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1885 Live Oak Ln RES23-0143 - 22-0123-JJOH-Sodini Residence - S1 06.26.23_1WIND CRITERA BUILDING CODE WIND SPEED Vult DESIGN CODE: 2020 FLORIDA BUILDING WORK CLASSIFICATION CODE - RESIDENTIAL - LEVEL II WIND SPEED Vnom FLOOR AND ROOF DESIGN CRITERIA 2. 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 METAL STRAPPING AND CONNECTOR FASTENING WIND SPEED Vult USP CONNECTOR FL# 130 MPH WIND SPEED Vnom FOR FLEXIBLE 101 MPH EXPOSURE CATEGORY 2. C BUILDING ENCLOSURE CLASSIFICATION BOTTOM ENCLOSED RISK CATEGORY OF DOUBLE TOP PLATE. II BUILDING HEIGHT 12-0.162x2'/2" < 30' ROOF PITCH HORIZONTALLY 3.5:12 WINDOW AND DOOR DP (C&C) PRESSURE EFFECTIVE WIND AREA WIND ZONE DESIGNATION (SQUARE FT) INTERIOR ZONE END ZONE 0 - 10 +25.6 -27.7 +25.6 -34.2 11 - 50 +22.9 -25.0 +22.9 -28.8 51 - 100 +21.8 -23.9 +21.8 -26.6 GARAGE DOOR 10446.13 (1) CAR 8'x7' +22.9 -25.0 +22.9 -28.8 (2) CAR 16'x7' +21.8 -23.9 +21.8 -26.6 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 12-0.148x1'/2 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 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 26-0.162x2'/2 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS %"0 ROD EPDXIED 8" MIN BUILDING FOOT PRINT LTT20B SHOWING END ZONES 10-0.148x2/2" J 1/2"x6" TITEN HD r--- ---� °I I° END ZONE WIDTH 'a' DENOTES EDGE STRIP. 17244.18 --- SEE C & C CHART ABOVE FOR 'a' DIMENSION MTW12 FLOOR SHEATHING SCHEDULE FLOOR SHEATHING SPECIFICATION I TYPICAL NAILING 23/32 T&G OSB OR PLYWOOD SHEATHING TETRA GRIP .113x2%" @ 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. 346", 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: METAL STRAPPING AND CONNECTOR FASTENING SIMPSON CONNECTOR FL# USP CONNECTOR FL# 1. SHEATHING MAY BE INSTALLED FOR FLEXIBLE OR BRITTLE FINISHES. 2. SHEATHING MUST EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER PLY ABU44 OF DOUBLE TOP PLATE. PAU44 17239.13 12-0.162x2'/2" 3. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. 17239.13 4. PANEL EDGE BLOCKING IS ONLY REQUIRED AT SHEAR WALLS AND WALLS WITH BRITTLE FINISH. 10852.2 BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END W/ (3) 10d DTT2Z 10441.1 TOE -NAILS. 17219.1 8-1/4"x1/2" SDS 1/2"x6" TITEN HD 5. AT SHEARWALLS, EDGE NAILING IS DECREASED TO 3" O.C., SEE PLAN FOR LOCATIONS 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) %"OX' TITEN MG ABU66 10860.4 PAU66 17239.13 12-0.162x2'/2" 10d 5/8"Ox6" TITEN MG CS16 10852.2 RS150 17244.27 11-0.148x3" EACH END O.C. 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 2�/2" EA. END 19/32" 32/16, APA RATED OSB H8 10446.13 RT8 17236.11 5-0.131x 21/2" EA. END TILE HTS16 10456.6 HTW16 17244.8 8-0.148x1'/2" EA. END ROOF HTS20 10456.6 HTW20 17244.8 12-0.148x1'/2 EA. END HTT5 11496.2 HTT5 17324.2 26-0.162x2'/2 O %"0 ROD EPDXIED 8" MIN LTT20B 11496.3 LTT20B 17219.3 10-0.148x2/2" J 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 7-10dx1 l/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 ROOF SHEATHING SCHEDULE ROOF SHEATHING SPECIFICATION NAIL LENGTH DIAMETER NAIL LENGTH DIAMETER 15/32" 32/16, APA RATED 0.131X2Y2" RING SHANK. @ 6" O.C. EDGE AND SHINGLE OSB OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 1Y2" 15/32" 32/16, APA RATED OSB 12d COMMON 3Y4" 0.148" 10d 3" METAL OR PLYWOOD SHEATHING 0.131X2Y2" RING SHANK. @ 6" O.C. EDGE AND (SEE NOTE 1 BELOW) FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) 19/32" 32/16, APA RATED OSB 0.113X2%" RING SHANK. @ 6" O.C. EDGE AND TILE OR PLYWOOD SHEATHING FIELD. (4" O.C. WITHIN 4' OF ROOF EDGE) U (SEE NOTE 1 BELOW) F__10 � o 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 2Y8" 0.113" 10d RING SHANK 3" 0.148" 1Odx1Y2" 1Y2" 0.148" 12d COMMON 3Y4" 0.148" 10d 3" 0.131" 16d COMMON 3Y" 1 0.162" SYMBOLS LEGEND INTERIOR LOAD BEARING WALL DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING SW 3"/6" TO BE APPLIED. 8d @ 3/6 DESIGNATES 8d COMMONS @ 3" O.C. EDGE & 6" O.C. "IN THE FIELD" ® BUILT-UP POST IN THE WALL (2)2X8-1/2 HEAKING SRTUDZAND QUANTITY. GABLE X -BRACE 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. 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.. 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 NFPA, 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. GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER. 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. Digitally signed by Christopher Christopher Sabourin Sabourin Date: 2023.06.26 15:14:31-04'00' `\0NER J S * No. 71461 STATE OF ; � ��.�` ' '� 0 R 1� P '• ���`� 0NA\,-, 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. DESIGN CRITERIA AND GENERAL NOTES SHEET SOD SHEET 1 OF 7 O LL M M (D I N z N z J M Lu U zLL J z Lu �•-.� p O v LU U Q w V) Lu > W J co Q z Ln U F__10 � o _j O Q U (n J L.L Q 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. DESIGN CRITERIA AND GENERAL NOTES SHEET SOD SHEET 1 OF 7 FOOTING SCHEDULE AND NOTES TYPE LENGTH WIDTH DEPTH BOTTOM BARS F2.5 2'-6" 2'-6" 1'-0" 3-#5 EA. WAY BOT. F3.0 3'-0" 3'-0" 1'-0" 3-#5 EA. WAY BOT. 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. SYMBOLS LEGEND - - - - - DESIGNATES FOOTING LINE DESIGNATES SAWCUT LINE INTERIOR LOAD BEARING WALL 7"' %� DESIGNATES SLAP RECESS BEAM OR TRUSS, SEE PLAN 2x4 X -BRACING w/ 2x4 X -BRACING w/ 5-10d EA END (TYP.) 5-10d EA END (TYP.) 8'-10" 8'-10" C-10" C-11" C-5" F2.5 F2.5 F2.5 F2.5 2x4 X -BRACING w/ .7 r'::::,:.:. 5-10d EA END (TYP.) FOOTING SEE FOOTING SEE FOOTIN4_1£- `-} �` `-} DETAIL 5/S2.2 DETAIL 5/S2.2 DETAIL 5/S2.2 4'- 5'-2" IFOOTING LOCATION 10" DEEP CONCRETE 10" DEEP CONCRETE F3.0 F3.0 F3.0 � - � TO AVOID EXISTING FOOTING w/ 2-#5 BARS. FOOTING w/ 2-#5 BARS. TREE ROOTS SEE DETAIL 3 S1.2 F2.5 F2. SEE DETAIL 3 S1.2 i f^: /tK ;. / • r:. I... \ FOOTING SEE DETAIL 5/S2.2 F2.5 F2.5 ,::.. I 777- � F2.5 F2.5 f. <o __-o 11'-6" MAX oOTING SEE o DETAIL 5/S2.2 0 on o LT0 CONTRACTOR TO VERIFY EXISTING FOOTING IS A MINIMUM 12" DEEP. :/ CONTACT EOR FOR FOOTING DETAIL IF OTHERWISE o 0 CONTRACTOR TO VERIFY EXISTING FOOTING IS A MINIMUM 12" DEEP. CONTACT EOR FOR FOOTING DETAIL IF OTHERWISE INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR FOUNDATION PLAN STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY SCALE: 1/4" = 1'-0" VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY FOOTING NOTES DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL REFERENCE ONLY. DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. NER J S * No. 71461 STATE OF ; 0 R1111' 11%IS ONA\_ \: 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 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 BEINGAPPROVED BYCHRISTOPHER 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 CO N TACT T H E E.O. R. FOUNDATION PLAN AND DETAILS SHEET SLO SHEET 2 OF 7 O u_ M M (D N z N Z J M w U z � J u- zwQ= p O �•-.� Lu U Q Lu w > w J m Q z Ln U oC F-40 � o _j �O Q U (n J oC Q 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 BEINGAPPROVED BYCHRISTOPHER 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 CO N TACT T H E E.O. R. FOUNDATION PLAN AND DETAILS SHEET SLO SHEET 2 OF 7 FASTEN BEAM TO POST w/ 2-5/8" SS THROUGH BOLT. NOTCH POST 1Y2" TO SUPPORT BEAM (TYP.) FASTEN BEAM TO POST w/ 2-5/8" SS THROUGH BOLT. NOTCH POST FASTEN BEAM TO POST w/ 2-5/8" 2 1Y2" TO SUPPORT BEAM (TYP.) SS THROUGH BOLT. NOTCH POST S2.2 <( 1Y2" TO SUPPORT BEAM (TYP.) /�x DECK JOISTS @ 16" O.C. S411 1 2.2 S2.2 IF N FASTEN BEAM TO POST w/ 2-5/8" 01 x8 DECK JOI TS @ 16" O.C. o 2x8 DECK JOISTS @ 16" SS THROUGH BOLT. NOTCH POST .C. FASTEN BEAM w/ N N » N HU210-2 1Y2 TO SUPPORT BEAM (TYP.) (2)2x10 (2)2x1 N N MASONRY HANGER H2.5 STRAP (2)2x8 L L HUC210-2 0 0 liltHANGER X X L 12x12 STRINGERS FASTEN TO N r 2x12 STRINGERS FASTEN TO 52.2 N II ,� _ (2)2x12 (2)2x12 / 2 A35.� (2)2x10 (2)2x 011 17 1 (2)2x12 (2)2x12 HUC210-2 0��M L GE S N 0 ------------ i= _ = 11 11 HANGER" HU 10-2 FASTEN BEAM TO ° L w /�2 HAN ER (2)2x10 (2)2x10 POST w/ 2-5/8" TIT 1 FASTEN BEAM TO LEDGER SS THROUGH BOLT 6 w/ HUC210-2 HANGER (TYP.) S2.2 HUC210-2 HUC210-2 2x10 LEDGER FASTEN TO HUS210-2 HANGER HANGER HUC210-2 STEM WALL w/ 1/2"x6" HANGER I I I HANGER TITEN @ 16" O.0 0 (2)2x10 _ _ ( )2x10 JL JL JL JL L� JL JL JL JL 2x10 LEDGER F 0 - ilk -I STEM WALL w/ /2"x6" 00 1 1 _LEI >-<z _ �� TITEN @ 16" 0. 2x10 LEDGER FASTEN TO STEM WALL w/ 1/2"x6" TITEN I 'AN @ 16" O.0 2x10 LEDG FAS -'I ---N TO STEM WALL w/ 1 x 0 TITEN @ 16" O.0 E _L_�j DECK FRAMING PLAN INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS SCALE: 1/4" = 1'-0" HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. R J S %, ��``��`���•�� C E N * No. 71461 STATE OF ; 0.�` ' '�� 0 R 1� P '• ����`� NA\_ 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 REVISIONS DATE 01� O U- M M (D N z N �U uj Z J M Lu zLL J z Lu p O r�•-.� w U Q z Lu Lu > w J co Q z LnU 00 F000-1 � o _j �O Q U (n J oC Q (n 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. DECK FRAMING SM SHEET 3 OF 7 GENERAL NOTES SYMBOLS LEGEND INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS 1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL. HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF SEE WALL STUD SCHEDULE THIS SHEET FOR STUD INTERIOR BEARING WALL. DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR SIZES AND SPACING. AT GIRDERS AND BEAMS, STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR PLIES. DESIGNATES SHEARWALL. THE HIDDEN SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING 2. SEE SHEET SO.0 FOR ROOF AND FLOOR — — LINE DESIGNATES SIDE OF WALL THE SHEATHING SPECIFICATIONS. SHEARWALL SHEATHING TO BE APPLIED. BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR sw'�alLl 8d ® 8 DESIGNATES 8d COMMONS 8d®3"/6" 3" O.C. EDGE & 6" O.C. IN THE DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE FIELD" ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR REPLACE ANY PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES REPAIR/REPLACE PER DETAIL 4&5/S2.1 DESIGNATES THE NUMBER OF PLY'S OF DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING (2)2x8_1/2 HEADER, HEADER SIZE, & JACK/KING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY 4. INSTALL SOLE PLATE ANCHORS PER DETAIL STUDS NEEDED FOR HEADER OPENING. BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER 2/S2.0 —__— MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL BEAM OR TRUSS, SEE PLAN DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING ANCHOR LEGEND CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. A SIMPSON HTT5 SEE DETAIL 5/S2.1 WALL STUD SCHEDULE 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 2x6 SPF#2 ® 16" O.C. 14'-0" INTERIOR 10'-0 2x4 SPF#2 ® 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. STUD NOTES° 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. <(4 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN S2.1 YELLOW PINE. 2x12 ROOF RAFTER @ 24" O.C. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. CANTILEVER BEAM CANTILEVER BEAM 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO ACCOMMODATE FASTEN TO LEDGER w/ LUS26 HANGER TO ACCOMMODATE TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. END RAFTER END RAFTER SHEARWALLSE 2/S2.0 FOR ADDITIONAL ANCHORS AT (2)2x12_ 2)2x12 IN FILL WALL EXISTING E D R IN FILL WALL w/ 2x4 IN FILL WALL w/ 2x4 w/ 2x4 STUDS TO RE AIN STUDS @ 16" O.C. STUDS @ 16" O.C. FASTEN BEAM TO POST w/ 2-1/2 THRU BOLTS. NOTCH (2)2 6-1 /1 POST Q2" TO SUPPORT BEAM J Do IN FILL WALL w/ 2x4 EXISTING HI 4,DER STUDS @ 16" O.C. REMAIN O 2x12 LEDGER FASTEN — O \ TO EXISTING FRAMING w/ 8-10d @ 16" O.C. (TYP.) — L EXISTIN 3 ROOF TRUSS IN FILL WALL BELOW JIIL EXISTING HEADER w/ <4 j STUDS @ 16" O.C. JL 6. 1on 2x12 LEDGER FASTENEXISTING NON -LOAD TO EXISTING FRAMING7BEARING WALL TO EXISTING HEADER w/ w/ 8-10d @ 16" O.C.LT E E VrF�� 2x4 STUDS @ 16" O.C. EXISTING FLOOR TRUSSES. (4)2x4 POST C IN FILL WALL W/ 2X4 CONTRACTOR TO VERIFY STUDS @ 16" O.C. NON -LOAD BEARING WALL HTS16 TO BE REMOVED. J erlrrrr�- - z 7_7_7JJ Jfrl l!L- Z z CONTRACTOR TO VERIFY ElN 0 � O x L!j J N I N 1 S1.2 EXISTING GIRDER ABOVE (4)2x4 POST C HTS16\-IN FILL WALL BELOW EXISTING HEADER W/ (2)2x8-1 /1 2X4 STUDS @ 16" O.C. IN FILL WALL BELOW CEXISTING HEADER W/ C 2X4 STUDS @ 16" O.C. EXISTING FLOOR TRUSS TO REMAIN 2ND FLOOR WALL FRAMING WALL Et ROOF FRAMING PLAN H3 STRAP @ SCALE: 1/4" = 1'—O" EA TRUSS NEW BEAM PER PLAN 1 DECK SECTION S1.2 SCALE: 3/4" = 1'-0" NER J S %, * No. 71461 STATE OF ; N A L �:,���\. ''�lllll H II11\\\\\ 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. WALL 8 ROOF FRAMING PLAN SHEET S1.2 SHEET 4 OF 7 O U- M M z N LU z M Lu w U z _j �z J LL ZLu< p O r1•-.� v up) w U Q Lu w > w J co Q z Ln U oC F-40 C °z O Q U (n J L.L Q 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. WALL 8 ROOF FRAMING PLAN SHEET S1.2 SHEET 4 OF 7 SYP#2 DBL. -' TOP PLATE ------ ----- I I I I r, I I � I I I I I SEE DETAIL 4/S2.0. BLOCKING AT ALL SHEATHING JOINTS: 2x6 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWALLS WALL SHEATHING SEE DETAILS ON S1.01 I I I I I I I I I I TYP. WALL SECTIONS SCALE: 3/4" = 1'-0" KING & JACK STUDS SEE PLAN SYP#2 HEADER, PER PLAN END FASTENER TYPIrAI WAI I FRAMING NnTF.'�- 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 OPENING LHEAD OR SILL 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" TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) @ 2x6, (4) @ 2x8. FULL HEIGHT ANCHOR EITHER SIDE OF PLATE HEIGHT CHANGE 2x—BLOCKING ONLY REQUIRED IF SHEARWALL SIMPSON H2.5T OR LSTA12 STRAP FOLDED OVER TOP PLATE FASTEN LOWER STUD TO TALLER STUD w/ 2—ROWS OF 10d COMS @ 12" O.C. TYPICAL SOLE DROPPED HEAD OR SILL PLATES PLATE NAILING: 5 4'-4" 0.131x3" TOE NAILS: (4)12d (3) @ 2x4, (2)2x4 (4) @ 2x6, TOE NAILS (5) @ 2x8. SYP #2 PT. SYP#2 SOLE PLATE —\ TYPICAL HEADER NAILING 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS 6"MAX. WALL FRAMING AT PLATE CHANGE CONDITION TYP. WALL SECTIONS 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 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. CONVENTIONALLY STRAP CONVENTIONALLY STRAP WHERE ANCHOR IS SPECIFIED ON _ WHERE MAX. ANCHOR _ WHERE MAX. ANCHOR PLAN ADJ. TO GIRDER/BEAM SPACING IS EXCEEDED SPACING IS EXCEEDED LOCATE ANCHOR WITHIN 6 OF POST. I I I I I II I I I I I I I I II I I I I I I I I I I I I I I POST PER I I I I PLAN I I I I I MAXIMUM SPACING I I I I II I I I I I SEE THREADED ROD SPECIFICATIONS ON I I I SOLID BLOCKING I PLAN I I I I I WITHIN FLOOR I I (TYP) I I I I II I I I 4- — — — — — — — — — — — — —I— —I — — — — — -- — — — — — — I IFLOORI RU�S OR JOIST I I I I I I �)CS16 —T__—t__— —---I--I 4------ ------I (TYP) I I I I I I I /HEADER, I TYP I CA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I II I I I I II I I I I I I POST TO MATCH POST ABOVE I II I I I I II I I I I I I I I II I I I I I I I I II I I I INSTALL 1—STORY THREADED RODS 6"MAX. FROM WHERE 2—STORY RODS CANNOT BE INSTALLED KING STUD FULL HEIGHT ANCHOR PLACEMENT DIAGRAM FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM SCALE: N.T.S NEW STUD WALL FRAMING SYP#2 DBL. TOP PLATE RAISED HEADER TYPICAL DOUBLE TOP PLATE SPLICE �'-0" MIN. SPLICE LENGTH v/ (16) 0.131x3" NAILS 7VENLY SPACED SYP#2 HEADER, PER PLAN 4'-0" MIN. DROPPED HEADER TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED ARCHED L SYP#2 HEADER, TRANSOM FULL HEIGHT PER PLANS OPTION ANCHOR, SEE SEE RIGHT PLAN FOR SIZE WINDOW SILL SEE AND LOCATION SCHEDULE 3/S2.0 FOR SILL SIZE AND WINDOW SILL SEE CONNECTION EACH SCHEDULE 3/S2.0 END FOR SILL SIZE AND CONNECTION EACH END FOUNDATION, SEE PLAN 8" '/' 2 WALL FRAMING AT MAX. MIN. WALL FRAMING AT RAISED HEADER CONDITION FROM SOLE DROPPED HEADER CONDITION PLATE BREAK XISTING TIMBER RAMED WALL 4 P.T. SYP#2 STEN TO EXISTING IBER FRAMED WALL 16d @ 8" O.C. NEW TO EXISTING FRAME WALL DETAIL SCALE: 3/4" = 1'-0" FULL HT ANCHOR TERMINATES AT UPPERMOST TOP PLATE w/ NUT AND WASHER SOLE PLATE ANCHORS PER SCHEDULE ON PLAN SEE TABLE AT RIGHT FOR EPDXY EMBEDMENT AND EDGE DISTANCE. WASHEF 0 DOUBLE TOP PLATE STEEL COUPLER (OPTIONAL, LOCATE AS NEEDED) FULL HEIGHT THREADED ROD SEE PLAN CTOR _AN FULL HEIGHT THREADED ROD SEE PLAN FLOOR FRAMING FOUNDATION, PER PLAN. I EMBEDMENT DEPTH O FULL HEIGHT ANCHOR WALL SECTION SOLE PLATE LT T) FULL HT. ANCHOR ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131"x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING— WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN SOLE PLATE ANCHOR: THREADED ROD ANCHOR DRILLED & EPDXY w/2"O x g" PLATE WASHER, SEE SCHEDULE AT RIGHT D PLAN I I A I /\I I DOUBLE FULL HT. TOP PLATE. ANCHOR 1 WALL STUD OR POST. AT SILL PLATE ELEVATION 0 FULL HT. ANCHOR AT TOP PLATE FULL HEIGHT ANCHOR INSTALLATION CHART THREADED 0 © @ Q 0 ROD D WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 1/2 b 1/2 "0 2x2x'/8 „ 4„ 4„ 2„ 3„ 1/2 5/8„0 9/16 „0 3x3x'/4 „ 6„ 6„ 2Y2„ 3„ 5/8 3/4„0 3/4 „0 3x3x'/4 „ 10” 10” 2Y2" 3„ MONO STEM MONO 11STEM THREADED ROD INSTALLATION CHART AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2x'/8 " 31/2 " 1 3/4" 1/2 48" 24" 2x2x'/8 " 31/2 " 1 3/4" MASA 48" 24" N/A N/A N/A FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"0 A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2% Ya" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE 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 SECURED OVER THE WASHER TO A SNUG—TIGHT CONDITION PLUS ONE—HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30 FT.—LBS. OF TORQUE). DUE TO SHRINKAGE AND COMPRESSION OF BUILDING CONTRACTORS SHALL RE—TIGHTEN NUT TO 30 FT.—LBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS `\0NER J S * No. 71461 STATE OF ; 0 R 1D P '• ����`� I/ONA\- 11111110 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. TYPICAL WOOD FRAME DETAILS SHEET S2.0 SHEETrj OF 7 O LL M M (D I— N z N �U uj z M J UJ z �z J LL zuj< 1•4pOU v w Q w ww> ly J co Q z Ln U oC 00 �, Do °z �O Q U (n J oC Q 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 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. TYPICAL WOOD FRAME DETAILS SHEET S2.0 SHEETrj OF 7 NOTES: DATE PERMIT 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 LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER TOP PLATE OVER LAPS STUD BELO LOWER TC PLATE AT BRED 2x4 BLOCKING @24" O.C. FASTEN EACH END w/3 -10d TOENAILS �P DOUBLE TOP PLATES ORTHOGONAL VIEW OF CORNER CORNER CONDITIONS 4-1Od COMMONS WALL INTERSECTION CONDITIONS WALL INTERSECTION CONDITIONS FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS SCALE: 3/4" = 1'-0" FASTEN RAFTER TO BEAM/LEDGER w/(5)10d TOENAILS. ROOF RAFTER PER PLAN VAULTED CONVENTIONAL ROOF SCALE: 3/4"=1'-0" ROOF SHEATHING, SEE SO.0. UPLIFT CONNECTOR AND (2)12d TOENAILS EACH SIDE OF RAFTER. BOUNDARY OF SHEATHING. EXAMPLE OF PANE EDGE w/ BLOCKIN WHERE REQUIRED E GENERAL NOTE NAIL SPACING A - SUPPORTED EDGE GENERAL NOTE' EXAMPLE OF UNSUPPOF (UNBLOCKED) PANEL E (TYPIC NAILING TO INTERMEDI SUPPORT IS 6" O.C. N (U( DATE -n C'LJCATLJIKI(` ROOF AND FLOOR SHEATHING NAILING SCALE: N.T.S. H TT5 MIN 2 PLY STUD SIMPSON HTT5. FASTEN 26-10d COMONS 5/$" THREADED ROD EPDXIED 7.5" MIN SIMPSON HOLDOWN DETAIL SCALE: 3/4" = 1'-0" 3 PLY BEAM. s f f (4) ROWS 12d } } AT 12" O.C. EA. SIDE. (3) ROWS 12d AT 12" O.C. EA. SIDE. 2 & 3 PLY BEAMS (3)ROWS OF 5" TRUSSLOK ENGINEERED WOOD FASTENERS @ 24"o.c AS SHOWN 14" LVL AND GREATER (3)ROWS OF 63/4" TRUSSLOK ENGINEERED WOOD FASTENERS @ 24"o.c AS SHOWN 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 /2 » 11/2 (3) ROW OF 1 O NAILS @ 8" O.C. STAGGERED 2x4 MEMBERS: (1) ROW OF 10d NAILS @ 4" O.C. 2x6 MEMBERS: (2) ROW OF 1 O NAILS @ 4" O.C. STAGGERED 2x4 OR 2x6 POST 2x8 POST `\0NER J S �`���•�� C E N O SSC; .�G'',� * No. 71461 STATE OF ;:4 0 R 1� P '• ����`� 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 REVISIONS DATE w O � M M (D N z N Z J M Lu U Z �z J U_ zwQ= �•-.� p O Lu U Q Lu w > w Q z Ln U oC �, 0 � o _j �O Q U (n J oC Q (n FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM TH E INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO 6EINGAPPROVED 6YCHRISTOPHER SABOURIN MAY RESULT 1N ADDITIONAL ENGINEERINGOR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CO N TACT T H E E.O. R. WOOD FRAMING DETAILS SHEET S2.1 SHEET 6 OF 7 r\/IC--rlK In %AIAI 1 2x10 LEE STEM V� EXISTII WALL TC DECK SECTION SCALE: 3/4" = 1'-0" F VIC`1­11,1n lA/AI I 2x10 LEE STEM W EXISTING STEL FOOTING TO DECK SECTION SCALE: 3/4" = 1'-0" FASTEN BASE w/ ABU66 EMBEDDED 8" INTO MASONRY PIER. CONCRETE FOOTING SEE PLAN FOOTING DETAIL SCALE: 3/4" = 1'-0" I11mom Ut IHIL O/JL.L CMU PILASTER 12"x12" w/ 2-#4 r-- GRADE 2-#4 DOWEL EMBED 9" w/ 90° HOOK DECK JI PER STRINGER, SEE PLAN 2x6 P.T. SYP#2 SILL PLATE 10" DEEP CONCRETE FOOTING W/2-#5 BARS 1-5/8"0 THREADED ROD EPDXIED @ 24" O.C. 8"MIN EMBEDMENT. W/ 2X2XY8" WASHER STRINGER BOTTOM CONNECTION DETAIL SCALE: 3/4" = 1'-0" EMBEDDED POST DETAIL SCALE: 3/4"=1'-0" DECK SECTION SCALE: 3/4" = 1'-0" ASTEN TO 1/2"x6" C STEM )OTING SIN WRAP PORTION OF POST EMBEDDED BELOW GRADE W/ SELF-ADHESIVE RUBBERIZED ASPHALTIC WATERPROOFING MEMBRANE 6x6-W1.4xW1.4 WELDED WIRE FABRIC 24"Ox36" LONG CONCRETE PIER 2-#5x16" REBAR DRILLED THROUGH POST PROVIDE 6" OF GRAVEL FOR DRAINAGE `\0NER J S * No. 71461 STATE OF ; 0.�` 0 R 1� P '• ����`� F........� v 1,SS�,SIONA\- 09.16.22 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 1885 LIVE OAK LN SSE No. 22-0123 ISSUE DATE PERMIT 09.16.22 REVISIONS DATE re O M M (D N z N �U LU z M J Lu zv J LL z Lu �•-.� p O (D Lu U w > w Lu J co Q z Ln U oC F-10 � o _j �O Q U (n J oC Q ORw�1 FIELD ALTERATION CONTRACTOR SHALL CONTACT SABO STRUCTURAL ENGINEERING PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAYVARY FROM TH E INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERATIONS MADE PRIOR TO 6EINGAPPROVED 6YCHRISTOPHER 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 CO N TACT T H E E.O. R. DETAILS E SECTIONS SHEET S2.2 SHEET 7 OF 7