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2093 Beach Ave PPRI22-0001 2 of 2 Structurals PR_1 tiffWIND CRITERA BUILDING CODE WIND SPEED Vult DESIGN CODE: 2020 FLORIDA BUILDING CODE - RESIDENTIAL, WORK CLASSIFICATION: ALTERNATE LEVEL II AND ADDITION ASCE 7-16 FLOOR AND ROOF DESIGN CRITERIA EXPOSURE CATEGORY FLOOR LOADING (Cd = 1.0) ROOF LOADING (Cd = 1.25) TOP CHORD DEAD 12 PSF TOP CHORD DEAD 10 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 SHEATHING NOTES: WIND SPEED Vult 130 MPH NAIL WIND SPEED Vnom 101 mph FOR FLEXIBLE EXPOSURE CATEGORY D 2. BUILDING ENCLOSURE CLASSIFICATION ENCLOSED BOTTOM RISK CATEGORY II OF DOUBLE TOP PLATE. BUILDING HEIGHT < 30' EDGE) ROOF PITCH 7:12 HORIZONTALLY WINDOW AND DOOR DP (C&C) PRESSURE 4. EFFECTIVE WIND AREA WIND ZONE DESIGNATION SHEAR (SQUARE FT) INTERIOR ZONE END ZONE OR 0 - 10 +31.6 -34.3 +31.6 -42.3 11 - 50 +28.3 -31.0 +28.3 -35.7 51 - 100 +26.9 -29.6 +26.9 -32.9 GARAGE DOOR 10446.13 (1) CAR 8'x7' +30.2 -32.9 +30.2 -40.5 (2) CAR 16'x7' +27.1 -29.6 +27.1 -34.2 WIND LOADING NOTES: HTS20 10456.6 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED EA. END 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE HTT5 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE 26-0.162x2'/2 RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE LTT20B 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS 10-0.148x2'/2 r--- ---� 1/2"x6" TITEN HD LSTA12 10456.7 LSTW12 END ZONE WIDTH V_= 7' 6-0.148x3" EA END MSTA24 i MSTA24 D ---J 9-0.148x3" EA END L Ir Ir MTS12 10456.8 MTW12 17244.8 Ir C 'I EA. END BUILDING FOOT PRINT SHOWING END ZONES FLOOR SHEATHING SCHEDULE FLOOR SHEATHING SPECIFICATION I TYPICAL NAILING 23/32 T&G OSB OR PLYWOOD SHEATHING I TETRA GRIP .113x23/8" @ 6" EDGE AND FIELD FLOOR SHEATHING NOTES: 1. FLOOR SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO THE SUPPORTS 2. PANEL EDGE BLOCKING IS NOT REQUIRED WALL SHEATHING SCHEDULE WALL SHEATHING SPECIFICATION TYPICAL NAILING MIN. /s", 24/16, APA RATED OSB OR 0.131 "x2Y2" @ 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: SIMPSON CONNECTOR FL# USP CONNECTOR FL# NAIL 1. SHEATHING MAY BE INSTALLED FOR FLEXIBLE OR BRITTLE FINISHES. 2. SHEATHING MUST EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER PLY 10860.4 OF DOUBLE TOP PLATE. 17239.13 12-0.162x2'/2" EDGE) 3. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. 4. PANEL EDGE BLOCKING IS ONLY REQUIRED AT SHEAR WALLS AND WALLS WITH BRITTLE RS150 FINISH. BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END W/ (3) EDGE AND 10d TOE -NAILS. DTB-TZ 17219.1 8-1/4"x1'/2" SDS 5. AT SHEARWALLS, EDGE NAILING IS DECREASED TO 3" O.C., SEE PLAN FOR LOCATIONS SYMBOLS LEGEND INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL GABLE X -BRACE (2)2X8-1/2 HEAKING SR UDSIZE, QUANTITY. AND DESIGNATES SHEARWALL. THE HIDDEN ------------- LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW 3"/6" 18d @ 3/6 DESIGNATES 8d COMMONS @ 3" O.C. EDGE & 6" O.C. "IN THE FIELD" ROOF SHEATHING SCHEDULE ROOF SHEATHING SPECIFICATION METAL STRAPPING AND CONNECTOR FASTENING SIMPSON CONNECTOR FL# USP CONNECTOR FL# NAIL FASTENERS ANCHORAGE A35 10446.1 MPA1 17244.23 12-0.131x1'/2" EDGE AND SHINGLE ABU44 10860.4 PAU44 17239.13 12-0.162x2'/2" EDGE) 5/8"Ox6" TITEN MG ABU66 10860.4 PAU66 17239.13 12-0.162x2/2" „ 5/8"Ox6" TITEN MG CS16 10852.2 RS150 17244.27 11-0.148x3" EACH END EDGE AND DTT2Z 10441.1 DTB-TZ 17219.1 8-1/4"x1'/2" SDS '/2"x6" TITEN HD H2.5A 10456.3 RT7 17236.11 5-0.13lx 21/2" EA. END 0.113X2%8" H8 10446.13 RT8 17236.11 5-0.13lx 21/2" EA. END OSB OR PLYWOOD SHEATHING HTS16 10456.6 HTW16 17244.8 8-0.148x1'/2" EA. END EDGE) HTS20 10456.6 HTW20 17244.8 12-0.148x1'/2" EA. END HTT5 11496.2 HTT5 17324.2 26-0.162x2'/2 5/$"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 MSTA24 10852.9 MSTA24 17244.18 9-0.148x3" EA END MTS12 10456.8 MTW12 17244.8 7-10dxl'/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 F_ PSF I POUNDS PER SQUARE FOOT ROOF SHEATHING SCHEDULE ROOF SHEATHING SPECIFICATION NAIL LENGTH DIAMETER NAIL LENGTH DIAMETER _�/16 24/16, APA RATED OSB 0.113X2%8" RING SHANK. @ 6" O.C. EDGE AND SHINGLE OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 1Y2" 15/32" 32/16, APA RATED „ 3Y4" 0.148" „ 3" METAL OSB OR PLYWOOD SHEATHING 3 0.113X2/8 RING SHANK. @ 6 O.C. EDGE AND TZ (SEE NOTE 1 BELOW) FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 19/32" 32/16, APA RATED 0.113X2%8" RING SHANK. @ 6" O.C. EDGE AND TILE OSB OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) U (SEE NOTE 1 BELOW) z � aY 0 NOTE 1 -VERIFY WITH MANUFACTURER'S FLORIDA PRODUCT APPROVAL ## NAIL SIZE LEGEND NAIL LENGTH DIAMETER NAIL LENGTH DIAMETER 8d COMMON 2)/2" 0.131" 10d COMMON 3" 0.148" 8d RING SHANK 23/8" 0.113" 10d RING SHANK Y 0.148" 10dx1Y2" 1Y2" 0.148" 12d COMMON 3Y4" 0.148" 10d 3" 0.131" 16d COMMON 3Y2" 0.162" Christopher Sabourin Christopher Sabourin I am approving this document 2022.01.12 10:09:32-05'00' 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 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. EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES. UNLESS NOTED OTHERWISE, USE SPRUCE -PINE -FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. MOISTURE CONTENT, AS FOLLOWS: SPRUCE PINE FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 PSI, Fv=135 PSI, Ft=350 PSI, E=1100 KSI SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED. ALL WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED (UON), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPACITY. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE. MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL INDICATED HEREIN. TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS GREATER ON DRAWINGS. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY "SIMPSON STRONG -TIE" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). 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 FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH 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 INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. CONCRETE SLABS ON GRADE: CONCRETE SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 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 OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. CONCRETE SLAB "CONTROL JOINTS" SHALL BE CUT INTO THE SLABS AT A DEPTH OF '/ TIMES THE THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 15'-0" (MAX.) IN EACH DIRECTION. LOCATION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE AREA CONTAINED IS 300 SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE OF 2 TO 1.. MASONRY SPECIFICATIONS: MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF Y8 PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". EPDXY ANCHORS IN CONCRETE: ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, POWER -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. MIN. EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: "GANG -NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NEPA, TPI, AND AITC 100. THE TRUSS MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A STRUCTURAL ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW PRIOR TO FABRICATION. 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. ItI1111:L1<to] 1111L1toto] Mai 0ImI_11=I Idwtel We] :lF_1aIalF_101FMI:iliaiyAIaA1:71:9111 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 DESIGNER. * No. 71461 ,p'• STATE OF 0�F4 0 R 1 D SSIO•...... • • ��,\��,. IONA 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE clL 0 I f V z w N LULU �z>J W Q TZ T_ (Dw U U Q z �w LU w CID CO J Q w rr) U oC z � aY 0 Q U J L.L Q FIELDALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. DESIGN CRITERIA AND GENERAL NOTES SHEET SO.0 SHEET 1 OF 9 CONTRACT01 CONFIRM EXISTING F CONTRACTOI CONFIRM EXISTING F CONTRACT01 CONFIRM EXISTING F CONTRACT01 CONFIRM EXISTING F FIRST FLOOR FRAMING PLAN SCALE: 3/8" = l'-0" SECTION SCALE: N.T.S. SLAB & FOOTING TO REMAIN OQ�ER J„S' o- * No. 71461 STATE OF \ '0.� 4 0 R 1 p •........•• 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENG I NEER] NG 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. IST FLOOR FPN,AMING PLAN SHEET S1.0 SHEET 2 OF 9 0 u- M (D M Z w cv �Z>J U w M LU w Q w wr") zl-,== (Dw U U z�wQ Lu Lu ry oo m —J Qz0)1--, w M U 0� Q U � � ry Q U) FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENG I NEER] NG 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. IST FLOOR FPN,AMING PLAN SHEET S1.0 SHEET 2 OF 9 SYMBOLS LEGEND DESIGNATES OSB SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE OSB SHEATHING SW: 3Z12 TO BE APPLIED. 3/12 DESIGNATES 8d ® 3" O.C. EDGE & 12" O.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER OF (2)2x10-2�1 PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. SEE DETAIL 4/S2.0 DESIGNATES SINGLE PLY HEADER SIZE, & 10s-1�1 JACK/KING STUDS NEEDED FOR SUPPORT HEADER. SEE DETAIL 4/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 2/S2.2 • SIMPSON DT72Z SEE DETAIL 2/S2.2 SIMPSON LTT20B SEE DETAIL 2/S2.2 LOAD BEARING WALL STUD SCHD LOCATION PLATE STUD SIZE 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 1 MAX 2x4 SPF#2 O 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. SWO N07M, r A, 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 SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. INFILL WALL w/ 2X6 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 24" O.C. MINIMUM. SEE STUDS @ 16" O.C. 3/S2.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS AND 2/S2.1 FOR INTERIOR WALLS WITH UPLIFT --- --- GENERAL NOTES NEW 2x6 STUD WALL1. SEE LL STUD 2-CS16 @ BASE SCHEDULE TTHIS AIL SS EET2.0 ORORASTUD SIZES AND LL FRAMING ISPACNG.L. SEE AAT GIRDERS AND @ 16" O.C. PC ST TO BEAM BELOW / OF STUD PACK BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2 -MST i i III 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 2x6 WALL @ III 2-MSTA24 @ EA 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, 16" O.C. 5 4"x7Y4" 1.8E Z HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 4 & 5/S2.2 P RALLAM POST ¢ END OF HEADER SEE � N 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/S2.0 1/S2.1 LLJ J 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 9 & o III 1 � 10/s2.2 N I EAM TO POST > III I N SOLE PLATE ANCHOR 2-MSTA24 @ EAII m_j SPACING SCHEDULE END OF HEADER IIr_j N ALL EXTERIOR WALL 42" O.C. WIII UNLESS OTHER NOTED 0°SHEARWALLS24" O.C. z 2-CS16 @ BASE (SW 8d®3"/12") N L�,C, OF STUD PACK 1, SOLE PLT ® # �, WHEN NOTED ON PLAN HHGU5.50/16 L,J SEE NOTE 2 NEW 2x6 STUD WALL HHGU5.50/12 HANGER III 1. INSTALLSOLE PLATE ANCHORS PER DETAIL 3/S2.0 HANGER @ 16" O.C. 2. ANCHOR SPACING SHALL BE AS NOTED. FOR EXAMPLE - SOLE PLT ® 36" = 36" ON -CENTER SPACING E ISTING BEAM EXISTING BEAM Fl�EEL2-CS16 @ BASE SEE ® EXISTING STEEL COLUMN-/ OF STUD PACK L_-- --J 1/S2.1 0 _ TO BE REMOVED III I 2-MSTA24 @ EA ® END OF HEADER N I ® 1 _J > III N 1 N 2-MSTA24 @ EA III END OF HEADER N J CL J J N 00II 1 z N BEAM TO POST III --- - EW (5)2x6 w/ (2)HTS16 OST 2-CS16 @BASE SEE OF STUD PACK 1/S2.1 I � NEW 2x6 STUD WALL @ 16" O.C. S3.0 STEEL FLITCH BEAM SEE DETAIL 1 /S3.0 HHGU5.50/16 EXISTING BEAM TO REMAIN EXISTING BEAM HHGS5.50/12 TO REMAIN HANGER 1 SECTION S1.1 SCALE: 3/4" = 1'-0" FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" R \`�S • �� C E NSF * No. 71461 ,p•• STATE OF :•Q /ONA - 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIORTO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. FIRST LEVEL WALL FRAMING PLAN SIILET SSI SHEET 3 OF 9 O LL V z w N �ULu �z>J W Lu Q LL W 0 TZ T_ (Dw U U Q z �w Lu LLJ CO CO Q Lu rr) U z ay 0 Q U J Z) I - FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIORTO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. FIRST LEVEL WALL FRAMING PLAN SIILET SSI SHEET 3 OF 9 FIRST LEVEL CEILING FRAMING PLAN SCALE: 1/4" = l'-0" OQ�ER J„S' o- * No. 71461 STATE OF \ '0.� 4 0 R 1 p •........•• 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE ry O LL M � M Z w cv 1�-qUwre) ceZ>J LU w Q LL Lu (-) z1�-q== � w U U zwQ � Lu Lu & oo m —J Qz(:Y) w M U 0 I--, Q U � � ry Q U) FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENG INEERINGPRIOR 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. FIRS I LEVEL CEILING FRAMING PLAN SHEET 21.2 SHEET 4 OF 9 SECOND LEVEL WALL FRAMING PLAN SCALE: 1/4" = l'-0" OQ�ER J„S' o- * No. 71461 STATE OF \ '0.� 4 0 R 1 p •........•• 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE ry O LL M � M Z w cv 1�-qUwre) ceZ>J LU w Q LL Lu (-) z1�-q== � w U U zwQ � Lu Lu & oo m —J Qz(:Y) w M U 0 I--, Q U � � ry Q U) FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENG INEERINGPRIOR 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. SECOND LEVEL WALL FRAMING PLAN SHEET S1.3 SHEET 5 OF 9 2—ROWS OF 0.113x2)/2" @ 6" O.C. 5-0.113x2)/2" @ 6" O.C. SYP#2 DBL. TOP PLATE BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. I I I I I I I I I I I I I I I I I 0.113x2)/" @L — J 3" O.C. SEE S1.0 TYP. WALL SECTIONS SCALE: 3/4" = 1'-0" LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER TOP PLATE OVER LAPS TYPICAL WALL FRAMING NOTES: 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS 2x4 BLOCKING @24" O.C. FASTEN EACH END w/3 -10d TOENAILS STUD BELOW LOWER TOP PLATE AT BREAK OVER LAP DOUBLE TOP PLATES ORTHOGONAL VIEW OF CORNER O � CORNER CONDITIONS 4-10d COMMONS WALL INTERSECTION CONDITIONS WALL INTERSECTION CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS @ 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS SCALE: 3/4" = 1'-0" BOUNDARY OF RATED SHEATHING, SHEATHING SEE GENERAL NOTES EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES-- NAIL OTES NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED I I (UNBLOCKED) PANEL EDGE v (TYPICAL) NAILING TO INTERMEDIATE SUPPORT IS 6"o.c MAX. (UON)� SHEATHING NAILING DETAIL SCALE: 3/4" = 1'-0" STUDS, ROOF TRUSSES, OR FLOOR JOISTS TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) @ 2x6, (4) @ 2x8.1 FASTEN ROOF TRUSS w/ UPLIFT CONN. LONG ENOUGH TO ENGAGE STUDS. IF HIGH SIDE OF WALL IS A SHEARWALL FASTEN (2) MSTA36 AT INSIDE FACE OF SHEARWALL OR BEND AROUND ENDS AT NON—SHEARWALL. SPF#2 DBL: TOP PLATE ------------------ ------------------ IF HIGH SIDE OF WALL IS A SHEARWALL, INSTALL DBL. 2x BLOCKING IN FIRST (2) STUDS SPACES JACK AND KING STUDS, PER HEADER SCHEDULE SOLE PLATE 16d COMMONS @ 8" O.C. TYPICAL WALL FRAMING SCALE: 3/4" = 1'-0" /2 TYPICAL HEADER NAILING: 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 9" LVL, 11" LVL, 2x10, 2x12 = (7) NAILS 14" LVL, 14" LVL = (9) NAILS DROPPED HEAD TYPICAL LAP SPLICE: 8-16d OR (12) 0.131"Ox3" SYP#2 HEADER, /PER PLANS ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM FASTENER E.E. S 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS S 6'-4" (2)2x4 SPF #2 (1)A34 + (2)12d TOE NAILS S 8'-4" (3)2x4 SYP #2 (1)A34 + (6)12d TOE NAILS r< 5 12'-0" 12 (3)2x6 SYP #2 (2)A35 + (6)12d TOE NAILS ROUGH OPENING, PER PLAN SILL PLATES 1. USE SPF#2 OR BETTER FOR ALL WALLS. 2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 3. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING. (3) ROWS 12d AT 12" O.C. EA. SIDE. 2x4 MEMBERS: 2—PLY (1) ROW OF 1 Od NAILS @ 4" O.C. (4) ROWS 12d AT 12" O.C. 2x6 MEMBERS: EA. SIDE. (2) ROW OF 1 O NAILS @ 4" O.C. It -PLY STAGGERED LESS THAN 14" BEAM 2x4 OR 2x6 POST 1' (3) ROW OF 1 O NAILS @ 8" O.C. ° STAGGERED 2x8 POST (4)ROWS OF 63/4" TRUSSLOK ENGINEERED WOOD FASTENERS @ 16"o.c AS SHOWN (3)ROWS OF 5" TRUSSLOK ENGINEERED WOOD FASTENERS @ 24"o.c KING & JACK AS SHOWN STUDS SEE PLAN 1111 3—PLY 14" LVL AND GREATER NOTES: 1. TYP. CONNECTION AT STUD COLUMNS, JACK—TO—KING ASSEMBLIES, CORNER POST, ETC. 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO (2) PLYS BUILT - UP MEMBER FASTENING SCALE: 3/4" = 1'-0" SYP#2 HEADER, PER PLAN 110 END FASTENER TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGARD. 4'-0" MIN. WALL SHEATHING TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS: (3) @ 2x4, (4) @ 2x6, (5) @ 2x8. OPENING HEAD OR SILL L PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. (2)12d TOE NAILS E.E. (MIN) WINDOW HEAD AND SILL FRAMING SCALE: 3/4" = 1'-0" WINDOW SILL SCHEDULE ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM END FASTENER EACH END 5 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS 5 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 5 8'-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS 5 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. \`�S • C E NSF * No. 71461 ,p • STATE OF 11 FSS •....... • • • �G\\��. �pNALE`�� 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE � LL � V � zw N �ULu �z>J w w Q U— W � z�== (D w U U z�wQ UJ w —J Q w U cC z a� 0 Z) cv z Q U J Z Q I— Cn FI ELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. TYPICAL SECTIONS E DETAILS SHEET 520 SHEET 6 OF Q WHEN NOTED (2)2x6 KING STUDS (2)2x6 JACK STUDS OVERLAP SIDEWALL (2)2x STUD CORNER S2.1 P.T. SOLE PLATE a SOLE PLATE ANCHOR ° Q L Q a 4- a d 4 d H TT5 w/ %" THREADED ROD EPDXIED 12" GARAGE FLOOR GARAGE HEADER 'IPPLE UDS SILL WITH 11 x3 TOENAILS EA THICKENED SLAB EDGE AT GARAGE OPENING. GARAGE WING WALL ELEVATION GARAGE WINGWALL FRAMING 2x6 LEDGER FASTEN TO EXISTING WALL w/ 2 -ROWS OF Y4"x4" SDS SCREWS @ 16" O.C. 1 /2x10" LAG ALL EXPOSED METAL CONNECTORS AND FASTENERS SHALL BE STAINLESS STEEL NEW (3)2x6 STUDS BEAM PER PLAN 12 z-zt-z—__ 13 3-10d TOENAI EACH SIDE HOLD DOWN, SEE PLAN SOLE PLATE ANCHOR GARAGE WING WALL FASTEN EA RAFTER TO BEAM w/ SDWC15600 2x6 SPF#2 RAFTERS @ 24"o.c FASTEN BEAM TO BRACKET w/ 2—Y4"x6" SDS SCREWS 3/8"x8" LAG SCREW RECESSED 4x4 DIAGONAL 3/8"x8" LAG SCRgW RECESSED 4x4 VERTICAL SHED ROOF - BRACKET DETAIL SCALE: 3/4" = 1'-0" 3'-4" MAX 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 HTT5 w/ THREADED ROD EPDXIED 12" SECTION 2x6 LEDGER FASTEN TO EXISTING WALL w/ 2—ROWS OF Y4"x4" SDS SCREWS @ 16" O.C. 1 /2x10" LAG SCREW 3-10d TOENAILS EACH SIDE ALL EXPOSED METAL CONNECTORS AND FASTENERS SHALL BE STAINLESS STEEL NEW (3)2x6 STUDS BEAM PER PLAN FASTEN EA RAFTER TO BEAM w/ SDWC15600 12 2x6 SPF#2 RAFTERS 3 �@ 24"o.c FASTEN BEAM TO BRACKET w/ 2—Y4"x6" SDS SCREWS 3"x8" LAG SCREW ECESSED 3/8"x8" AG SCREW RECESSIED 4x4 VERTICAL 2'-4" MAX SHED ROOF - BRACKET DETAIL SCALE: 3/4" = 1'-0" * No. 71461 ,p'• STATE OF :'QZ- SIO NA IONA�� 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE oC O LL (y) V fn z uj N �Uwcn �z>J LJJ w Q LL LJJ 0 z�== (D w U U Q Z ,Q UJ LJJ CO CO J QzM w fn U cC 0 Z) cv z Q U J Z oC Q I— FI ELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENG I NEE RING 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. TYPICAL SECTIONS E DETAILS SHEET SHEET 7 OF 9 TRUSS TO TOP PLATE W/ SDWC15600 TOP PLATE TO STUD W/ SDWC15600 SDWC INSTALLATION (STUD BELOW TRUSS SDWC15600 TOP PLATE TO STUD w/SDWC15600 WHEN STUD IS DIRECTLY BELOW TRUSS SDWC INSTALLATION (ELEVATION VIEW1 TRU I LPN I L YY/ SDWC15600 SDWC INSTALLATION (NO STUD BELOW TRUSS "BIRDSMOUTH" CUT AT RAFTERS 12° MAX DO NOT TRUSSAREA ANN NOTE: RAFTER INSTALLATION SHOWN. 1Y2" MIN • 2" MAX SIMILAR SDWC INSTALLATION (NO STUD BELOW TRUSS ROOF OPTIMAL TRUSS 2° TRUSS TO TOP PLATE NOTE: SLOPED W/ SDWC15600 10° 0 RAFTERS MAY BE RAFTER OR 3 SLOPED UP TO A TRUSS 12:12 PITCH AND MUST BE SPLICE MAY BE AT "BIRDSMOUTH" CUT Y" MI UPPER OR LOWER TOP PLATE *2. MAX TOP PLATE TO Ir STUD W/ 4" MIN SDWC15600 SDWC INSTALLATION (NO STUD BELOW TRUSS SDWC INSTALLATION (STUD BELOW TRUSS SIMPSON SDWC 15600 INSTALLATION DETAIL AT ROOF TRUSS SCALE: N.T.S. SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS MIN 9 Ply HTT5 or HDU5 ADED XIED DTT2Z 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 DTT2Z w/8— Ya"x1Y" SDS SCREWS Y2" THREADED ROD EPDXIED 4" MIN OR Yx6" TITEN HD HOLD DOWN ATTACHMENT DETAIL LTT20B 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 LTT20B Y2" THREADED ROD EPDXIED 4" MIN OR Yx6" TITEN HD NEW STUD WALL FRAMING XISTING TIMBER RAMED WALL P.T. SYP#2 ;TEN TO EXISTING BER FRAMED WALL 16d@8"O.C. NEW TO EXISTING FRAME WALL DETAIL SCALE: 3/4" = 1'-0" * No. 71461 ,p'• STATE OF :'QZ- ,,�� SSS •...... • • •' �G\\\�. 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIORTO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. DETAILS SIIEET S2.2 SHEET 8 OF 9 0 u- zw N �z>J U w wLuQw w p z�== (Dw U U z �wQ Lu w&mm —J Q w rr) U c� z 0�0� ay Z) cv z U J oC Q Cn FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIORTO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENTOF 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. DETAILS SIIEET S2.2 SHEET 8 OF 9 EXISTING FLOOR JOISTS TO REMIAN SECTION SCALE: Y2"=1'-0" 1 -PLY Y4"x23"x20' LONG STEEL A FLITCH. FASTEN w/ 2 -ROWS OF Y" A EXISTING FLOOR THRU BOLTS @ 16" O.C. STAGGERED77 JOISTS TO REMIAN Lj 0 O O O O O IYIY ~ 0 0 0 0 N HHGU5.5 /16 HANGER 2-HTS16 1'-4" TYP EXISTING BEAM TO REMAIN I I 2-HTS16 4 -PLY 24" LVL w/ STEEL FLITCH I POST PER PLAN I I I EXISTING STEEL POST TO BE REMOVED I I 5Y4„x7Y4” 1.8E PARALLAM POST I I I I I I I I 2-MS A24 NOTCH BEAM TO FIT NOTCH BEAM TO FIT OVER STEMWALL PROVIDE SQUASH BLOCK OVER FLOOR BEAM �IN FLOOR SYSTEM X-- X "��i��i\ice\\i\� �\ EXISTING PILE�\�j\��\\�j\ FOUNDATION TO � \� \� /\\� \REMAIN 2-HTS16 �V\\/\\XX\\z/\\�/\moi \/\\ EXISTING PILE \\ \ FOUNDATION TO / REMAIN \\ \\ 4—PLY 16" LVL EXISTING PILE /\17 FOUNDATION TO TO/\�\� REMAIN X�j��, /-z EXISTING PILE \/, FOUNDATION TO \ REMAIN (2)ROWS OF Y2"O THRU—BOLTS @ 16" O.C. RECESS BOLTS IN OUTER PLYS (TYP) 0 N NEW 4 -PLY 24" LVL w/ 1-1 Y4"x23"x20' LONG STEEL FLITCH SECTION A -A 00IIIIIIII//, /// \`�S •0 ENSF.OG'%: * No. 71461 ,p'• STATE OF :'QZ- SIO•...... • • •' �G\\\�. IONALE`�� 11.29.21 Christopher J Sabourin FL PE#71461 SABO STRUCTURAL ENGINEERING CA#32529 235 9TH AVE N JAX BEACH, FL 32250 904-712-5750 CHRIS@SABOENG.COM PLAN NAME 2093 BEACH AVE SSE No. 21-0303 ISSUE DATE PERMIT 11.29.21 REVISIONS DATE I..L O LL V � z w N �ULu �z>J W w Q W 0 z�== (Dw U U z �wQ W w0�mm J Q w rr) U 0C z ay 0 Z) cv z Q U J Q FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM THE INTENTOF 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 CONTACTTHE E.O.R. SECTION SHEET S3.0 SHEET 9 OF 9