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RES23-0076 22-0670_MATH_1852 Sea Oats Dr - S1 Rev. 9-25-23_1WOOD FRAMING WOOD FRAMING NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS -05, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC, SDPWS-05. ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND SINGLE LENGTH PIECES. SPLICES WILL NOT BE PERMITTED EXCEPT WHERE SPECIFICALLY SO DETAILED OR AS DIRECTED BY THE ENGINEER. FOUNDATION FOUNDATIONS: FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. • SHALLOW FOUNDATIONS BEARING 12" BELOW GRADE. ALLOWABLE BEARING PRESSURE = 2,000 PSF EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. ESTABLISH LUMBER GRADES. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER. UNLESS NOTED OTHERWISE, USE SPRUCE -PINE -FIR (SPF) OR SOUTHERN PINE (SYP), 19% UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH MAX. MOISTURE CONTENT, AS FOLLOWS: SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY SPRUCE PINE FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, PSI, Fv=135 PSI, Ft=350 PSI, E=1100 KSI SHALL BE 48 BAR DIAMETERS SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING CONCRETE SLABS ON GRADE: ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. CONCRETE SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. SLABS SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED. OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. ALL WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILINC CONCRETE SLAB "CONTROL JOINTS" SHALL BE CUT INTO THE SLABS AT A DEPTH OF '/ TIMES THE THICKNESS OF THE SLAB SHALL BE PERMITTED (UON), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO OTHERWISE, SHALL BE 15'-0" (MAX.) IN EACH DIRECTION. LOCATION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE DEVELOP THE PUBLISHED CAPACITY. 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. AREA CONTAINED IS 300 SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE OF 2 TO 1.. 3. CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, MASONRY SPECIFICATIONS: TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE. 10d AC1530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF Y8 PLACED AT AN 8" TO 11" SLUMP TO 3" O.C., SEE PLAN FOR LOCATIONS SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, 23/32 T&G OSB OR PLYWOOD SHEATHING MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR DETAIL INDICATED HEREIN. 1/2"x6" TITEN HD H2.5A 10456.3 SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS STEMWALLS: GREATER ON DRAWINGS. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH SHALL BE MANUFACTURED BY "SIMPSON STRONG -TIE" COMPANY OR APPROVED EQUAL. THE TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE USED UNLESS NOTED OTHERWISE. PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C. 10d COMMON MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS 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. FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL 3. CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON S1.0. UNLESS NOTED OTHERWISE. LAP BRITTLE JOINT REINFORCING SHALL BE A MINIMUM OF 6". FINISH. BLOCKING SHALL BE FLATWISE SHEATHING SCHEDULE END W/ (3) 10d EPDXY ANCHORS IN CONCRETE: FLOOR SHEATHING SPECIFICATION TYPICAL NAILING ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE AT SHEARWALLS, EDGE NAILING IS DECREASED TO 3" O.C., SEE PLAN FOR LOCATIONS SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, 23/32 T&G OSB OR PLYWOOD SHEATHING TETRA GRIP .113x2%" @ 6" EDGE AND FIELD POWER -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW 1/2"x6" TITEN HD H2.5A 10456.3 RAMSET/RED HEAD OR APPROVED EQUAL. MIN. EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. FLOOR SHEATHING NOTES: PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: 1. FLOOR SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION "GANG -NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE PERPENDICULAR TO THE SUPPORTS CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NEPA, TPI, AND AITC 100. THE TRUSS 2. PANEL EDGE BLOCKING IS NOT REQUIRED MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A STRUCTURAL 15/32" 32/16, APA RATED ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW PRIOR TO FABRICATION. WALL SHEATHING SPECIFICATION TYPICAL NAILING MIN. %6", 24/16, APA RATED OSB OR 0.131 "x2%2" @ 6" O.C. EDGE, 12" O.C. FIELD. PLYWOOD STRUCTURAL 1 SHEATHING 0.131 "x2Y2" @ 3" O.C. AT TOP AND BOT PLT WALL SHEATHING NOTES: LENGTH DIAMETER 1. SHEATHING MAY BE INSTALLED FOR FLEXIBLE OR BRITTLE FINISHES. DIAMETER 2. SHEATHING MUST EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER PLY 10d COMMON 3" OF DOUBLE TOP PLATE. 8d RING SHANK 2%" 3. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. 3" 4. PANEL EDGE BLOCKING IS ONLY REQUIRED AT SHEAR WALLS AND WALLS WITH BRITTLE 0.148" FINISH. BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END W/ (3) 10d 10d TOE -NAILS. 0.131" 16d COMMON 5. AT SHEARWALLS, EDGE NAILING IS DECREASED TO 3" O.C., SEE PLAN FOR LOCATIONS ROOF SHEATHING SPECIFICATION 17219.1 8-1/4"x1'/2" SDS 1/2"x6" TITEN HD H2.5A 10456.3 15/32" 32/16, APA RATED 0.131X2'/2" RING SHANK. @ 6" O.C. EDGE AND SHINGLE OSB OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) METAL 5-0.131x 21/2" EA. END 15/32" 32/16, APA RATED 0.131X2'/2" RING SHANK. @ 6" O.C. EDGE AND 17244.8 8-0.148x1'/2" EA. END OSB OR PLYWOOD SHEATHING HTS20 10456.6 HTW20 17244.8 (SEE NOTE 1 BELOW) FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) HTT5 11496.2 15/32" 32/16, APA RATED 0.131X21/2" RING SHANK. @ 6" O.C. EDGE AND TILE 5/8"0 ROD EPDXIED 8" MIN OSB OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 10-0.148x2'/2" (SEE NOTE 1 BELOW) LSTA12 10456.7 LSTW12 NOTE 1 -VERIFY WITH MANUFACTURER'S FLORIDA PRODUCT APPROVAL ## NAIL SIZE LEGEND NAIL LENGTH DIAMETER NAIL LENGTH DIAMETER 8d COMMON 2Y2" 0.131" 10d COMMON 3" 0.148" 8d RING SHANK 2%" 0.113" 10d RING SHANK 3" 0.148" 1Odx1Y" 1Y2" 0.148" 12d COMMON 3Y4" 0.148" 10d 3" 0.131" 16d COMMON 3Y2" 0.162" BOUNDARY OF SHEATHING EDGE NAILIN( PER TABLE EXAMPLE OF UNSUPPOF (UNBLOCKED) PANEL E (TYPIC FIELD NAIL PER TA SHEATHING NAILING DETAIL MtMtStKJ ING DESIGN, CONSTRUCTION, AND INSTALLATION SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION AND OF THE TRUSS PLATE INSTITUTE. PROVIDE ALL REQUIRED BLOCKING AND BRACING REQUIRED BY THE MANUFACTURER FOR CONSTRUCTION AND ERECTION IN ADDITION TO BLOCKING SHOWN ON THE STRUCTURAL DETAILS. MEMBERS OF A COMPLETED TRUSS ARE NEVER TO BE NOTCHED OR CUT. THE DESIGN SHALL ACCOUNT FOR ALL UNIFORM LOADS AND EQUIPMENT LOADS. CONTACT THE STRUCTURAL ENGINEER FOR UNIFORM LOADING AND REQUIREMENTS IF REQUIRED. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. PRE-ENGINEERED WOOD TRUSSES SHALL BE BRACED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE'S "HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91" AND " BUILDING COMPONENT SAFETY INFORMATION BOOKLET BCSI 1-03" AND RELATED SUMMARY SHEETS. GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER. ALL TRUSS CONNECTORS TO BE G90 GALVANIZED STEEL. ALL NAILS/SCREWS USED AT CONNECTOR PLATES/ANCHORS SHALL BE G-90 GALVANIZED. FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS. FLOOR TRUSSES SHALL CONNECT TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS SPECIFIED BY TRUSS ESIGNER. PERMANENT TRUSS BRACING NOTES AND SPECIFICATIONS 1.)ALL BRACING LUMBER SHOWN, EXEPT FOR T -BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 SPF#2 OR BETTER. (UON) 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. 3.)PERMANENT PERMANENT BRACING WHERE NOTED ON TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR SHALL PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS AND ATTACHED TO EACH TRUS WITH 2-8d COMMON NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT END WALLS PROVIDE DIAGONALS (APPROXIMATELY 45%) TO THE ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LIN OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SAME BRACING MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE DIAGONALS IN THE END SPACE BETWEEN THE WALL AND THE FIRST LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. MULTIPLE BRACED TRUSSES, AS SINGLE BRACED TRUSS, AS INDICATED IN TRUSS SPECIFICATIONS. INDICATED IN TRUSS SPECIFICATIONS. CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION. IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. T -BRACE FASTE WEB w/ 1 O ( (AS REQUIRED IN TRUSS ENGIEERING GENERAL NOTES ENGINEERING DESIGN RESPONSIBILITIES: THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: STRUCTURAL COMPONENTS SUCH AS THE FOOTINGS, BEAMS, COLUMNS, POST, STUDS, SHEATHING, ETC TO SUPPORT CODE SPECIFIED LOADS. ITEMS NOT DESIGNED INCLUDE PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED AND TRUSS -TO -TRUSS CONNECTION. ITEMS NOT DESIGNED ALSO INCLUDE ARCHITECTURAL FEATURES SUCH AS EYE BROW ROOFS, CORNICES, NON-STRUCTURAL FRAMING, WATERPROOFING, MECHANICAL OR ELECTRICAL SYSTEM. GENERAL NOTES: THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS. COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL& MECHANICAL. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS FOR ITS EMPLOYEES. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS WRITTEN APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. ROOF COVERING SPECIFICATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. WATERPROOFING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. GUARDRAILS THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF GUARDRAILS METAL STRAPPING AND CONNECTOR FASTENING SIMPSON CONNECTOR FL# USP CONNECTOR FL# ROOF LOADING (Cd FASTENERS ANCHORAGE A35 10446.1 MPA1 17244.23 12-0.131x1'/2" TOP CHORD LIVE 20 PSF ABU44 10860.4 PAU44 17239.13 12-0.162x2'/2" BOTTOM CHORD LIVE 0 PSF 5/8"Ox6" TITEN MG ABU66 10860.4 PAU66 17239.13 12-0.162x2'/2" TOTAL DEFLECTION 5/$"rbx6" TITEN MG CS16 10852.2 RS150 17244.27 11-0.148x3" EACH END WIND LOADING NOTES: DTT2Z 10441.1 DTB-TZ 17219.1 8-1/4"x1'/2" SDS 1/2"x6" TITEN HD H2.5A 10456.3 RT7 17236.11 5-0.131x 21/2" EA. END TABLE ABOVE H8 10446.13 RT8 17236.11 5-0.131x 21/2" EA. END PRESSURES SHOWN IN TABLE ABOVE HTS16 10456.6 HTW16 17244.8 8-0.148x1'/2" EA. END CEILING JOIST TO RAFTER HTS20 10456.6 HTW20 17244.8 12-0.148x1'/2" EA. END TRUSS/RAFTER TO TOP PLATE HTT5 11496.2 HTT5 17324.2 26-0.162x2/2" 5/8"0 ROD EPDXIED 8" MIN LTT20B 11496.3 LTT20B 17219.3 10-0.148x2'/2" 1/2"x6" TITEN HD LSTA12 10456.7 LSTW12 17244.8 6-0.148x3" EA END 10d MSTA24 10852.9 MSTA24 17244.18 9-0.148x3" EA END 16d MTS12 10456.8 MTW12 17244.8 7-10611/2" EA. END ABBREVIATIONS BM BEAM PSI POUNDS PER SQUARE INCH BOT BOTTOM PSL PARALLEL STRAND LUMBER CMU CONCRETE MASONRY UNIT PT PRESSURE TREATED DBL DOUBLE SF SQUARE FOOT EA EACH SPF SPRUCE PINE FUR EOR ENGINEER OF RECORD SYP SOUTHERN YELLOW PINE EQ EQUAL THRU THROUGH EXT EXTERIOR TR THREADED ROD FBC FLORIDA BUILDING CODE TYP TYPICAL FT FOOT UON UNLESS OTHERWISE NOTED FTG FOOTING VERT VERTICAL HORIZ HORIZONTAL O.C. ON CENTER LVL LAMINATED VENEER LUMBER OSB ORIENTED STRAND BOARD MONO MONOLITHIC PERP PERPENDICULAR PSF POUNDS PER SQUARE FOOT BUILDING CODE DESIGN CODE: 2020 FLORIDA BUILDING CODE - RESIDENTIAL ASCE 7-16 FLOOR AND ROOF DESIGN CRITERIA FLOOR LOADING (Cd = 1.0) ROOF LOADING (Cd = 1.25) TOP CHORD DEAD 10 PSF TOP CHORD DEAD 7 PSF (SHINGLES) TOP CHORD LIVE: BALCONIES ALL OTHER AREAS 60 PSF 40 PSF TOP CHORD LIVE 20 PSF BOTTOM CHORD DEAD 5 PSF BOTTOM CHORD LIVE: NO STORAGE LIMITED STORAGE STORAGE 10 PSF 20 PSF 30 PSF BOTTOM CHORD DEAD 5 PSF BOTTOM CHORD LIVE 0 PSF LIVE LOAD DEFLECTION L/360 LIVE LOAD DEFLECTION L/240 TOTAL DEFLECTION L/240 (0.75" MAX) TOTAL DEFLECTION L/180 WIND CRITERA WIND SPEED Vult 130 MPH WIND SPEED Vnom 101 mph EXPOSURE CATEGORY C BUILDING ENCLOSURE CLASSIFICATION ENCLOSED RISK CATEGORY II BUILDING HEIGHT < 30' ROOF PITCH 6:12 WINDOW AND DOOR DP (C&C) PRESSURE EFFECTIVE WIND AREA FASTENERS WIND ZONE DESIGNATION (SQUARE FT) FACE INTERIOR ZONE END ZONE 0 - 10 12" OC STAGGERED +24.2 -26.2 +24.2 -33.4 11 - 50 (16) +21.6 -23.7 +21.6 -27.3 51 - 100 END +20.6 -22.6 +20.6 -25.2 GARAGE DOOR @ 2x4 (1) CAR 8'x7' (3) 10d @ 2x6 +21.53 +20.4 (2) CAR 16'x7' STUD TO BOTTOM PLATE -28.0 -24.0 WIND LOADING NOTES: 10d 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 10d 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS WOOD MEMBER FASTENING SCHEDULE MEMBER CONNECTION TYPE PERMIT FASTENERS REVISIONS TOP PLATE TO TOP PLATE FACE NAIL (3)ROWS 10d @ 12" OC STAGGERED TOP PLATE LAP FACE NAIL (16) 10d EVENLY SPACED TOP PLATE TO STUD (BOTTOM PLY OF DOUBLE TOP PLATE END NAILED) END NAIL (2) 1Od @ 2x4 WALL (3) 10d @ 2x6 WALL (4) 10d @ 2x8 WALL STUD TO BOTTOM PLATE TOE NAIL (3) 10d @ 2x4 WALL (4) 10d @ 2x6 WALL (5) 10d @ 2x8 WALL RIM BOARD TO TOP PLATE TOE NAIL 10d @ 6" OC CEILING JOIST TO TOP PLATE TOE NAIL (5) 10d CEILING JOIST TO RAFTER FACE NAIL (8) 10d TRUSS/RAFTER TO TOP PLATE TOE NAIL (2) 12d COMMON JACK RAFTER TO HIP TOE NAIL (3) 10d RAFTER TO RIDGE TOE NAIL (3) 10d BOTTOM PLATE TO RIBBON FACE NAIL 16d COMMON @ 8" O.C. WOOD MEMBER FASTENING NOTES: 1. FASTENERS NOTED ON PLAN SHALL SUPERCEDE THE ABOVE TABLE 2. SEE DETAIL 1/SO.1 FOR TYPICAL BUILT UP MEMBER FASTENING REQUIREMENTS R J. S4 *-Z No. 71461 ,p'• STATE OF SIONAI-�G`��` 11I1u1 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE 0 U - (D LLI > oC � Lu 0 Lu zLn V Q z0 Lu J w Q un � N Ln U 00 FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. DESIGN CRITERIA AND GENERAL NOTES SHEET SOD SHEET 1 OF 10 SYMBOLS LEGEND DESIGNATES SLAB EDGE LINE DESIGNATES FOOTING LINE DESIGNATES SLAB RECESS/STEPDOWN ® DESIGNATES INTERIOR LOAD BEARING WALL FOOTING SCHEDULE TYPE DEPTH WIDTH BOTTOM BARS F2.0 1'-0" 2'-0"x2'-0" (3) #5 EW F2.5 1'-0" 2'-6"x2'-6" (3) #5 EW F3.0 1'-0" 3'-0"x3'-0" (3) #5 EW F3.5 1'-0" 3'-6"x3'-6" (4) #5 EW 15'-0" 100, 23'-0" 23'-0" F4.0 1'-4" 4'-0"x4'-0" (4) #5 EW GENERAL FOUNDATION NOTES C „IIIIIIIIIIIIIIIIIIIIIIII 1 - 4- 'IIIIIIIIIIIII� - 11 -J�R �IIII �J 2 - 0IIII IIIIIIIIIIIIIIIII I 13. . THIS FOUNDATION OUNDATIONOUPLAN TIONLY CONVEYS ISN TRA UCCCTOURRDAAL S1.01 S1.01 S1.01 S1.01 INFORMATION. SEE ARCH FOR DIMENSIONS 2. SEE GENERAL NOTES AND SPECIFICATIONS ON SO.0 FOR OCR FEATURES NOT INCLUDED WITHIN THIS PLAN. WITH LOCAL BUILDING CODES 4. SOIL AND FILL COMPACTION SHALL BE IN ACCORDANCE WITH GENERAL NOTES AND SPECIFICATIONS PROVIDED O EN S0.00 3 � 510 3 0 =77�L 0 3>1 � s1.01 .01 s1.01 2'-9'-5%2 S1.01 23'-0" s $ II S 0 0 8.01 �t ej 0 s1017'-104It, 9,_5)/oo 01 In 01 4 s S1.01 014'-0" S1.01 F2.0 51.01 sl.ol 4' COC ETE SLAB w/ FIBEES 1.5 LBS/CU.YD.I-oOF CONCRETE OR 6x6 W1.4xW1.4 7' ^3� WWF ON VAPOR BARRIER PRI RED GRADE. sl.ol 10'-0" s s.o L 9-54 2'_3 sl.o - "I IIIIIII „ lI I In L F � I o F2 . 57 4 2 SAWCUT .01 '0 -)PROVIDE SAW CUTS PERQ o6,-0 5/S1.01, BUILDER TOsl.ocnCOORDINATE WITH FINISH FLOOR MATERIAL. SLIDING GLASS DOOR 2 FRAMES MUST BE RECESSED 4 SEE I S1.01 FOR LOCATION OF SLIDING sl.ol GLASS DOORS. 2 4 2 51.01 S1.01 S1.01 51.01 16'-0" 16'-0" 23'-0" 2'-1178„ 3'- 0)/8 FOUNDATION PLAN SCALE: 1/4" = 1'-0" R J sq� • C E NSF•. \�`�`? *� No. 71461 • �= � ,p'• STATE OF SS/ DATE PERMIT 01.27.23 REVISIONS DATE � N U IIIIII 01.27.23 Christopher J Sabourin FL PE#71461 SA60 STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SA60ENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE 0 LL W z� W Q W Ln z� r--n� V Q z0 W Q J W Q u n Ln 00 DATE PERMIT 01.27.23 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SA60 STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SA60URIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FOUNDATION PLAN SHEET 51.0 SHEET 2 OF 10 � N U FIELD ALTERATION CONTRACTOR SHALL CONTACT SA60 STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SA60URIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FOUNDATION PLAN SHEET 51.0 SHEET 2 OF 10 BRICK VENEER, SEE ARCH. TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. SLAB ON GRADE, SEE PLAN. ALT. FOOTING AT BUILDERS _ DISCRETION. 000 o a 12" 1—STORY, w/(2)#4 CONT. \� 16" 2—STORY, w/(2)#5 CONT. or (3)#4 J 6" 6"x8" EXTENSION FOR BRICK LEDGE ADD 1—#4 CONT. BRICK LEDGE DETAIL MONOLITHIC EDGE FOOTING #3 HOOKED DOWEL BAR @ 18" O.C. CONCRETE CURB #4 CONTINUOUS SLAB ON GRADE, � SEE PLAN. MONO FOOTING SEE 1 /S1.01 MONO FOOTING WITH CURB DETAILS WALL FRAMING STEP, SEE ARCH. PLAN. BRICK VENEER IS ACCEPTABLE WITHOUT INCREASE OF FOOTING SIZE. SLAB ON GRADE, SEE PLAN. 00 3" <12" 1—STORY, w/(2)#4 CONT. AT PORCHES <16" .2—STORY, w/(2)#5 CONT. or (3)#4 MATCH DOOR 3/4" RECESS WIDTH PER ARCH ° SLAB ON GRADE ,4 SEE PLAN PAVEMENT BY BLDR EJ MATERIAL 12"x12" W/ (1)#4 CONT AT GARAGES 1 #4 (nKIT THICKENED EDGE w/ 1—#5 CONT. MONO. FOOTING AT STEP-DOWN THICKENED SLAB 1—#4 CONTINUOUS, PROVIDE 1" DEEP SAWCUT w/ WALL FRAMING CORNER BARS IF CORNER ELASTOMERIC SEALANT SLAB ON GRADE, SPLICE IS NECESSARY, SEE PLAN a 5'/2 " STEP, SEE WALL FRAM I N G PLAN. 2—#5 CONT. STEP, SEE ARCH. PLAN. SLAB ON ° a a GRADE, NOTES: a °� a a° . 1) PROVIDE SAWCUTS TO CREATE STEP, SEE ° ° ° SLAB ON \ - 4 �. SEE PLAN. APPROXIMATE 16' X 16' MAX. SQ. ARCH. d' ° ° 00d GRADE, 2) SAWCUT CONC. SLAB WITHIN 4 TO (4" MAX.) \\ / ° a\/ SEE PLAN. 12 HOURS OF CONC. PLACEMENT. EQUAL TO SLAB 8"x16 THICKNESS. / \\ \ \ #3 DOWEL BAR © 32" O.C. —STORY, w/(2)#4 CONT. 3° 8"x20" 2—STORY, w/(2)#5 CONT. or (3)#4 8"x16" w/(2)#5 CONT. or (3)#4 SAW CUT DETAIL SLAB RECESS DETAIL MONO. FOOTING w/ GARAGE AND PORCH BEARING AT INTERIOR SLAB ON GRADE, SEE PLAN. R J �S *� No. 71461 ,p'• STATE OF S/OL.NAL�G`��` 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE r__ 0 U - (D w z__� Q. w 0 LLJ V)z� V Q z0 Lu Q Jw QLf) re N Ln U 00 oC FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FOUNDATION DETAILS SHEET SID] SHEET 3 OF 10 �ER J �S *� No. 71461 ,p'• STATE OF ONAL��G`��` 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE L1J > SYMBOLS LEGEND Lu 0 Lu z� Ln rH� V Q z0 W DESIGNATES OSB SHEARWALL. THE J w Ln � N r^ BMJ J U^V HIDDEN LINE DESIGNATES SIDE OF SW 3/6 WALL THE SHEARWALL SHEATHING TO D Vl BE APPLIED. 8d @ j DESIGNATES 8d COMMONS ® 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. ---- BEAM OR TRUSS, SEE PLAN LOAD BEARING WALL ANCHOR LEGEND %" A307 DIAMETER THREADED 2X6 SYP#2 BALLOON FRAME WALL 2X6 SYP#2 BALLOON FRAME WALL OD TERIOOR ® ROP PLATEN SEES DETAILR 8/S2.1 SEE 5/S2.1 FOR SEE 5/S2.1 FOR �-� �s11D't3/12 /�� 5/a" A307 DIAMETER THREADED ( [`-�� ROD TERMINATES AT FIRST FLOOR BEAM CONNECTION BEAM CONNECTION TOP PLATE, SEE DETAIL 8/S2.1 (3)2X6-1 /3- 3 -PLY 11.25" LVL (3)2X6-1 /3 (2) 6-1 /1 SIMPSON HTT5 SEE DETAIL 10/S2.1 A - - - - - - - 4-- H • SIMPSON DTT2Z SEE DETAIL 10/S2.1 N I Q Ld > N WALL STUD SCHEDULE I Wm I X m Q X J / LOCATION PLATE STUD SIZE HEIGHT &SPACING N N I N N Q �"/ 1` W \ EXTERIOR 9,-l" 2x4 SPF#2 @ 16" O.C. MAX 2X6 © 16" O.C. BALLOON FRAME WALL C j EXTERIOR 10'X1 2x4 SPF#2 ® 12" O.C.. or FASTEN TOP OF WALL PER 11 S2.0 / 1 Wen 11 C° EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16" O.C. (3)2x6 S2.3 J 8 N N 14'-0" INTERIOR 1MAX0 2x4 SPF#2 16" O.C. - _ - - 2 10-2 (2)2X6-1 /1 Q z INTERIOR IMAX 2x4 SPF#2 ® 12" O.C. ar FLAT (3)2x12 BETWEEN W \ STUD NOTES SLIDING DOOR 8C Q _II�II II 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE TRANSOM WINDOW. W � ll�ll x 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. > CONTRACTOR MAY INCREASE STUD SIZE TO MEET FASTEN EA END w/ C O N ARCHITECTURAL REQUIREMENTS. W O 2-A35 ANGLE 1 I Q I I 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. C�1�1 QQ / I II r \ N 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. m i N GENERAL NOTES Q I .J \ m 1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD a SIZES AND SPACING. AT GIRDERS AND BEAMS, 1 x t PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. �1i1�1 711 W I >O 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE \ PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES f I Q TOGETHER PER DETAIL 3/S2.1 2-HTS16 J\ W 4. INSTALL SOLE PLATE ANCHORS PER DETAIL > Q 9/S2.1. (3)2x6 ( 3) 2x4 OI Q I I (2)2x6 w m 7. AT PORCHES, SEE DETAIL 4/S2.1 FOR FRAMING C I AND HOLD DOWNS Q i W HEADER/BEAM NOTE BALLOON FRAME FASTEN TOP OF WALL PER 6/S2.1 BEAM ABOVE m ���� ��"J ALL HEADERS/BEAM SHALL BE SYP#2 OR GRATER U.O.N IN PLAN WALL TO RAFTERS I SOLE PLATE ANCHOR --- 2 -PLY 12" LVL. SW: 3/12 C SEE DETAIL 2/S 3 SPACING SCHEDULE 10 Ld >OALL EXTERIOR WALL 48" O.C. UNLESS OTHER NOTED (2)2X6-1 /1 S Q Q(SW SHEARWALLS 24" O.C. 8d@3"/6") \ I W m I SOLE PLT @ # J,WHEN NOTED ON PLAN 2X6 ® 16" O.C. BA OON FRAME WALL X SEE NOTE 2 FASTEN TOP OF LL P R 11 / .0 �������� N 1. INSTALL SOLE PLATE ANCHORS PER DETAIL \ 9/S2.1 I Q I (2)2X6-1 /1 (2)2X6-1 /1 (2 1/1 C (3)2x4 2. ANCHOR SPACING SHALL BE AS NOTED. FOR EXAMPLE - SOLE PLT @ 36" = 36" N I ON -CENTER SPACING N .� Ld >> Q 2-HTS16 (2)2X6-1 /1 C \ w (3)2x4 \ r M ���`� -7 I x co N N > m �. N t Q I 1 Q \ BEAM ABOVE m i SEE 5/S2.1 FOR SEE 5/S2.1 FOR 12 C14 1 BEAM CONNECTION BEAM CONNECTION 2 -PLY 12" LVL -2/3 GARAGE FRAME 2 (2)2X6 1 /1 (2)2X5- /1 (2)2 -1/1 (2)2X6-1/1 SEE 7/S2.1 SEE 7/S2.1 71 ol SW: 3/12 ��..� 2X6 SYP#2 BALLOON FRAME WALL 2X6 SYP#2 BALLOON FRAME WALL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" �ER J �S *� No. 71461 ,p'• STATE OF ONAL��G`��` 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE L1J 0L 0 U- L1J > L.L Lu 0 Lu z� Ln rH� V Q z0 W Q J w Ln � N r^ BMJ J U^V D Vl FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. WALL FRAMING SHEET S1.1 SHEET 4 OF 10 2x6 SYP#2 LEDGER. rA C`TrKI -r /-\ \A/AI I ... / CEILING JOIST NOTE 1. ALL CEILING JOISTS ARE 2X6 SYP#2 @ 24" O.0 U.ON. 2. FASTEN JOIST TO BEAM w/ LUS26 HANGERS CEILING FRAMING PLAN SCALE: 1/4" = 1'-0" \`\\\\\11111111//,,�',/ * No. 71461 STATE OF %�p�•. F�ORID.�'���. FS.......... NALE 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE (w w 0 H (w z> �1711 Lu p Lu ;7 Ln (Q z0 Lu Q Jw QLn w D N I.- In U 0000 D oC FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. CEILING FRAMING :► SHEET S1.2 SHEET 5 OF 10 2X10 SYP#2 FASCIA w/ 4—; SCREW`. A35 STRUCTUR/ cc 2X10 SYP#2 STRU FASCIA w/ 4-4"x4- SCREWS @ E 2X10 BLOC[ BUILDING C 2X10 BLOC[ BUILDING C 2X10 SYP#2 STRU FASCIA w/ 4-4"x4- SCREWS @ E A35 STRUCTUR/ cc 2X10 SYP#2 `. FASCIA w/ 4 SCREWS @ EA END DIAGNOL 2X6 SYP#2 LEDGER rlln ml -11T -r/ -\\A ... / 1. ALL CONVENTIONAL FRAMING SHALL BE SOUTHERN YELLOW PINE No#2 2. ALL ROOF RAFTERS ARE 2x10 SYP#2 @ 24" O.C. (U.O.N.) 3. STRAP ROOF RAFTERS TO BEARING WITH 1—SIMPSON SDWC15600 SCREW U.O.N. 4. FASTEN RAFTERS TO LEDGER w/A35 ANGLE ROOF FRAMING PLAN SCALE: 1 /4" = 1'-0" STRUCTURAL 4-4"x4—�" SDS EA END LE @ RAL FASCIA ON YP#2 STRUCTURAL w/ 4-4"x4—"" SDS 3 @ EA END ,L 3LOCKING @ �G CORNER BLOCKING @ >ING CORNER I SYP#2 STRUCTURAL A w/ 4-4"x4-4" SDS NS @ EA END IOL LE @ RAL FASCIA ON STRUCTURAL 4-4"x4—"" SDS SCREWS @ EA END DIAGNOL R J �S *� No. 71461 ,p'• STATE OF S/ONAL�G`��` Illlul 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE V w w 0 H V w z> �nI Lu p Lu z� (Q z0 Lu Q Jw QLf) re N Ln U 0000 oC FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BYCHRISTOP HER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. ROOF FRAMING :► SHEET S1.3 SHEET 6 OF 10 2 -ROWS OF 8d @ 6" F— — — — — — I I I I I I L - - - T J SYP#2 DBL. \\ TOP PLATE. BLOCKING AT PANEL JOINTS 8d 0 3" SEE DETAILS ON S1.01 r_-- --� I I I I I I --- TYP. WALL SECTIONS SCALE: 1/2" = 1'-0" BLOCKING BETWEEN RAFTERS AT WALL ROOF FRAMING ROOF SHEATHING ROOF SHEATHING SEE PLAN PER SPECS PER SPECS FASCIA H2.5 STRAP OUTLOOKER FRAMING, SEE MINIMUM END FASTENER EACH END PLAN, CSA 24" O.C. ATTACH TYPICAL STUD NAILING: TO TOP PLATE w/H2.5T OUTLOOKER TO BEAM ROOF SHEATHING W/ HANGER PER PER SPECS PLAN / (16) 0.131x3" NAILS SPACED (2) ® 2x4, FASCIA SIMPSON ELEV OUTLOOKER H2.5T STRAP SHEATHING BEAM SEE OVERHANG, SEE PLAN ARCH. LUS26 BASE PLATE TO ROOF FRAMING BEAM SDWC15600 SEE PLAN 2X4 PONY 0 32" O.C. WALL. 6I MAX. r TOP PLATE. PER PLAN. BEAM PER PLAN PORCH CEILINGPORCH 1 WALL SHEATHING FRAMING PER SHEATHING PLAN PER PLAN JOIST TO BEAM WALL CONNECTION PER PLAN �51 OUTLOOKER AT PONY WALL ON BEAM SCALE: 1/2" = 1'-0" BLOCKING BETWEEN RAFTERS AT WALL ROOF FRAMING ROOF SHEATHING ROOF SHEATHING SEE PLAN PER SPECS PER SPECS FASCIA H2.5 STRAP 2x -BLOCKING ONLY REQUIRED IF SHEARWALL. FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS ® 12" O.C. PLATE NAILING: 0.131x3" TOE NAILS: (3) 0 2x4, (4) CSD 2x6, (5) 0 2x8. PT. SYP#2 SOLE PLATE.-\ TYPICAL HEADER NAILING 0.131X3" TOE NAILSPLATE MINIMUM END FASTENER EACH END TYPICAL DOUBLE TOP SPLICE TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS TYPICAL TOP PLATE NAILING: _0" MIN. SPLICE LENC 0.1310" END NAILS: 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWSEVENLY / (16) 0.131x3" NAILS SPACED (2) ® 2x4, 14" LVL, 16" LVL = (9) NAILS OF .1310 ® 12" O.C. STAGGERED. ELEV (3) @ 2x6, SHEATHING (4) ® 2x8.SYP#2 LUS26 PER PLAN LUS26 SYP#2 DBL. HEADER 4'-0"rMIN. 6I MAX. r TOP PLATE. PER PLAN. DROPPED HEADEREA. 2x -BLOCKING ONLY REQUIRED IF SHEARWALL. FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS ® 12" O.C. PLATE NAILING: 0.131x3" TOE NAILS: (3) 0 2x4, (4) CSD 2x6, (5) 0 2x8. PT. SYP#2 SOLE PLATE.-\ SCALE: 1/2" = 1'-0" ROUGH OPENING BALLOON MINIMUM END FASTENER EACH END 6 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS < 6'-4" (2)2x4 SPF #2 FRAME WALL 5 8'-4" 1 WALL (1)A34 + (4)12d TOE NAILS 5 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS ELEV HEADER + SHEATHING LEDGER LUS26 PER PLAN LUS26 ROC SHEATING PER PLAN HANGER PORCH DROPPED HEADEREA. PER LAN PORCH BEAM PER PER PLAN WALL FASTENED w/ 3-0.131 " x3" END TYPICAL. SHEATHING MAY EXTEND 2" SHEATHING PLAN ELEV "LEDGER ELEV gk LEDGER J PAST BLOCKING- WINDOW ---- ARCHED TRANSOM OPTION SEE RIGHT. PER PLANCEILING JOIST SYP#2 HEADER, PER PLANS. CEILING JOIST ANCHORATTACHMENTS MUST INTO 2x MATERIAL. JACK AND KING STUDS, PER PLAN PER PLAN PER PLAN SEE PLAN. CEILING WINDOW SILL SEE SHEATHING PER PLAN 10 SECTION SCHEDULE FOR SCALE: 1/2" = 1'-0" ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM END FASTENER EACH END 6 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS < 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 5 8'-4" 1 (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS 5 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS BUILDER MAY CHOOSE a a.I P ETHER THE DROPPED m" HEADER CONDITION OR FOUNDATION SEE PLAN.$ ' . `a1 _'+ '.'.. a RAISED HEADER 12 " "1'/i ' CONDITION. WALL FRAMING AT WALL FRAMING AT MAX. MIN. SOLE PLATE ANCHOR: PLATE CHANGE CONDITION RAISED HEADER CONDITION FROM SOLE WALL FRAMING AT SEE SCHEDULE PLATE BREDROPPED HEADER CONDITION TYPICAL WOOD WALL FRAMING RAFTERS PER PLAN RAFTER BEAM ROOF PER PLAN SHEATHING-\ H 2.5 STRAP RAFTER TO BEAM PER PLAN CEILING J H2.5 JOIST PER STRAP PLAN. SLOPE ROOF DETAIL SCALE: 3/4" = 1'-0" 2x6 FLAT _ BLOCKING ROOF FRAMING SEE PLAN 2-10d J TOENAIL SDWC15450 BALLOON FRAME WALL WALL STRUCTURAL SHEATHING FASCIA SEE ROOF PLAN SHEATHING ROOF RAFTER LEDGER PER PLAN PER PLAN (2)-12d TOE NAILS EA. CONTINUOUS SIDE -WALL SHEATHING TOP TO BOTTOM A35 _ FASCIA SEE — ANGLE ARCH BEAM, SEE SIMPSON PLAN 6-10d H2.5T STRAP NAIL WALL SHEATHING SECTION BLOCKING BETWEEN RAFTERS AT WALL ROOF BEAM SEE PLAN ROOF SHEATHING PER SPECS VAULTED CONVENTIONAL ROOF SCALE: 3/4"=1'-0" ROOF FRAMING SEE PLAN L4 DATE L RAISED REVISIONS DATE SEE PLAN -) H2.5 LUS26 STRAP HANGER 2X4 PONY WALL. ELEV HEADER + LEDGER PER PLAN PORCH JOIST ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING PER PLAN PORCH DROPPED HEADEREA. SHEATHING PER PLAN WALL FASTENED w/ 3-0.131 " x3" END TYPICAL. SHEATHING MAY EXTEND 2" SHEATHING PAST BLOCKING- WINDOW ---- ARCHED TRANSOM OPTION SEE RIGHT. SYP#2 HEADER, PER PLANS. ANCHORATTACHMENTS MUST INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN. WINDOW SILL SEE SCHEDULE FOR SILL SIZE AND CONNECTION EACH END, WINDOW SILL SEE SCHEDULE. AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & JACK STUDS, BUILDER MAY CHOOSE a a.I P ETHER THE DROPPED m" HEADER CONDITION OR FOUNDATION SEE PLAN.$ ' . `a1 _'+ '.'.. a RAISED HEADER 12 " "1'/i ' CONDITION. WALL FRAMING AT WALL FRAMING AT MAX. MIN. SOLE PLATE ANCHOR: PLATE CHANGE CONDITION RAISED HEADER CONDITION FROM SOLE WALL FRAMING AT SEE SCHEDULE PLATE BREDROPPED HEADER CONDITION TYPICAL WOOD WALL FRAMING RAFTERS PER PLAN RAFTER BEAM ROOF PER PLAN SHEATHING-\ H 2.5 STRAP RAFTER TO BEAM PER PLAN CEILING J H2.5 JOIST PER STRAP PLAN. SLOPE ROOF DETAIL SCALE: 3/4" = 1'-0" 2x6 FLAT _ BLOCKING ROOF FRAMING SEE PLAN 2-10d J TOENAIL SDWC15450 BALLOON FRAME WALL WALL STRUCTURAL SHEATHING FASCIA SEE ROOF PLAN SHEATHING ROOF RAFTER LEDGER PER PLAN PER PLAN (2)-12d TOE NAILS EA. CONTINUOUS SIDE -WALL SHEATHING TOP TO BOTTOM A35 _ FASCIA SEE — ANGLE ARCH BEAM, SEE SIMPSON PLAN 6-10d H2.5T STRAP NAIL WALL SHEATHING SECTION BLOCKING BETWEEN RAFTERS AT WALL ROOF BEAM SEE PLAN ROOF SHEATHING PER SPECS VAULTED CONVENTIONAL ROOF SCALE: 3/4"=1'-0" ROOF FRAMING SEE PLAN L4 DATE L ROOF FRAMING REVISIONS DATE SEE PLAN -) H2.5 LUS26 STRAP HANGER 2X4 PONY WALL. ELEV LEDGER PER PLAN PORCH JOIST PER PLAN PORCH SHEATHING PER PLAN WALL SHEATHING SCALE: 1/2" = 1'-0" BASE PLATE TO —BEAM SDWC15600 ® 32" O.C. TEAM PER PLAN WALL SHEATHING FASCIA WALL FRAMING PER PLAN 2X2 BLOCKING BETWEEN EACH JOIST. FASTEN EA END w/2 -10d TOP AND BOTTOM. FASTEN TO TOP PLATE w/10d ® 4" O.C. (ANGLE DRIVEN) 2X12 FASTEN TO JOIST W/2 -0.131X3 TOP & BOTTOM. J" CEMENTIOUS HARDY BOARD. SIMPSON A35 ANGLE ROOF RAFTER SECTION SCALE: 3/4" = 1'-0" ROOF SHEATHING NOTCH EACH RAFTER TO FULLY BEAR ON WALL. (TYPICAL) CONVENTIONAL ROOF DETAIL SCALE: 1/2" = 1'-0" BLOCKING BETWEEN EACH RAFTER. FASTEN EACH END w/ (3)10d TOENAILS. ROOF RAFTERS, SEE PLAN FOR SPECS. H2.5T STRAP AT EACH RAFTER. 2X4 PONY WALL SEE PLAN SDWC15600 ® 32" O.C. CIELING FRAMING SEE PLAN CEILING BEAM r-:_:' A SEE PLAN. CONVENTIONAL RAFTERS AT CEILING BEAM SCALE: 3/4" = 1'-0" 2-1/2" PLYWOOD FILLER EACH SIDE OF JOIST. FASTEN w/8 -8d I -JOIST, SEE PLAN UPLIFT STRAP 3x6 TOP PLATE BEVELED TO SUPPORT I -JOIST WALL FRAMING 2-1/2" PLYWOOD FILLER EACH SIDE I—JOIST, SEE OF JOIST. FASTEN PLAN--\ w/8 -8d UPLIFT STRAP 3x6 TOP PLATE BEVELED TO - SUPPORT I -JOIST WALL FRAMING SECTION SCALE: 3/4" = 1'-0" OUTLOOKER TO BEAM ROOF SHEATHING W/ HANGER PER PER SPECS PLAN FASCIA OUTLOOKER J ROOF FRAMING OUTLOOKER FRAMING, SEE BEAM SEE SEE PLAN PLAN, 0 24" O.C. ATTACH PLAN TO TOP PLATE w/H2.5T FASCIA SEE SIMPSON __// ARCH H2.5T STRAP OVERHANG, SEE BALLOON ARCH. FRAMED WALL SHEATHING WALL. ROOF SHEATHING NOTCH EACH RAFTER TO FULLY BEAR ON WALL. (TYPICAL) CEILING JOIST (IF_/ I pl NOT VAULTED) JI V n1Nl CEILING LEDGER, SEE PLAN (IF NOT VAULTED) OUTLOOKER AT BALLOON FRAMED WALL SCALE: 1/2" = 1'-0" BLOCKING BETWEEN EACH RAFTER. FASTEN EACH END w/ (3)10d TOENAILS. ROOF RAFTERS, SEE PLAN FOR SPECS. H2.5T STRAP AT EACH RAFTER. 2X4 PONY WALL SEE PLAN SDWC15600 CIELING FRAMING SEE PLAN BLOCKING WALL FRAMING SEE PLAN. CONVENTIONAL RAFTERS AT INTERMEDIATE BEARING WALL. SCALE: 3/4" = 1'-0" 2X2 BLOCKING BETWEEN EACH JOIST. FASTEN EA END w/2 -10d TOP AND BOTTOM. FASTEN TO TOP PLATE w/10d ® 4" O.C. (ANGLE DRIVEN) 1i"x11/8" APA RIM BOARD FASTEN TO JOIST W/2 -0.131X3 TOP & BOTTOM. RAFTER PER PLAN R J �S *� No. 71461 ,p'• STATE OF :44� 40 RID '11,SSIONA _\\\ ` 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. TYPICAL FRAMING DETAILS SHEET S2.0 SHEET 7 OF �Q NAIL SPACING AT RATED SHEATHING, BOUNDARY OF SEE GENERAL NOTES. SHEATHING. ANCHOR EXAMPLE OF PANEL O EDGE w/ BLOCKING EDGE DISTANCE WHERE REQUIRED BY GENERAL NOTES. . . . ... . . . . . ... . . ... . NAIL SPACING AT U12" LY2-� SUPPORTED EDGES, MAX. MIN. GENERAL NOTES. ANCHOR EXAMPLE OF UNSUPPORTED O (UNBLOCKED) PANEL EDGE EDGE DISTANCE (TYPICAL). 42" NAILING TO INTERMEDIATE 3x3xO.229" SUPPORT IS 6" O.C. MAX. ROOF (LON). TRUSSES, OR 24" FLOOR JOISTS. /71 ROOF AND FLOOR SHEATHING NAILING Zl,l/ SCALE: N.T.S 2x4 SYP#2 CATS AT 12' O.C. FASTENED TO TOF PLATE w/ 4-0.131x3' COMMON FASTEN CATS EACH END w/ 3-0.1310" COMMON TOE NAILS SHEARWALI EXTERIOR WMLL ALTERNATE A 7/,." OSB DIAPHRAGM FASTEN ROOF TO NAILER w/ (1) ROW 8d TRUSS. 0 3" O.C. FASTEN TO TOP PLATE w/ (2) ROWS OF 8d ® 3" O.C. SYP#2 2x4 NAILER FASTENED TO TRUSS BOT. CHORD w/ (2) ROWS 0.131x3" 0 3" O.C. SW -2 ALTERNATE D 2x4 BLOCKING ®24" O.C. FASTEN EACH END w/3 -10d TOENAILS. STUD BELOW LOWER TOP 4-10d PLATE AT BREAK. OVER LAP DOUBLE COMMONS TOP PLATES. ORTHOGONAL VIEW WALL INTERSECTION OF CORNER CONDITIONS CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS. 2. DENOTES 3"x0.131" GUN NAILS 0 6" O.C. VERTICAL. 3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE. 4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN. FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS ROOF TRUSS. ROOF SYP#2 2x4 NAILER FASTENED TO TRUSS TRUSS. BOT. CHORD w/ 0.131x3"0 3" O.C. FLOOR OR FASTENED TO SHEATHING w/ 8d ® 3" O.C. ROOF TRUSS. 11'/4" SHEATHING FASTENED TO MAX. TOP PLATE w/ 10d 0 3" O.C. 2x SYP#2 CONT. ATTACH 16" MAX. TO TOP PLATE AND TRUSS w/ 0.1310" ® 3" O.C. EDGE OF 2x MAY OVERHANG TOP PLATE. SHEARWALL SHEARWALL ALTERNATE B ALTERNATE C ROOF TRUSS SDWC 15600 @ 32" O.C. SCREWS SHEARWALL OSB WALL SHEATHING ALTERNATE G SHEARWALL ATTACHMENT AT ROOF 8 FLOOR 3x3xYa" SLOTTED WASHER PUSHED TO OUTSIDE 3x3xY4" SLOTTED FACE OF WALL. WASHER PUSHED TO OUTSIDE FACE OF WALL. PLAN VIEW - THREADED ROD j EPDXIED 4" OR Y2 Ox6" SIMPSON TITEN HD. SECTION VIEW SOLE PLATE ANCHOR QB HOLD DOWN. BUTT JOINT—\ PT. SYP#2 U12" LY2-� SILL PLATE. MAX. MIN. SOLE PLATE BREAK NOTES: 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO CORNERS AND PLATE BREAKS AND KING STUDS. 2. WASHERS SHALL BE SLOTTED. 3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"XI/e" W/ 11/2"0 ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL 8 SCHEDULE SCALE: 1/2" = 1'-0" SHEARWALL NOTES: 1. AT ROOF TRUSS, CONTRACTOR MAY CHOOSE A,B,C,D, OR G. 2. USE ALTERNATE A. AT EXTERIOR WALLS ENDING BETWEEN ROOF TRUSSES. SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS HTT5 or HDU5 'LY EADED OXIED J DTT2Z SOLE PLATE ANCHOR SCHEDULE 1'/2 @ 2x8 ANCHOR EXT. WALL SPACING SHEARWALLS WASHER SPACING SPEC. EMBEDMENT DEPTH EDGE DISTANCE EPDXY 42" 24" 3x3xO.229" 4" 2Y4" YfOx6" TITEN HD 42" 24" 3x3xO.229" 022" 2," NOTES: 1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO CORNERS AND PLATE BREAKS AND KING STUDS. 2. WASHERS SHALL BE SLOTTED. 3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"XI/e" W/ 11/2"0 ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL 8 SCHEDULE SCALE: 1/2" = 1'-0" SHEARWALL NOTES: 1. AT ROOF TRUSS, CONTRACTOR MAY CHOOSE A,B,C,D, OR G. 2. USE ALTERNATE A. AT EXTERIOR WALLS ENDING BETWEEN ROOF TRUSSES. SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS HTT5 or HDU5 'LY EADED OXIED J DTT2Z NAILING PATTERN NAILING PATTERN (2)ROWS OF 63/a" 3 ROWS 10d 3 PLY 2x— TRUSSLOK ® 12" O.C.ADD 3rd ENGINEERED WOOD EA. SIDE. 2x_ 2x— FASTENERS 0 24"o.c AS SHOWN (EACH SIDE) MULTIPLY NOMINAL 2x_ LUMBER SECTION VIEW 4—PLY BUILT—UP 2x- BUILT - UP MEMBER FASTENING BEAM FASTENING SCALE: N.T.S. HOLD DOWN, SEE 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 STUD PACK, PER GARAGE DOOR SUPPLIER SOLE PLATE J HTT5 w/ ANCHOR %" THREADED ROD EPDXIED 12" GARAGE WING WALL SECTION OVERLAP SIDEWALL GARAGE TOP PLATE /—HEADER CRIPPLE STUDS \\-2—MSTA24 L(2)2X6 SILL WITH 5-0131x3 TOENAILS (2)2x6 JACK STUDS STRAPS EA END (2)2x6 KING STUDS GOAL POST. FASTEN TO STUD PACK WITH 2—ROWS OF 16d HTT5 w/ RING SHANK NAILS CSD 12" O.C. (2)2x STUD CORNER %" THREADED ROD ATTACH GARAGE DOOR THRU EPDXIED 12" HOLD UPRIGHT BUCK DIRECTLY INTO P.T. SOLE PLATE DOWN, SEE STUD PACK, PER GARAGE DOOR GARAGE PLAN SUPPLIER FLOOR o SOLE PLATE ' .4' o 0 ANCHOR ° ° se essa THICKENED SLAB EDGE AT GARAGE OPENING. °.o SOLE PLATE HTT5 w/ ANCHOR %" THREADED ROD EPDXIED 12" GARAGE WING WALL ELEVATION GARAGE WING WALL SECTION EN 7 GARAGE WINGWALL FRAMING 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— Y4'x1Y2„ SDS SCREWS Y2' THREADED ROD EPDXIED 4" MIN OR Y2x6" TITEN HD HOLD DOWN ATTACHMENT DETAIL MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12— 0.131x3" GUN NAILS SIMPSON FULL HEIGHT LTT20B THREADED ROD WITHIN 6" OF GIRDER (SEE PLAN) Y2" THREADED ROD EPDXIED 4" MIN OR Y2x6" TITEN HD LTT20B 2x6 SYP#2 NAILER FASTENED TO TOP PLATE w/ 10d ® 3" O.0 2x6 SYP#2 BLOCKING BETWEEN EA. TRUSS. FASTEN TO TOP PLATE w/ 10d ® 4" O.C. 2X4 CATS @ \_ PORCH SHEATHING, 12" O.C. SEE HEADER SEE SPECIFICATIONS END 6/SO.1 ALT A BELOW -IF PORCH PARALLEL HEADER & SUPPORT TO WALL PORCH POST, PER PLAN. PERPENDICULAR TO WALL (2)MSTA24 STRAPS 24" 16 GUAGE POST BASE: STRAP w/11— POST 24" 16 GUAGE 4x4 POST:ABU44 10dx1Y2" EA. ENDtBELOW STRAP w/11— 6x6 POST:ABU66 10dx1Y2 EA. END PORCH. PORCH HEADER, -- SLAB SEE PLAN " ROD EPDXIED 6" MIN PLAN VIEW OF PLAN VIEW OF ELEVATION VIEW OF PORCH HEADER PORCH HEADER PORCH HEADER AT CORNER POST AT POST AT POST PORCH SHEATHING SPECIFICATIONS: 5/16" (OR GREATER) CEMENTIOUS HARDY BOARD, w/ 8d COMMON NAILS ® 6" O.C. EDGE AND FIELD TYPICAL PORCH FRAMING DETAILS 6" DBL. TOP MAX PLATE .—\ 74 8—GUN NAILS FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE OF POST OPTION A DOUBLE TOP PLATE NOTCH HEADER BELOW TOP PLATE PORCH HEADER, SEE PLAN. MIN. (2)2x4 WOOD BELOW. & (1) ADJ. TO PORCH HEADER. FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE OF POST OPTION B LSTA12 FOLDED OVER TOP PLATE w/5 -10d NAILS INTO TOP PLATE & 5-10d NAILS INTO BEAM. SPACE ® 48" O.C. OMIT IF WALL SHEATHING IS INSTALLED ON FACE OF BEAM MIN. (2)2x4 WOOD BELOW. & (1) ADJ. TO PORCH HEADER. TYPICAL PORCH BEAM CONNECTION 11/4" ® 2x6 PERMIT 2 ROWS 10d 1'/2 @ 2x8 ~1 V2 " 3—ROWS 10d 3—ROWS 10d O.C. 2 PLY 2x— EA. 1SIDE. L ° �a EA.®8 SIDE. ® 12" O.C. NAI X I L�lFULL HEIGHT OD \ a_ o_ N N 0 t VV M IN 2—Rows 10d3—PLY LVL 2—PLY LVL 0 8" O.C. / 2—Rows 10d BEAM FASTENING BEAM FASTENING STAGGERED ® 6" O.C. �Ico r STAGGERED N v ANCHORING SYSTEM: THE THREADED ROD ANCHORING 2x6 or 2x8 2x4 NAILING PATTERN NAILING PATTERN (2)ROWS OF 63/a" 3 ROWS 10d 3 PLY 2x— TRUSSLOK ® 12" O.C.ADD 3rd ENGINEERED WOOD EA. SIDE. 2x_ 2x— FASTENERS 0 24"o.c AS SHOWN (EACH SIDE) MULTIPLY NOMINAL 2x_ LUMBER SECTION VIEW 4—PLY BUILT—UP 2x- BUILT - UP MEMBER FASTENING BEAM FASTENING SCALE: N.T.S. HOLD DOWN, SEE 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 STUD PACK, PER GARAGE DOOR SUPPLIER SOLE PLATE J HTT5 w/ ANCHOR %" THREADED ROD EPDXIED 12" GARAGE WING WALL SECTION OVERLAP SIDEWALL GARAGE TOP PLATE /—HEADER CRIPPLE STUDS \\-2—MSTA24 L(2)2X6 SILL WITH 5-0131x3 TOENAILS (2)2x6 JACK STUDS STRAPS EA END (2)2x6 KING STUDS GOAL POST. FASTEN TO STUD PACK WITH 2—ROWS OF 16d HTT5 w/ RING SHANK NAILS CSD 12" O.C. (2)2x STUD CORNER %" THREADED ROD ATTACH GARAGE DOOR THRU EPDXIED 12" HOLD UPRIGHT BUCK DIRECTLY INTO P.T. SOLE PLATE DOWN, SEE STUD PACK, PER GARAGE DOOR GARAGE PLAN SUPPLIER FLOOR o SOLE PLATE ' .4' o 0 ANCHOR ° ° se essa THICKENED SLAB EDGE AT GARAGE OPENING. °.o SOLE PLATE HTT5 w/ ANCHOR %" THREADED ROD EPDXIED 12" GARAGE WING WALL ELEVATION GARAGE WING WALL SECTION EN 7 GARAGE WINGWALL FRAMING 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— Y4'x1Y2„ SDS SCREWS Y2' THREADED ROD EPDXIED 4" MIN OR Y2x6" TITEN HD HOLD DOWN ATTACHMENT DETAIL MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12— 0.131x3" GUN NAILS SIMPSON FULL HEIGHT LTT20B THREADED ROD WITHIN 6" OF GIRDER (SEE PLAN) Y2" THREADED ROD EPDXIED 4" MIN OR Y2x6" TITEN HD LTT20B 2x6 SYP#2 NAILER FASTENED TO TOP PLATE w/ 10d ® 3" O.0 2x6 SYP#2 BLOCKING BETWEEN EA. TRUSS. FASTEN TO TOP PLATE w/ 10d ® 4" O.C. 2X4 CATS @ \_ PORCH SHEATHING, 12" O.C. SEE HEADER SEE SPECIFICATIONS END 6/SO.1 ALT A BELOW -IF PORCH PARALLEL HEADER & SUPPORT TO WALL PORCH POST, PER PLAN. PERPENDICULAR TO WALL (2)MSTA24 STRAPS 24" 16 GUAGE POST BASE: STRAP w/11— POST 24" 16 GUAGE 4x4 POST:ABU44 10dx1Y2" EA. ENDtBELOW STRAP w/11— 6x6 POST:ABU66 10dx1Y2 EA. END PORCH. PORCH HEADER, -- SLAB SEE PLAN " ROD EPDXIED 6" MIN PLAN VIEW OF PLAN VIEW OF ELEVATION VIEW OF PORCH HEADER PORCH HEADER PORCH HEADER AT CORNER POST AT POST AT POST PORCH SHEATHING SPECIFICATIONS: 5/16" (OR GREATER) CEMENTIOUS HARDY BOARD, w/ 8d COMMON NAILS ® 6" O.C. EDGE AND FIELD TYPICAL PORCH FRAMING DETAILS 6" DBL. TOP MAX PLATE .—\ 74 8—GUN NAILS FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE OF POST OPTION A DOUBLE TOP PLATE NOTCH HEADER BELOW TOP PLATE PORCH HEADER, SEE PLAN. MIN. (2)2x4 WOOD BELOW. & (1) ADJ. TO PORCH HEADER. FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE OF POST OPTION B LSTA12 FOLDED OVER TOP PLATE w/5 -10d NAILS INTO TOP PLATE & 5-10d NAILS INTO BEAM. SPACE ® 48" O.C. OMIT IF WALL SHEATHING IS INSTALLED ON FACE OF BEAM MIN. (2)2x4 WOOD BELOW. & (1) ADJ. TO PORCH HEADER. TYPICAL PORCH BEAM CONNECTION FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN yIER J �S *� No. 71461 ,p'• STATE OF 111,SS10NAI-0G`�'` 11I1u1 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT D REVISIONS WASHER I PLAN NAI X I L�lFULL HEIGHT OD 0 VV ANCHORING SPECIFICATIONS / FULL ANCHORING SYSTEM: THE THREADED ROD ANCHORING SOLE DOUBLE SYSTEM SHALL CONSIST OF WO A307 THREADED UPLIFT PLATE FULL HT. R TOP PLATE. ANCHOR RODS, ORIENTED VERTICALLY AND ATTACHED TO THE CONNECTOR ANCHOR FOUNDATION AND TO THE UPPERMOST PLATE AT THE DOUBLE TOP SEE PLAN LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE PLATE I TOP PLATE, PROVIDE A 2"x 2"x 1l;" STEEL WASHER. — WALL STUD FASTEN WITH A NUT AND ALLOW AT LEAST 3 0 OR POST. THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) HEIGHT ROD INSTALLATION: AT ALL PLATE PENETRATIONS, LFULL THREADED ROD PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE SEE PLANi ELEVATION DIAMETER OF THE THREADED ROD USED. WHILE 11 , IO O SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER STEEL COUPLER 1 (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES ( OPTIONAL, LOCATE C FULL HT. WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ANCHOR ROD SHALL BE INSTALLED APPROXIMATELY CENTERED AS NEEDED) ;I IN HOLE. RODS MAY BE SLANTED FROM TRUE AT SILL PLATE AT TOP PLATE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE FULL HEIGHT ANCHOR INSTALLATION CHART SECURED OVER THE WASHER TSO A SNUO-71GHT FLOOR CONDITION PLUS ONE—HALF TURN OF A STANDARD FRAMING © O 0 T) SHRINKAGE Al DYOOMPRRE OF FULL HEIGHT THREADED ROD to WOOD PLATE CONCRETE WASHER EMBEDMENT EDGE D//�70 BULDIIN�G CONTRACTORS SHALL RE—TIGHTEN NUT TO 30 THREADED ROD - HOLE HOLE SPEC. DEPTH DISTANCE FT.—LBS. OF TORQUE AFTER ALL TRADES ARE SEE PLAN _FOUNDATION, PER PLAN. 3/8 V2"0 '/2"0 2x2x'/8" 4" 4" 2" 3" COMPLETE AND PRIOR TO INSULATION. I EMBEDMENT 5/8 3/a"� 3/a"� 3x3x�/a" 7.5" 12" 2Y" 3" EPDXY ANCHORING: ALL THREADED RODS SHALL BE DEPTH E O DRILLED & EPDXY ANCHORED. SEE INSTALLATION MONO STEM MONO STEM CHART FOR EMBEDMENT AND EDGE DISTANCE FULL HEIGHT ANCHOR REQUIREMENTS WALL SECTION THREADED ROD INSTALLATION CHART FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN yIER J �S *� No. 71461 ,p'• STATE OF 111,SS10NAI-0G`�'` 11I1u1 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. TYPICAL FRAMING DETAILS SHEET S2.1 SHEET H OF 10 WALL BUILDING SECTION SCALE: 3/8" = 1'-0" SYP#2 RAFTERS @ 24" O.C. SEE PLAN FOR SIZE ROOF SHEATHING SIMPSON H2.5T STRAP WALL PER PLAN 2X6 BOTTOM PLATE 3)2X6-2/1 HEADER WALL SHEATHING LEDGER PER PLAN F A35_/ H& ANGLE L----- SEE DETAIL 12/S2.0 SIMPSON H2.5T tTRAP -PONY �ALL 2 -PLY 120" SYP#2 RAFTERS @ 24" O.C. SEE PLAN FOR SIZE 0101011 2X8 SYP#2 ROOF BLOCKING SEE DETAIL SHEATHING 13/S2.0 SIMPSON H2.5T STRAP 0 DGER PLAN SIMPSON J H2.5T STRAP LUS26 HANGER WALL PER PLAN 2X4 BOTTOM PLATE SIMPSON H2.5T STRAP SDWC15600 SCREWS @ 32" O.0 CEILING JOIST PER PLAN SIMPSON H2.5T STRAP WALL PER PLAN 2X8 SYP#2 BLOCKING SIMPSON H2.5T STRAP SIMPSON H2.5T STRAP SDWC1 P600 SCREW @ 32" O.0 2X4 BOTIOM PLATE SIMPSON H2.5T STRAP (6)-10d NAILS (STAGGERED) WALL SHEATHING 2X6 BOTTOM PLATE R J �S *� No. 71461 ,p'• STATE OFL. 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE (D w w 0 U - (D w z__� Q. Lu 0 Lu Ln (D (Q z0 Lu J w Q Ln ry N Ln U M 000 oC FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. BUILDING SECTION SHEET 52.2 SHEET 9 OF 10 STUD TO TOP w/ SDW( BOT PLATE TO BELOW w/ S 2x— BLO( STUD TO TC w/ SD STUD TO BC w/ SD INTERIOR FOOTIN PER PLAN 0' ^_KING SECTION SCALE: 3/4" = 1'-0" NG JOISTS PER J. FASTEN TO WALL d2.5 STRAP BOT PLATE 15450 JOISTS PER -ASTEN TO WALL 5 STRAP 2X12 BLOCKING BETWEEN EACH JOIST. FASTEN EA END w/2 -10d TOP AND BOTTOM. FASTEN TO TOP PLATE w/10d @ 4" O.C. (ANGLE DRIVEN) STUD TO TOP PLATE w/ SDWC15600 STUD TO BEAM w/ MSTA24 @ 32" O.0 I I I I NON LOAD BEARING WALL BELOW SECTION SCALE: 3/4" = 1'-0" 2-1/2" PLYWOOD FILLER EACH SIDE OF JOIST. FASTEN w/8 -8d I—JOIST, SEE PLAN UPLIFT STRAP 3x6 TOP PLATE BEVELED TO SUPPORT I—JOIST WALL FRAMING 2—PLY 12" LVL CEILING JOISTS PER PLAN I—JOIST, SEE PLAN 2-1/2" PLYWOOD FILLER EACH SIDE OF JOIST. FASTEN w/8 -8d LUS210-2 HANGER SECTION SCALE: 3/4" = 1'-0" BEAM PER PLAN RAFTER PER PLAN 2X2 BLOCKING BETWEEN EACH JOIST. FASTEN EA END w/2 -10d TOP AND BOTTOM. FASTEN TO TOP PLATE w/10d @ 4" O.C. (ANGLE DRIVEN) 2X8 FASTEN TO JOIST W/2 -0.131X3 TOP & BOTTOM. NwHil X16 CEMENTIOUS HARDY BOARD. SECTION SCALE: 3/4" = 1'-0" 2-1/2" PLYWOOD FILLER EACH SIDE OF JOIST. FASTEN w/8 -8d 2x8x4' FASTEN TO PLYWOOD FILLER w/ 3— ROWS OF 10d @ 4" O.C. I—JOIST, SEE PLAN UPLIFT STRAP 3x6 TOP PLATE BEVELED TO SUPPORT I—JOIST WALL FRAMING R J �S S�`� • �\ C E NSF • �(�'''. � * No. 71461 ,p'• STATE OF RID S/ONAL�G`��` 1111111 01.27.23 Christopher J Sabourin FL PE#71461 SA BO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CH RIS@SABOENG.COM PLAN NAME MATH -1852 SEA OATS SSE No. 22-0670 ISSUE DATE PERMIT 01.27.23 REVISIONS DATE (Dw w 0 H (Dw z> �� Lu p Lu ;7 Ln (Q z0 Lu Q Jw QLn ry N Ln U 0000 oC FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFERTOTHE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. SECTIONS SHEET S2.3 SHEET10 OF 10