d TOE NAIL (3-10d) 4 -GUN NAILS ROOF RAFTER TO 2x RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS CONT. HEADER, TWO PIECES FACE NAIL 16d® 16" O.C. EDGE CONT. HEADER TOS D TOE NAIL (3-16d) 4 -GUN NAILS STUD TO SOLE PLA SCHEDULE THIS SHEET TOE NAIL (3-16d) 4 -GUN NAILS SOLE PLATE TO J01 T/BLOCKING FACE NAIL (16d ® 16'x) GUN NAIL @ 8- W LL FRAMING NOTES UNLESS NOTED 0 ERWISE, USE SPRUCE -PINE -FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. M ISTURE CONTENT, AS FOLLOWS: 1. DOUBLE TOP PL TEs AND SILL PLATES SHALL BE (SYP#2). 2. PLATES IN CONTIACT WITH CONCRETE OR CMU SHALL BE (SYP#2) P.T. LATE ANMRS PER FOUNDATION PLAN. 3. SILL P 4. MIN. L (SPF) TILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. 5. USE (SPF#2) 0 I BETTER FOR ALL WALLS IN THESE PLANS. 6. SPACE STUDS AIT 24" O.C. IN NON -LOAD BEARING WALLS. 7. BEAMS AND HE DERS (SYP#2). 8. LOAD BEARING �TUDS AND EXTERIOR STUDS (SEE WALL SCHEDULE) 9. SUB -PURLINS, LATES, BLOCKING (SPF #2) STRAPPING ONLY REQUIRED WHERE NOTED -- ON PLAN STUD OR 2X10 BLOCKING FASTEN EA END w/8 -10d COMMONS SOLE PLATE ANCHOR WITHIN 12" OF BOTTOM PLATE SPLICE SND LEVEL OPENING OVER IST FLOOR CONDITION S WC15600 SCREW N T REQUIRED AT GABLE E DS OR OPENINGS LESS AN 4'-6" OR 0 ENINGS WITH 2 JACKS PT. SYP SOLE PLA TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) ® 2x6, (4) @ 2x8. SOLE PLATE ANCHOR HOLD DOWN. I BUTT JOINT CENTER I1 PUSH SLOTTED OF WASHER TO PLT OUTSIDE FACE OF f WALL. _ If 11 I 12" 1„ X" THREADED ROD PT SYP#2 EPDXIED 4" OR Y2"OX' SIMPSON SILL PLATE. MAX. MIN. TITEN HD. 4Zr7r-nnN \AFW SOLE PLATE BREAK SOLE PLATE ANCHOR SCHEDULE ANCHOR EXT. WALL SPACING SHEARWALLS WASHER SPEC EMBEDMENT SPACING 2x4 WALL 2x6 WALL DEPTH EDGE DISTANCE TITEN HD 42" 24" 2x2x1 /8" 3x3xO.229" 4" 2" EPDXY 42" 24" 2x2x1 /8" 3x3xO.229„ 4>' 2" NOTES: 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO CORNERS AND PLATE BREAKS AND KING STUDS. 2. 3x3 WASHERS MAY BE SLOTTED. SOLE PLATE ANCHOR DETAIL El SCHEDULE SCALE: 3/4" = V-0" SYP#2 DBL. TOP PLATE TYPICAL HEADER NAILING 0.131X3 END NAILS 2X6 = (4) NAILS PER PLY 2x8 = (4) NAILS PER PLY 2X10 = (5) NAILS PER PLY 2x12 = (6) NAILS PER PLY 9" LVL =(5) NAILS PER PLY 11" LVL = (6) NAILS PER PLY BOT PLATE TO RIM BOARD: 10d 0 16" O.C. II II SEE PLAN FOR HEADER SPECIFICATION RIM BOARD SPLICE (DO NOT LOCATE OVER OPENING w/OSB HEADERS BELOW) KING STUD TO TOP PLATE SCREWS NOT REQURIED AT FIRST LEVEL KING STUD TO BOT PLATE SCREWS NOT REQURIED AT FIRST LEVEL SOLE PLATE ANCHOR WITHIN 6" OF KING STUD TYPICAL TOP PLATE NAI -LNG• FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 ® 12" O.C. STAGGERED. STRAPPING ONLY REQUIRED WHERE NOTED ON PLAN SEE PLAN FOR HEADER SPECIFICATION DOUBLE TOP PLATE SINGLE PLY HEADER AT 2 PLY HEADER AT EXTERIOR EXTERIOR SIDE OF WALL SIDE OF WALL -TO SISTER A DESIGNATIONS: 6S - 2x6 DOUBLE 8S - 2x8 TOP PLATE KING STUD TO HEADER, 14S - 2X10 CONC. SEE DETAIL 1/S2.0 KING STUD TO HEADER, 0.1310" GUN NAILS SLAB SEE DETAIL 1 /S2.0 FULL HEIGHT ELEVATION VIEW KING STUD FULL HEIGHT KING STUD CRIPPLE STUD. CRIPPLE STUD. FASTEN TO JACKS FASTEN TO JACKS STUD w/5-0.1310 EPDXIED 4" MIN OR STUD w/5-0.1310 JACK STUD 11 JACK 2-10d 2-1 Od STUD TOENAILS RECESSED IN SLAB TOENAILS SILL TO CRIPPLE STUD WITH 0.1310 FACE NAIL SEE SILL SILL TO CRIPPLE STUD WITH SCHEDULE THIS SHEET 0.1310 FACE NAIL SEE SILL SCHEDULE THIS SHEET SILL PLATE, SEE CRIPPLE SCHEDULE THIS CRIPPLE SILL PLATE, SEE STUD SHEET STUD SCHEDULE THIS SHEET SINGLE PLY HEADER DOUBLE PLY HEADER SDWC15600 SCREW NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS SHEATHING TO THAN 4'-6" OR HEADER: TYPICAL HEADER NAI NLL_G OPENINGS WITH 2 JACKS 3-8d PER JACK CRIPPLE STUD 0.131X3 END NAILS STUDS STUD 16" O.C. SEE NOTE 1 2X6 = (4) NAILS PER PLY = - - - - 2x8 = (4) NAILS PER PLY - ------Nmr----_-- 2X10 = (5) NAILS PER PLY I 1 2x12 = (6) NAILS PER PLY 9" LVL =(5) NAILS PER PLY j j j 14, I 11" LVL = (6) NAILS PER PLY I I I j �1 J I ii. h� CRIPPLE STUD. FASTEN TO JACKS STUD w/5-0.1310 SILL TO CRIPPLE STUD WITH 0.1310 FACE NAIL SEE SILL SCHEDULE THIS SHEET NOTE: 1. CRIPPLE STUDS NOT REQUIRED WHEN DISTANCE BETWEEN BOTTOM OF HEADER AND TOP OF WINDOW IS LESS THAN 16" FRAMFD HEADER DETAIL NOTE CRIPPLE STUD. 1 TOP PLATE SPLICE FASTEN TO JACKS ALLOWED OVER OPENING STUD w/5-0.1310 (TOP OR BOT PLATE) •, ',,IVA IN OSB HEADER DETAIL SCALE. 3/4" = 1'-0" 2 -ROWS OF 8d 6" O.C. CRIPPLE STUD 16" O.C. --,, , rT i r ,` 1 -ROWS OF 8d 0 3" D.C. WALL SHEATHING SILL TO CRIPPLE STUD WITH 0.1310 FACE NAIL SEE SILL cru�DULE THIS SHEET SILL SEE SCHEDULE KING STUD TO TOP PLATE: SDWC15600 SCREW NOT REQUIRED AT GABLE 4-0,131x3 ENDS OR HEADERS LESS TOENAILS THAN 41--6" CRIPPLE STUD @ 16" O.C. v, k : ° /i4►jj I , ij II i 'I KING STUD TO HEADER, SEE DETAIL 1/S2.0 4 I J CRIPPLE STUD. JACK STUDS BETWEEN FASTEN TO JACKS OPENINGS STUD w/5-0.1310 SILL TO CRIPPLE STUD WITH 0.1310 FACE NAIL SEE SILL SCHEDULE THIS SHEET s HEADER CONTINUOUS OVER MULTIPLE OPENINGS DETAIL (z,) n I SCALE: 3/4" = 1'-0" MIN 2 PLY STUD. IN LIEU OF 2 STUDS FOR NON-SHEARWALLS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12-0.1310" GUN I SIMPSON HTT5 OR NAILS j HDU5. FASTEN �b 26-10d COMMONS ° I• ° I THREADED I o - I ROD EPDXIED �i 7.5" MIN I 1 HTT5 or HDU5 DTT2Z MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12- 0.1310" GUN NAILS SIMPSON DTT2Z w/8- Y"x1V SDS SCREWS Y2" THREADED ROD EPDXIED 4" MIN OR Y2x6" TTTEN HD MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE -TO SISTER A V,x3v 36" LONG STUD TAPCON FASTEN w/12- CONC. SCREW 0.1310" GUN NAILS SLAB TAPCON ®.JAMB STUDS ELEVATION VIEW SIMPSON LTT20B fol JACK STUD AT DOOR V THREADED ROD EPDXIED 4" MIN OR &6" TTTEN HD SIMPSON LTT20B RECESSED IN SLAB -] PLAN VIEW w/Y"x6" 11TEN HD HOLD DOWN ATTACHMENT DETAIL CONC. SLAB ELEVATION VIEW OF L -20B RECESSED IN SLAE wig ,•,��Q1�ER• Sq •��CENsi. G •� � s STA :• p�°F •'�� OR 19 P•.� SIO NA�� f/1111111I11111\ 11.06.18 Christopher J Sabourin F L P E#71461 SARO 1-" STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME JULINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R- TYPICAL SECTIONS & DETAILS SHEET S2*0 SHEET 8 OF 10 ROOF SHEATING SEE S0.0 2—ROWS OF 8d @ r------- 6" O.C. L WALL SHEATHING EXTENDS TO UPPER--' TOP PLATE 2—ROWS OF 0.131 X2Y" ROOF SHEATING @ 6" O.C. STAGGERED SEE SO.O EACH SIDE OF JOINT 2—ROWS OF r ------ 8d @ 6" O.C. SHEATHING JOINT (Y$" MIN) WALL SHEATHING EXTENDS TO UPPER TOP PLATE SEE 2/S2.2 WALL STUD, SEE SCHEDULE 2x4 FLATWISE BLOCKING @ PANEL JOINTS SOLE PLATE ANCHOR, SEE 1—ROW OF 8d 1—ROW OF 8d SCHEDULE @3" O.C. � 3° O.C. PT. SYP#2 SOLE PLATE 1—STORY �1 TYPICAL EXTERIOR WALL SECTION i i _J SEE 2/S2.2 WALL STUD, SEE SCHEDULE 10d @ 16" O.C. SEE 1 /S2.2 FOR FLOOR SECTION �— FLOOR FRAMING SYP#2 DBL. TOP PLATE WALL STUD, SEE SCHEDULE SOLE PLATE ANCHOR, SEE SCHEDULE PT. SYP #2 SOLE PLATE STUD TO TOP (PLATE: SDWC15600 @ 3V" O.C. SOLE PLATE A CH OR @ 48" O.C. SEE /S2.0 ROOF TRUSS, SEE PLAN FOR UPLIFT CONNECTOR WALL STUD, SEE SCHEDULE STUD TO BOTTOM PLATE: SDWC15450 @ 32" O.C. _ PT. SYP#2 SOLE PLATE [fr STUD TO TOP PLATE: SDWC15600 @ 32" O.C. STUD TO BOTTOM PLATE: SDWC15450 @ 32" O.C. FLOOR SYSTEM TOP PLATE TO TRUSS ABOVE: SDWC15600 @ 24 O.C. STUD TO BOTTOM PLATE: SDWC15450 @ 48" 0. C. ROOF TRUSS, SEE PLAN FOR UPLIFT CONNECTOR WALL STUD, SEE SCHEDULE SOLE PLATE TO TRUSS BELOW: SDWC15450 @ 24 0. C. STUD TO TOP PLATE: SDWC15600 @ 48" O.C. WALL STUD, SEE SCHEDULE SOLE PLATE ANCHOR @ 48" O.C. SEE 3/S2.0 PT. SYP#2 SOLE PLATE -. 000 A _40 1—STORY 2—STORY WEN z PICAL INTERIOR ROOF BEARING WALL SECTION (WITH UPLIFT) N0 TED S2:1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 1 PIECE OF WALL SHEATHING OVERLAPPING GARAGE HEADER AND STUDS 48" MIN 5/8 "0 THREADED ROD w/- HTT5 W/ THREADED ROD EPDXIED 12" 75 w / THREADED ROD 'OXIED 12" DETAIL A EXTEND HEADER TO OVERLAP SIDEWALL FAR SIDE OF WALL TOP PLATE AS SHOWN. MSTA24 STRAP (2)2x6 JACKS AND (1) KING. HTT5 w/ THREADED ROD EPDXIED 12" (2)2X6 SILL WITH 5-0.1310 TOENAILS EA END (2)2x6 SPF#2 FASTEN SHEATING TO HEADER w/ 8d COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING (STUDS, BLOCKING & SILLS) TYP. DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 4-0.131x3 _ 5/$"0 THREADED ROD (OVER ADDITIONAL DOUBLE PLATE BETWEEN STUDS) DRILLED AND EPDXIED w/ 12" EMBEDMENT & 3XV/4" WASHER. wntry NOTED S2.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN GOAL POST. FASTEN TO STUD PACK WITH 2—ROWS OF 16d RING SHANK NAILS @ 12" O.C. ATTACH GARAGE DOOR THRU UPRIGHT BUCK DIRECTLY INTO HOSESUPPLIER DDO AN � KSTUD PACK, PER GARAGE DOOR S( ANCHOR 78 1111\Li1L/Lv EPDXIED 12" GARAGE WING WALL SECTION OVERLAP SIDEWALL GARAGE TOP PLATE HEADER (2)2x6 KING STUDS — (2)2x6 JACK STUDS — (2)2x STUD CORNER P.T. SOLE PLATE WHEN 3 NOTED S2 � Al 2—STORY STUD TO TOP (PLATE: SDWC15600 @ 3V" O.C. SOLE PLATE A CH OR @ 48" O.C. SEE /S2.0 ROOF TRUSS, SEE PLAN FOR UPLIFT CONNECTOR WALL STUD, SEE SCHEDULE STUD TO BOTTOM PLATE: SDWC15450 @ 32" O.C. _ PT. SYP#2 SOLE PLATE [fr STUD TO TOP PLATE: SDWC15600 @ 32" O.C. STUD TO BOTTOM PLATE: SDWC15450 @ 32" O.C. FLOOR SYSTEM TOP PLATE TO TRUSS ABOVE: SDWC15600 @ 24 O.C. STUD TO BOTTOM PLATE: SDWC15450 @ 48" 0. C. ROOF TRUSS, SEE PLAN FOR UPLIFT CONNECTOR WALL STUD, SEE SCHEDULE SOLE PLATE TO TRUSS BELOW: SDWC15450 @ 24 0. C. STUD TO TOP PLATE: SDWC15600 @ 48" O.C. WALL STUD, SEE SCHEDULE SOLE PLATE ANCHOR @ 48" O.C. SEE 3/S2.0 PT. SYP#2 SOLE PLATE -. 000 A _40 1—STORY 2—STORY WEN z PICAL INTERIOR ROOF BEARING WALL SECTION (WITH UPLIFT) N0 TED S2:1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 1 PIECE OF WALL SHEATHING OVERLAPPING GARAGE HEADER AND STUDS 48" MIN 5/8 "0 THREADED ROD w/- HTT5 W/ THREADED ROD EPDXIED 12" 75 w / THREADED ROD 'OXIED 12" DETAIL A EXTEND HEADER TO OVERLAP SIDEWALL FAR SIDE OF WALL TOP PLATE AS SHOWN. MSTA24 STRAP (2)2x6 JACKS AND (1) KING. HTT5 w/ THREADED ROD EPDXIED 12" (2)2X6 SILL WITH 5-0.1310 TOENAILS EA END (2)2x6 SPF#2 FASTEN SHEATING TO HEADER w/ 8d COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING (STUDS, BLOCKING & SILLS) TYP. DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 4-0.131x3 _ 5/$"0 THREADED ROD (OVER ADDITIONAL DOUBLE PLATE BETWEEN STUDS) DRILLED AND EPDXIED w/ 12" EMBEDMENT & 3XV/4" WASHER. wntry NOTED S2.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN GOAL POST. FASTEN TO STUD PACK WITH 2—ROWS OF 16d RING SHANK NAILS @ 12" O.C. ATTACH GARAGE DOOR THRU UPRIGHT BUCK DIRECTLY INTO HOSESUPPLIER DDO AN � KSTUD PACK, PER GARAGE DOOR S( ANCHOR 78 1111\Li1L/Lv EPDXIED 12" GARAGE WING WALL SECTION OVERLAP SIDEWALL GARAGE TOP PLATE HEADER (2)2x6 KING STUDS — (2)2x6 JACK STUDS — (2)2x STUD CORNER P.T. SOLE PLATE WHEN 3 NOTED S2 � HTT5 w/ CRIPPLE STUDS (2)2X6 SILL WITH 5-0.131x3 TOENAILS EA. END THREADED ROD EPDXIED 12" GARAGE % FLOOR SOLE PLATE—/ ANCHOR THICKENED SLAB EDGE AT GARAGE OPENING. GARAGE WING WALL ELEVATION F F i E CUF� S ��`.��•EN�;• 4 *= �• ST �= r- S�QNAL��`��,. //111111111111"x\ 11.06.18 Christopher J Sabourin FL P E#71461 S .AB4 STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME )LILINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHAM CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICAT1oN5 WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E O.R. FRAMING DETAILS & SECTIONS SHEET S2.1 SHEET 9 OF 10 Al I \2—MSTA24 _ STRAPS HTT5 w/ CRIPPLE STUDS (2)2X6 SILL WITH 5-0.131x3 TOENAILS EA. END THREADED ROD EPDXIED 12" GARAGE % FLOOR SOLE PLATE—/ ANCHOR THICKENED SLAB EDGE AT GARAGE OPENING. GARAGE WING WALL ELEVATION F F i E CUF� S ��`.��•EN�;• 4 *= �• ST �= r- S�QNAL��`��,. //111111111111"x\ 11.06.18 Christopher J Sabourin FL P E#71461 S .AB4 STRUCTURAL ENGINEERING CA#32529 1205 BEACH BLVD JAX BEACH, FL 904-712-5750 CHRIS@SABOENG.COM PLAN NAME )LILINGTON ELEVATION CAROLINA SSE No. TOLL -002 ISSUE DATE PERMIT 11.06.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHAM CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICAT1oN5 WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E O.R. FRAMING DETAILS & SECTIONS SHEET S2.1 SHEET 9 OF 10 -- �Q�ER J, , � , 2x SPF BLOCKING O / RIPPED TO FIT • / WITH GAP SHOWN a 2x4 BLOCKING SIMPSON ``'� .,,"' e�24" O.C. FASTEN SDWC15600 �� STA OF EACH END w/3 -10d .� SEE 12/S2.2 FOR _ 0• ` eTOENAILS '`' 3 -ROWS 10d 3 ROWS 10d '•�,'�•'•�-` 0 Rl�' DETAILS //,,�� •' ` ® 8" O.C. @ 12" O.C. `/ ,SSIONA� -�``\\\ SHEATHING MAY 1'/4" ® 2x6 EA. SIDE. BRACING @ 48" NOTES: TERMINATE AT 2 HORIZ 11/2 ®2x8 , 2x4 SYP# 16d COMMONS �' ALL & FIRST 1. TOP PLATE TO STUD SDWC ONLY SIMPSON ' 1/Z' ' WEEN OUTER W TOP OF DBL. STUD BELOW 2 11.06.18 O C II O.C. BET REQUIRED WHEN STUD IS SDWC15600 2 ROWS C. ®8 w TOP PLATE. LOWER TOP COMMONS 0® 12 O.C. Christopher J S a b o u r I n 1 INTERIOR TRUSS. NA[L EACH END / DIRECTLY BELOW TRUSS SEE NOTE 1 - 3-0.131x3" NAILS (TYP} PLATE AT BREAK OVER LAP DOUBLE 2 PLY 2x- ° ° 2 -ROWS OF TOP PLATES EA. SIDE. - F L P E#71461 WALL INTERSECTION s e R CONT. RIBBON 1 ,, THING SEE " -0 ° ° 3 -PLY LVL 2 -PLY LVL S� ARD TYP 1 0.131X2Yz ROOF SHEATHING, fi < HEEL < 1 ORTHOGONAL VIEW _ N �" FASTENING CONDITIONS STRUCTURAL BO ( ) FLOOR SPECIFICATIONS BELOW. OF CORNER ° BEAM FASTENING BEAM 6 O.C. STAGGERED TRUSS 1 EACH SIDE OF FLOOR =------- ----- JOINT 2x4 SYP#2 ' �, PRE-ENGINEERED WOOD � �. _ TRUSSES �� ROOF TRUSSES. ENGINEERING OR JOIST. I DIAGONAL ` `��, " 3 5 9 2 ROWS 10d SHEATHING SPLICE FASTEN EA. THING CA# 2 2 SHEA w```��. � v'�,, o a e� 8 O.C. ° ° 2 -ROWS 10d (2)ROWS OF 63J4 1205 BEACH BLVD END w/ SPLICE �.. �'�� HOLD DOWN SEE STAGGERED ®6 O.C. STAGGERED `..,, �`, ( HOLD DOWN (SEE PLAN) _ TRUSSLOK ' 3-10d `'� , PLAN CAN BE . _ ) CAN BE INSTALLED ENGINEERED WOOD JAX BEACH, FL ' COMMONS ` �: SIMPSON INSTALLED EITHER SIDE CORNER EITHER SIDE OF CORNER CORNER - - �' FASTENERS @ 24"o.c p 12- - - 0 OF CORNER CONDITIONS �x6 or 2x8 2x4 S S 5750 ' OSB OR PLYWOOD SDWC1560 CONDITIONS (E SHOWN 4 NAILING PATTERN NAILING PATTERN (EACH SIDE) CHRIS@SABOENG.COM RIM BOARD Y4" CEILING CEILING NAILER. " ,1 SEE 12/S2.2 WALL FRAMING E 1Y APA RIM I PLAN FOR NOTES: 3 ROWS Q1 C 3 PLY 2x_ ADD 3rd PLAN NAME SHORTER THAN LIN FASTEN TO PLATE ' �I FLOOR SYSTEM. BOARD SIMPSON DETAILS EXTEND SHEATHING VERT. 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS w/Q.131x3 ®6" O.C. TO TOP OF TRUSS AS SHOWN. ,} " ,+ EA. SIDE. 2x_ �I 1 SDWC15600 2. DENOTES 3 x0.131 GUN NAILS ®6 O.C. VERTICAL 2x_ SfMPSON PROVIDE 2x4 BLOCKING 3 DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE - - ILILINGTON WALL FRAMING SDWC15600 �� SEE 12/S2.2 FOR AT HORIZONTAL JOINTS. 4, SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED SEE NOTE 1 �, DETAILS 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE 4 PLY BUILT-UP ELEVATION MULTIPLY NOMINAL 2x_ BEAM FASTENING CAROLINA HEEL 1'-0" OPTIONS ARE SHOWN LUMBER FLOOR TRUSS PARALLEL TYPICAL CONNECTION --�- S�'(:T10N VIEW SSE No. FLOOR TRUSS PERPENDICULAR MULTIPLE MEMBER HEEL < s FRAMED WALL CORNER AND TOLL -a02 4 - BUILT UP MEMBER FASTENING 5 ENGINEERED WOOD BEAMS 3 INTERSECTIONS STUDS CONFIGURATIONS zx BU ISSUE DATE ROOF TRUSS CONNECTION AT WALL s2.2 SCALE: N.T.S. S2.2 SCALE: N.T.S. 1 FLOOR TRUSS AT EXTERIOR WALL. DETAILr7i52.2 SCALE: N.T.S. PERMIT 11.06.18 S2.2 SCALE: N.T.S. S2.2 SCALE: N.T.S. DIAPHRAGM ATTACHMENT AT 2X4 TOP OF WALL SEE 9&10/S2.2 BLOCKING ROOF TRUSS. ,T �� ,4 _ 2x4 SIP#2 CATS AT 12" FLOOR OR REVISIONS DATE ROOF TRUSS. I I I WALL SHEATHING. FASTEN O.C. FASTENED TO Ti 11/x" 2x6 SYP#2 BLOCKING BETWEEN I I 1 I PLATE w/ 4-0.131x3 j, �~ w/8d @ 3" EDGE AND 12" COMMON. MAX. EA. TRUSS. FASTEN TO TOP �, I 2x6 SYP#2 NAILER PLATE w/ 10d ® 4" O.C. 2x6 SYP#2 BLOCKING BETWEEN I .I I i I I FIELD BLOCK ALL PANEL FASTENED TO TOP EA. TRUSS. FASTEN TO TOP NOTCH BEAM 3" & POCKET I i I EDGES ' „ " INTO WALL BELOW DBL TOP I 1, 72Ox SYP#2 CONT. ATTACH PLATE w/ 10d @ 3 O.0 PLATE w/ 10d @ 4 O.C.PLT Iv (1 (�FASTEN CATS EACH END w/ ;� TOP PLATE AND TRUSS 2x4 BLOCKING iI US18 STRAP EACH END 3-0.131 x3" COMMON END NAILS w/ 0.131x3" ® 3" O.C. EDGE OF BETWEEN EACH R OF STUDS BELOW OF SHEARWALL 2x MAY OVERHANG TOP PLATE. RUN SHEARWALL TRUSS. PORCH BEAM N ► ,: BEAM SHALL MATCH BEAM I I PER P �AN I', I )`�•J SHEARWALL ORAl' SHEARWALL SHEATHING CONTINUOUS PLIES. FASTEN BASE I I X UP FACE OF TRUSS. FULL HEIGHT STUD ..i I 1 EXTERIOR WALL BEAM • •I w/SDWC15450 SCREW _l 2ND FLOOR FASTEN WITH Sd ®6" .,� ADJACENT TO B I ALTERNATE E PORCH SHEATHING, I FASTEN TO BEAM w/ ALTERNATE A HEAD R r ALTERNATE B SHEATHING ___.�- PORCH 1= SEE SPECIFICATIONS SEE SPECIFICATIONS END I (2) ROWS 0.131x3 >� 3 n BELOW BELOW O.C., MIN (8) FULL HEIG�T STUD } ,- ?�� 1ST FLOOR TOP PLATE CONTRACTOR MAY OMIT ADJACENT i0 BEAM PORCH BEAM HEADER &SUPPORT FASTEN TO AM w/ PER PLAN ONE PANEL FOR HVAC- PER FRAMING PARALLEL PORCH ROOF FRAMING_ POST, PER PLAN. (2)MSTA24 NUMBER OF STUDS --------�7 PORCH ROOF 2 ROWS TO IE @ 3" T" -- - , WALL SHEATHING, FASTEN„ ROOF TO WALL PERPENDICULAR TO WALL I STRAPS BELOW BEAM SHALL () SOLE PLATE ANCHOR WITHIN 6" OF O.C., POST (OMIT IF HOLD DOWN IS �, � I I w/8d � 3 EDGE AND 12 ROOF TRUSS. TRUSS SHEARWALL NOTES: MATCH BEAM PLIES MIN (8) I I1. ! FIELD BLOCK ALL PANEL SYP#2 2x4 NAILER FASTENED TO TRUSS OR MAY USE A CHOOSE ALTERNATE PORCH BEAM SPECIFIED ON PLAN) I ' 1 ' I EDGES y I - I BOT. CHORD w/ 0.131x3" 3" O.C. CONTRACT FASTENED TO SHEATHING w/ 8d @ 3" O.C. 116" TIMBERSTRAND RIM A,B,&C N I - PLA I _- SEE _ - BOARD POST BASE: LAN VIEW AT STRAIGHT WALL I r, I I - POST TO BOTTOM I ; j.. f MINIMUM OF DOUBLE �I AR AS AN ALTERNATE POST 4x4 POST: II STUDS EACH END OF MSTA24 450 i TO THE OSB BLOCKING 2. USE ALTERNATE jl SHEATHING FASTENED TO ROOF PLATE: SDWC15 '� ' ° fib i ' ' � SHEARWALL � 3 O.C. � • U I HEA d � , f PANEL FASTEN TO FRAMING D & E WHEN . AB S 10 BELOW 6x6 POST I PORCH SHEAMIK (OMIT IF HOLD DOWN ,1 TOP PLATE w/ -12d TRUSSES ARE / ALL AROUND w/8 S'PECIFICAl10NS: IS SPECIFIED ON PLAN} I] j �'.f > IJ ! I II /��/, ,< TOENAILS PERPENDICULARTO HOLD DOWN SEE PLAN.; ROOF SW n I 1 6 M AX. s , +, GYPSUM (WATER PROOF) PORCH. `` _ __\� GREEN BOARD, w/ 5d COOLER PORCH BEAM i (� I I (MINIMUM OF DTT2Z) - SLAB FULL HEIGH STUD PORCH BEAM , . '/js OSB PANEL , ,:Q9 ki..- . FIELD POST N ADJACENT T BEAM I I I ,: EACH END OF SPF#2 ALL AROUND. NAILS 0 6 O.C. EDGE & a o SEE PLA PER PLAN FASTEN PERIMETER_-- � ,f FASTEN TO TRUSSES OR %"x6" 11TEN FASTEN TO BEAM f (2) I ' I SHEARWALL WITH 8d COMS /f AND TOP PLATE WITH z �I 3 GREATER OSB OR ROWS 0.131x3 ® " O.C. � SHEARWALL -/ /s (OR ) HD (MG) SOLE PLATE ANCHOR � ' SOLE PLATE ANCHOR WITHIN 6" OF ,� - � � ®4" O.C. � ,✓`fI''f :�/f '' f 10d COMMONS � 4" O.C. IN (8) I _„I C) PLYWOOD, w/ 8d COMMON MSTA24 WITHIN 6" OF POSTJI POST (OMIT IF HOLD DOWN IS F""1 NAILS @ 6" O.C. EDGE AND (OMIT IF HOLD DOWN IS SPECIFIED ON PLAN) FIELD OF ELEVATION VIEW OF SPECIFIED ON PLAN) ALTERNATE C ALTERNATED SHEARWALL. ELEVATION VIEW OF PLAN VIEW PLAN VIEW AT CORNER SOLE PLATE ANCHOR, R AT T PORCH HEADER PORCH HEADER SEE SCHEDULE SHEATHING. uj PORCH HEADE OS AT CORNER POST AT POST g SHEARWALL ATTACHMENT AT ROOF WALL SW:3/IZ ELEVATION H RETURN BEAM CO�NECTION y� $ TYPICAL SHEAR 52.2 SCALE: N.T.S.PORC(. j V) 0 TYPICAL PORCH FRAMING DETAILS �� s2.2 SCALE: N.T.S. 52.2 SCALE: N.T_S. z w C ALE: N.T.S. S2.2 S " " BIRDSMOUTH CUT AT RAFTERS 12' MAX 1 DO NOT INSTALL SDWC15600 IN HATCHED uj 0 AREA& uj NOTE: RAFTER TRUSS TO TOP .+ INSTALLATION SHOWN. SHEARWALL NOTES: co OP TOP 'PLATE TO �----i 1� MIN TRUSS INSTALLATION TO uss T 1. CONTRACTOR MAY CHOOSE ALTERNATE TR PLATE W/ A,B,&C WALL STUD W 2 MAX SHEATHING PLATE W/ / SDWC15600 SIMILAR . SDWC15600 SDWC15600 2. USE ALTERNATE A WHEN TRUSSES - 4- L ARE PERPENDICULAR SW, SDWC INSTALLATION SDWC INSTALLATION ANO SDWC INSTALLATION (NO H SS STUD BELOW TRUSS STUD BELOW TRUSS ..J WALL STUD BELOW TRU SHEATHING 0 +, WALL CONTINUOUS ROOF OPTIMAL z FLOOR DECK TO TRUSS W/ CS18 w/7-10dx1Y2 TO BOTTOM SDWC15600 " 10d COMMON @ 3" O.C.HEATHING 2• 1 GAP EACH END ®48" O.C. � CHORD %TRUSS NOTE: SLOPED �' �` TRUSS TO TOP PLATE 0. 0• RAFTERS MAY BE FLOOR DECK 10d CD4 O.C. FLOOR - ----- STRAP CAN BE INSTALLED EITHER W/ SDWC15600 SLOPED UP TOA 3' - - 4 SPF#2 CONTINUOUS TRUSS. 2x6 CONTINUOUS. AND :D 2x # � FACE OF STUD _ LEDGER FASTENED I ----FASTEN To TOP PLATE z RAFTER OR 12:12 BE PI TCH " 2x4 PONY WALL w TE � 3 O.C. TRUSS MUST M WEBS W /� OSB TRUSS " " I / �* SPLICE MAY BE AT x3 w STUDS ®16 I " "BIRDSMOUTH" CUT BLOCKING w/3-0.131% COMMON. O.C. AND DOUBLE it 0 ++ ++ PANEL ;. }-L0� CO I Yz MI UPPER OR LOWER 2x4 SPF / TOP PLATE 8d C� 3 8d 3 TOP PLATE MAX FRAMING FLOOR ALL AROUND i FLOOR FLOOR JOIST. TOP PLATE TO STUD TOP PLATE TO + AT 12' JOIST. FASTEN CATS EACH END w/ II 2x4 SYP#2 CATS II JOIST. O.C. FASTENED TO TOP it 3-0.131x3" NAILS @ 6" O.C. ,I i w/SDWC15600 WHEN STUD IS STUD W/ INTERIOR 'I PLATE w/ 4-0.131x3' I I� COMMON. Ij GIRDERDIRECTLY BELOW TRUSS 4 MIN SDWC1560 SHEARWALL. SHEARWALL OR I. I BEAM 5-16d NAILS EXTERIOR WALL SEAM PTI WT70N SDWC INSTALLATION SDWC INSTALLATION SDWC INSTALLATION SHEATH CONT TO PONY WALL. FASTEN TO A OVERLAP SHEATHING (TYPICAL) EA PLATE W/ 8d ® 6" O.C. STRAPPING OVERLAP SHEATHING I ELEVATION VIEW) ANO STUD BELOW TRUSS STUD BELOW TRUSS ALTERNATE B ALTERNATE C ALTERNATE A r12. u u SIMPSON SDWC 15600 INSTALLATION DETAIL AT ROOF TRUSSWALL UPLIFT ANCHORAGE O�/ER BEAM/TRUSSF F I 0"'106' S2.2 SCALE: N.T.S. 10 )1 S2.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S2.2 SCALE: N.T.S. 2x4 BLOCKING TOP 2x4 BLOCKING ® PANEL JOINTS ROOF SHEATIN(� GIRDER TO PANEL JOINTS ROOF SHEATHING CONTINUOUS CONTINUOUS 2x4 SYP#2 PLATE: SEE A FIELD ALTERATION 2x4 SYP#2 BARGE RAFTERS TRUSS BOT. BARGE RAFTER CHORD TO GABLE CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR. TO MAKING ANY STRUCTURAL FIELD 2x4 SYP#2 TRUSS PER PLAN _ BRACING TRUSS GIRDER TO TOP 2 4 SYP#2 w/10d @ 12" '0.C. MODIFICATIONS S WHICH MAY VARY 2x4 TOP CHORD OF LADDER TOP CHARD OF PLATE: SEE FROM THE INTENT OF THE ORIGINAL ROOF FRAMING ® ODER BLOCKING. TRUSS GABLE TRUSS ROOF GABLE TRUSS " FLATWISE 2x4 BLOCKING. PLAN CONSTRUCTION DOCUMENTS. ANY 4++ O.C.MINE '� TRUSS BOT. CHORD FASTEN "TOP FIELD ALTERNATIONS MADE PRIOR TO FASTEN 2 TRUSS 2 " O.C. TO GABLE BRACING CHORD" FASTEN EA END W/ (3) 1od BEING APPROVED BY CHRISTOPHER EACH END- " GABLE BRACE SABOURIN MAY RESULT IN ADDITIONAL 12 MAX TRUSS LE B ®12 TOE -NAILS (NOT REQUIRED If - 12" MAX. TO SHEATHING IS CONT THRU LOW ENGINEERING OR INSPECTION FEES. w/3 -10d O.C. TRUSS � TOENAILS WALL w/10d 8d RING SHANK NAILS ROOF) POST TO TOP SCALING 6-10d TOP PLATE _._.,_._., @ 6" Q.C. AT 3" O.C.(TYP) PLATE: POST TO TOP PLATE: DO NOT SCALE DIMENSIONS FROM 2-SDWC15600 2-SDWC15600 THESE DRAWINGS. 1F A DIMENSION IS REFER TO THE BELOW ROOF SHEATHING TO POST, SEE UNCLEAR 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, BLOCKING W/ 8d RING PLAN ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. 2X6 FASTEN GABLE BRACING FASTEN TO ROOF FRAMING BELOW FLATWISE 2x4 BLOCKING. FASTEN ROOF SHEATHING TO BLOCKING SHANK @ 3" O.C. ANGLE TRUSS TO WALL w/(10) 10d ROOF w/ 5-12d NAILS AT EACH RAFTER. EA END W/ (3) 10d TOE -NAILS W/ 8d RING SHANK ® 3" O.C. POST, SEE PLAN BRACE EA. END SHEATHING OVERFRAME RAFTERS, SEE PLAN. WALL SHEATHING UP FASTEN TO LEDGER w/SiMPSON (NOT REQUIRED IF SHEATHING IS 2x6 SYP#2 LEDGER. TOENAILS CONT THRU LOW ROOF)---\ 2x4 BLOCKING BETWEEN EA FASTEN TO EA STUD W/ 450 & 3-0.131x3 POST TO _ -- A WC15 2X4 T BRACE. ONLY GABLE END TRUSS. WALE SHEATHING UP SECTION A SD ROOF MEMBER. FASTEN TO EA (5) i0d TYPICAL REQUIRED FOR BRACE GAB END TRUSS. LENGTHS > 8'-0". STUD W/ (3) 16d BOTTOM PLATE: 10d COMMONS BLOCK � EACH - POST TO BOTTOM PLATE: 2-SDWC15450 SECTIONS FASTEN w/ 2X4 #2 SYP BL 2-SDWC15450 (OMIT IF HOLD �� WN IS @ 6 ON -CENTER GABLE BRACE. FA STE N E ACH END DO W/ 3-1Qd TOENAILS (OMIT IF HOLD DOWN 2x4 SPF#2 SPECIFIED ON PLAN) SPECIFIED ON DETAILS BLOCKING PLAN) BLOCK TO DBL TOP PLT W 2-H2.5T GABLE BRACT TRUSS 10' TOE NAILS ®8" O.G. 4" / TO WALL, SEE SECTION FR M BOT. CHORD OF TRUSS A -A TO DBL. TOP PLATE ROOF MEMBER. ' " ROOF TRUSS PERPLTIDICULAR CONDITION ROOF TRUSS PARAI I I7 CONDITION SOLE PLATE ANCHOR 0.131x3 TOE NAILS � 8 O.C. i WITHIN 4" OF POST SOLE PLATE ANCHOR _ ... FROM 80T. CHORD OF TRUSS (OMIT IF HOLD DAWN IS WITHIN 4" OF POST L TAi 2 g 48" O.C. OR DBL TOP TO DBL. TOP PLATE SPECIFIED ON PLAN) PIT TO GABLE TRUSS BOTTOM PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT UPPER WALL TO ADJACENT ROOF CONNECTION NOTES: ;OMIT IF HOLD DOWN IS If C ORD W/ SDWC15600 @ 36" O.C. TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. 1. THIS DETAIL IS TYPICAL WHERE A LOWI I ROOF INTERSECTS A WALL WITH HIGHER ELEVATION ON PLAN) 2x4x6 SYP#2 LATERAL BRACE EA. -10d ( ® 48" O.C. OR DBL TOP PLT TO SHEET y 8 I LSTA12 - TRUSS BOT. CHORD TO GABLE BRACING I 0 IT IF SHEATHING OVERLAPS 2. UPPER WALL IS ONLY READ TO BE SHE nTHED CONT THRU LOW ROOF WHERE NOTED ON PLAN. FE FVATION VIEW SECTION VIEW X -BRACE w/ 2-16d INTO BOTTOM COMMONS BOTTOM CHORD W ' CHORD OF EA. TRUSS. GABLE TRUSS / TRUSS w/10d @ 12" O.C. ! G BLE 12" MIN SDWC15600 ® 48 O.C. OMIT IF SHEATHING 17 GIRDER UPLIFT ANCHORAGE S2.2 " ER AT VALLEY FRAMING 16 UPPER WALL TO ADJACENT ROOF CONNECTION wl� OVERLAPS GABLE 12 MIN CABLE END BRACING - WITH BRACING TRUSS WHEN 15 ROOF LEDGER 14 NOTED S2.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 13 GABLE END BRACING - WITH DIAGONAL BRACE Nola S2.2 USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, ETC. S2.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SHEET 10 OF 10 c� 7 nrnr�c. 1 qPar.F SARI F FND BRACING @ 4'-6" MAX. S2.2 T-iIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN SECOND FLOOR LAY UT SCALE: 3/1 611 = 1'011, 29ur L)KAWING / SUBMITTAL REVD APPROVED O APPROVE WITH CHANGES NOTED Q REVISE AND RESUBMIT O REJECTED SUBMITTAL V1dl'1S REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOB.SITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AMID FULL COMPLIANCE WITH CONTRACT UMENTS, Date: a- (� ' Sabo Structural Engineering, LLC Jacksonville Beach, FL 32250 FIRST FLOOR LAYOUT SCALE: 3/1 611 = 1'011 462.7 JP HALL BLVD. SUITE 20B 1=3REEN COVE SPRINGS, FL 32043 0: 904.297.9390'. F: 904.529.1 406 BEARING HEIGHTS Id-1 1 /BII 12 1- 1 11B 20 11 711 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets. for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, galls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are by others. REVISION DATE CHECKED BY 00!00/1 5 CLIENT I TOLL BOTHERS SUBDIVISION I ATLANTIC BEACH MODEL I JULINSTON ELEVATION I CAROLINA DRAWN BY LOT GSR DATE 10/30/2018 002 REF # 1'71 2BTO I N Products pppp pp pp IL LL LL IL LL li_J12 7411-00 PlotiD Length Product Plies Net Qty FB02 23-10-12 1-3/4"x 115" VERSA -LAM( 2.0 3100 SP 3 FB03 23-09-12 1-314" x 18" VERSA -LAMB 2.0 3100 SP 2 F1301 14-06-08 1-3/4" x 16" VERSA -LAMB 2.0 3100 SP 2 R1 15-02-14 1-118" x.16" BC RIM BOARD OSB 1 3 2 2 2 06 69.11-00 �0-00. I _. EJ16 �EJ16 I. 29ur L)KAWING / SUBMITTAL REVD APPROVED O APPROVE WITH CHANGES NOTED Q REVISE AND RESUBMIT O REJECTED SUBMITTAL V1dl'1S REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOB.SITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AMID FULL COMPLIANCE WITH CONTRACT UMENTS, Date: a- (� ' Sabo Structural Engineering, LLC Jacksonville Beach, FL 32250 FIRST FLOOR LAYOUT SCALE: 3/1 611 = 1'011 462.7 JP HALL BLVD. SUITE 20B 1=3REEN COVE SPRINGS, FL 32043 0: 904.297.9390'. F: 904.529.1 406 BEARING HEIGHTS Id-1 1 /BII 12 1- 1 11B 20 11 711 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets. for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, galls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are by others. REVISION DATE CHECKED BY 00!00/1 5 CLIENT I TOLL BOTHERS SUBDIVISION I ATLANTIC BEACH MODEL I JULINSTON ELEVATION I CAROLINA DRAWN BY LOT GSR DATE 10/30/2018 002 REF # 1'71 2BTO I N �y�.. 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THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOB.SITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AMID FULL COMPLIANCE WITH CONTRACT UMENTS, Date: a- (� ' Sabo Structural Engineering, LLC Jacksonville Beach, FL 32250 FIRST FLOOR LAYOUT SCALE: 3/1 611 = 1'011 462.7 JP HALL BLVD. SUITE 20B 1=3REEN COVE SPRINGS, FL 32043 0: 904.297.9390'. F: 904.529.1 406 BEARING HEIGHTS Id-1 1 /BII 12 1- 1 11B 20 11 711 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets. for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, galls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are by others. REVISION DATE CHECKED BY 00!00/1 5 CLIENT I TOLL BOTHERS SUBDIVISION I ATLANTIC BEACH MODEL I JULINSTON ELEVATION I CAROLINA DRAWN BY LOT GSR DATE 10/30/2018 002 REF # 1'71 2BTO