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1727 ATLANTIC BEACH DR - NEW HOME STR. DWG'S.DESIGN SPECIFICATIONS I I USP CONNECTORS DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. DESIGN LOADS: ACTUAL AND UNIFORM ROOF FLOOR ROOF LOADING (cd=1.25) (cd=1.00) TOP CHORD LIVE LOAD 20 psf 40 psf TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf TOP CHORD DEAD LOAD 10 sf COMPONENTS & CL ALLOWABLE DESIGN PRESSURES DDING TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) a' = 4'-6" 10 +25.6 -27.7 +25.6 -34.2 50 +22.9 -25.0 +22.9 -28.8 100 +21.8 -23.9 +21.8 -26.6 GARAGE DOOR PRESSURES PSF 1 CAR UPLIFT GARAGE +22.9 DOOR (2)2x4 SPF #2 (8'x7') _28 8 2 CAR SPF GARAGE +21.8 DOOR 23.9 (16'x7') PER PLANS . FL# CODE 20 psf (TILE SHINGLES) P USP MSTA24 1640 1455 (9)10d EA. END BOTTOM CHORD LIVE LOAD 10 psf 0 psf THE VALUES ABOVE ARE ALLOAABLE WIND PRESSURE VALUES (ASD). THE BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE 3EEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/z"0 ROD TO FTG. ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 SHALL BE PERMITTED USP JUS28 1305 1305 (6)1Od TO HEADER FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 . COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/e"0 ROD TO FTG. 0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRESS RES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5/e"0 ROD TO FTG. WIND LOADING: LINEAR INTERPOLATION IS PERM SSIBLE. USP PAU44 2535 5/8"0 ROD w 12 ASCE 7-10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A / (16d ) MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 5/e"0 ROD w/ (12)16d BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR DESIGN OF WINDOWS DOORS FA TENING TO THE WALL FRAMING IS THE USP MSTAM24 1545 1455 (5)'/,"x2 '/4 TAPCONS LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED / BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDO DOOR MANUF./SUPPLIER & SHALL MEET BASIC WIND SPEED (ASCE 7-10) - - - - - - - - - - 130 MPH SIMPSON CONNECTORS THE ABOVE NOTED POSITIVE AN NEGATIVE PRESSURES. IMPORTANCE FACTOR --------------- 1.00,kk UPLIFT MEAN ROOF HEIGHT - - - - - - - - - - - - - - - - 25.0 FT ° -- -- �k CONNECTOR SYP SPF FAS ENERS FL# CODE ROOF PITCH - - - - - - - - - - - - - - - - - - - 7/12 I ° A35 450 450 12-8dx1'/2" 10446.4 BUILDING CATEGORY - - - - - - - - - - - - - - - - II ° H2.5T 600 520 5-8d EA. END 11478.3 EXPOSURE CATEGORY - - - - - - - - - - - - - - - C 4- DENOTES EDGE STRIP. r-- SE C & C CHART HTS16 1150 1085 16-10d EA. END 10456.6 ENCLOSURE CLASSIFICATION - - - - - -ENCLOSED ° AB VE FOR 'a' DIMENSION MTS12 1000 860 7-10dx1 / " INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - ± .18 z EA. END 10456.3 1 --J° HTS20 1450 1245 24-10dx1'/Z" EA. END 13872.3 MATERIAL SPECIFICATIONS °-- MSTA24 1765 1270 9-10d EA. ND 13872.4 MSTA36 2050 1870 13-10d EA. END 13872.8 HARDWARE AND ANCHORS: ° L-- -J HTT4 3480 3080 18-16d TO TRUSS/BEAM 11496.2 ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] a *ate 1-5/g"0 ROD TO FTG. ASTM A 307 OR ASTM F 1554 GRADE 36. 32-t6d TO TRUSS/BEAM WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE O SERVICE NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. HTTS 5250 4670 1-5/e"q ROD TO FTG. 11496.2 METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-1od TO HEADER RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALLNOT HAVE CONTROL. QR BE RESPONSIBLE LUS28 930 780 4-10d TO JOIST 10655.113 DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" FOR CONSTRUCTION MEANS, METH DS, TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY 14-16d TO HEADER LARGER THAN REBAR SIX AND /8" LARGER THAN THREADED ROD SIZE. OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF HU410 905 785 6-16d TO JOIST 10531.36 (U.O.N.) THEM TO CONSTRUCT THE WORK 1 ACCORDANCE WITH THE CONTRACT ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS ABU44 2200 5/."0 ROD E'OXIED 6" MIN 10849.6 DOCUMENTS. a (DUAL CARTRIDGE INSTALLATION ONLY): ABU66 2300 EPDXY: ITW RED HEAD A7 LIMITS OF STRUCTURAL ENGINEERII G DESIGN SIBILITIES 5/,"0 ROD EPDXIED 6" MIN 10849.6 REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNEEBY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CONT UOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO ,iTUD/BEAM/POST WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL RAMING AND REQUIRED SHEATHING AND LTT20B 1675 1675 11496.3 LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING R OF FRAMING. ITEMS NOT DESIGNED 1-'/"0 ROD TO FTG. HA MEET R H FOLLOWING DESIGN PROPERTIES - S LL EE 0 EXCEED THE OLLO G DES G ELASTIC PRE-ENGINEERED WOOD FLOOR A D ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10852.1 GENERAL NOTES � CONSTRUCTION SPECIFICATIONS FLOOR SHEATHING SPECIFICATIONS 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD ROOF SHEATHING SPECIFICATIONS: SHINGLE- MIN. '/,e ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NA LS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHI 4'-0" OF ROOF EDGE). I1LE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6" O.C. E GE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF R00= EDGE). METAL - MIN. 1/2", 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). WALL SHEATHING SPECIFIC TIONS: FLEXIBLE FINISH -MIN. 7/,fi", 24/16, APA RATED OS8 OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ d @ 4" O.C. EDGE }.110 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLA E TO UPPER TOP PLATE. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. STUCCO FINISH -MIN. 7/,6", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d @ 4" O.C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE. 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 D Y COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MQRTAR 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. CONCRETE MASONRY UNITS (CMU):"" CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURS1 OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 _CONCRETELOW 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 INTERSEgTIONS. 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 COUP!rtS, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & H LLOW BRICK, RESPECTFULLY. CONCRETE SPECIFICATIONS: ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL NOTES: FOOTING AND FOUNDATIONS FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. HAVE BEEN ESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS R COMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, T E 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. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITEC URAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTAL INC CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS CONCRETE SLABS ON GRADE: 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 PREV NTION OF SUBTERRANEAN TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS. WOOD FRAMING SPECIFICATIONS: ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCEWITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT ITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTA ,HED FASTENERS SHALL BE STAINLESS STEEL. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTA.LED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE E RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91.' AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. HEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. ROOF COVERING SPECIFICATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUF CTURER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1 14 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. 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 FASTENING SCHEDULE BRICK NOT : -:S / LINTEL SCHD PLAN LEGEND AND AB REVIATIONS MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL TYPE LINTEL DIMENSION MIN. BRC. MAX. SPAN IN ® BUILT-UP POST IN THE WALL TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS ® 12" STAG. L3'/2x3'/2x'/4 4" 6'-0" GABLE X -BRACE, SEE DETAIL 1 .I TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS „ , L4x31 /2 x /4 6" 8'-0" (2)2x -1 /2 HEADER SIZE, JACK AND DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS DESIGNATES SHEARWALL. THE /Z KING STUD QUANTITY. L5x3' "x'/4 6" 10'-0" -- ---- - . HIDDEN LINE DESIGNATES SIDE OF RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" __ ---- - WALL THE SHEARWALL SHEATHING L6x31/2"x'/46" 12'-0" TO BE APPLIED. 8d 0 3/6 CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS SW 3"/6" DESIGNATES 8d COMMONS 0 3" L7x3'/2'Y/4 6" 16'-0" O.C. EDGE & 6" O.C. "IN THE CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36" FIELD" CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS LINTEL MUST HAVE CORROSIOIN BRICK JOIST TRUSS TO PLATE TOE NAIL (2-16d 3 -GUN NAILS RESISTANT COATING OF EPDX BASED f==°=a VENEER ADJ - ADJACENT LG - Long JOIST/TRUSS PAINT.BM - BEAM MANUF Manufacture ' - - RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS WEATHER BOT BOTTOM MONO MonolithicBARRIER BRG - BEARING OC - On Center 2. LINTEL MORE THAN 8'-0". HOULD JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS BE LATERALLY SUPPORTED N T TOCMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. O.C. w/ 2-'/4x " WD. =°= DBL - DOUBLE PERP - 'erpendicular DIA - DIAMETER PRE ENG -Pre Engineered CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. O EDGE SCREWS INTO HEADER PROVID A '/2" LINTEL fit'EA - EACH PSF - P unds per Square Foot VERTICAL SLOTTED HOLE FOR SCREW. V ' ATTACHMENT EE - EACH END PSI - Pounds per Square Inch CONT. HEADER TO STUD TOE NAIL 3-16d 4 -GUN NAILS __-_•_� SEE NOTE 2 ( ) EOR - ENGINEER OF RECORD PT - PRESSURE TREATED 3. BRICK VENEER ATTACHMENT: EQ - EQUAL QT - Qu ck Tie STUD TO SOLE PLATE TOE NAIL (3-16d) 4 -GUN NAILS HORIZONTAL TIES 0 24" O.C., VERT. EXT - EXTERIOR REINF - Reinforce SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d © 16") GUN NAIL @ 8" TIES 0 12" O.C.. (FOR 130mp HEADER, FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot WIND -ZONE VERT. TIES ®16" O.C.). SEE PLAN FDN - FOUNDATION SPF -Spruce Pine Fur AT ALL OPENINGS SPACE TIES WITHIN BRICK LINTEL, NAIL SPECIFICATIONS SEE SCHEDULE FT - FOOT SYP - Southern Yellow Pine 3"x0.131"0 =GUN NAILS 2"x0.113"0 =RINK SHANK 12" OF OPENINGS. PROVIDES/, "0 WEEP FTG -FOOTING THRU - Through 2"x0.113"0 = 6d 2'/ "x0.131"O = 8d HDR - HEADER TYP - Tipical s HOLES ® 33" O.C. IMMEDIATEL ABOVE SECTION VIEW 3"x0.148"0 = 10d 3'/2%0.162"0 = 16d FLASHING. OF BRICK LINTEL LBSHOR-HORIZONTAL LION - mess Otherwise Noted LBS -POUNDS VERT - Vertical 1'/Z "x0.148"0 = 10dx1'/Z " V/z "x0.131 "O = 8dx1'/2" WWF - elded Wire Fabric TYPICAL WALL FRAMING NOTE`. 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 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/10d MASONRY CUT NAILS 48" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS INTERIOR BEARING WALL: - SEE PLAN FOR STUD SIZE AND O.C. SPACING. CONTINUOUS BLOCKING WITHIN FLOOR SYSTEM WHERE POST IS ABOVE. 8d COMMON ® 3" O.C. r----- - I 1 L---- I --J SYP#2 DBL. TOP PLATE. II `SEE 5/S0.0. FULL HEIGHT SHEATHING TO BE CONTINUOUS TO UPPER TOP PLATE. ROOF SHEATHING, SEE SPECIFICATIONS. SEE 5/S0.0. I !� I TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) ® 2x4, (3) 0 2x6, (4) ® 2x8. 2x -BLOCKING ONLY REQUIRED IF SHEARWALL, I I L - - - - - - J FASTEN LOWER STUD PERMANENT TRUSS 8d TO TALLER STUD w BRACING BY OTHER. COMMON 2 -ROWS OF 10d COMS ® 3" 0. C. FULL HEIGHT ANCHOR AT INTERIOR WALLS TYPICALLY V' FULL HEIGHT THREADED RODS ® 6'-0" O.C. BLOCKING ONLY REQUIRED AT SHEARWALLS AND STUCCO FINISH. 16d COMMONS ® 8" O.C. FLOOR SHEATHING ,Ir SEE SPECIFICATIONS. -1 I I I I -- SEE 1 /SO. 1. BLOCKING ONLY REQUIRED AT SHEARWALLS AND-/ STUCCO FINISH. INTERIOR BEARING WALL: SEE SCHEDULE FOR STUD SIZE AND O.C. SPACING. ® 12 O.C. TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS: (3) ® 2x4, (4) ® 2x6, (5) ® 2x8. PT. SYP#2 SOLE PLATE. WALL SHEATHING `SEE DETAIL 1/SO.1 FOR SPLICING OPTIONS. 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 6f MAX• � WALL FRAMING AT I PLATE CHANGE CONDITION TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES PLATE -_SPLICE '-0" MIN. SPLICE LENGTH / (16) 0.131x3" NAILS TOGETHER w/ (3) ROWS EVENLY SPACED OF .131x3 ® 12" O.C. STAGGERED. SYP,42 SYP#2 DBL, HEADER, TOP PLATE. PER PLAN. UPLIFT (1)2x4 SPF #2 CONNECTOR SDWC15600 (2)2x4 SPF #2 FASTENERS < 8'-4" SYP SPF < 12'-0" USP A35 450 450 (9)1Odx11/2' PER PLANS . USP RT7 585 495 (5)8d EA. END USP RT8A 775 650 (5)10dxl'/ " EA. END USP MTW12 1195 860 (7)10dx1'/ " EA. END USP HTW20 1450 1245 (12)10dx1' Z" EA. END FL# CODE 20 psf (TILE SHINGLES) P USP MSTA24 1640 1455 (9)10d EA. END BOTTOM CHORD LIVE LOAD 10 psf 0 psf THE VALUES ABOVE ARE ALLOAABLE WIND PRESSURE VALUES (ASD). THE BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE 3EEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/z"0 ROD TO FTG. ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 SHALL BE PERMITTED USP JUS28 1305 1305 (6)1Od TO HEADER FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 . COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/e"0 ROD TO FTG. 0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRESS RES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5/e"0 ROD TO FTG. WIND LOADING: LINEAR INTERPOLATION IS PERM SSIBLE. USP PAU44 2535 5/8"0 ROD w 12 ASCE 7-10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A / (16d ) MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 5/e"0 ROD w/ (12)16d BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR DESIGN OF WINDOWS DOORS FA TENING TO THE WALL FRAMING IS THE USP MSTAM24 1545 1455 (5)'/,"x2 '/4 TAPCONS LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED / BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDO DOOR MANUF./SUPPLIER & SHALL MEET BASIC WIND SPEED (ASCE 7-10) - - - - - - - - - - 130 MPH SIMPSON CONNECTORS THE ABOVE NOTED POSITIVE AN NEGATIVE PRESSURES. IMPORTANCE FACTOR --------------- 1.00,kk UPLIFT MEAN ROOF HEIGHT - - - - - - - - - - - - - - - - 25.0 FT ° -- -- �k CONNECTOR SYP SPF FAS ENERS FL# CODE ROOF PITCH - - - - - - - - - - - - - - - - - - - 7/12 I ° A35 450 450 12-8dx1'/2" 10446.4 BUILDING CATEGORY - - - - - - - - - - - - - - - - II ° H2.5T 600 520 5-8d EA. END 11478.3 EXPOSURE CATEGORY - - - - - - - - - - - - - - - C 4- DENOTES EDGE STRIP. r-- SE C & C CHART HTS16 1150 1085 16-10d EA. END 10456.6 ENCLOSURE CLASSIFICATION - - - - - -ENCLOSED ° AB VE FOR 'a' DIMENSION MTS12 1000 860 7-10dx1 / " INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - ± .18 z EA. END 10456.3 1 --J° HTS20 1450 1245 24-10dx1'/Z" EA. END 13872.3 MATERIAL SPECIFICATIONS °-- MSTA24 1765 1270 9-10d EA. ND 13872.4 MSTA36 2050 1870 13-10d EA. END 13872.8 HARDWARE AND ANCHORS: ° L-- -J HTT4 3480 3080 18-16d TO TRUSS/BEAM 11496.2 ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] a *ate 1-5/g"0 ROD TO FTG. ASTM A 307 OR ASTM F 1554 GRADE 36. 32-t6d TO TRUSS/BEAM WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE O SERVICE NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. HTTS 5250 4670 1-5/e"q ROD TO FTG. 11496.2 METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-1od TO HEADER RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALLNOT HAVE CONTROL. QR BE RESPONSIBLE LUS28 930 780 4-10d TO JOIST 10655.113 DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" FOR CONSTRUCTION MEANS, METH DS, TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY 14-16d TO HEADER LARGER THAN REBAR SIX AND /8" LARGER THAN THREADED ROD SIZE. OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF HU410 905 785 6-16d TO JOIST 10531.36 (U.O.N.) THEM TO CONSTRUCT THE WORK 1 ACCORDANCE WITH THE CONTRACT ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS ABU44 2200 5/."0 ROD E'OXIED 6" MIN 10849.6 DOCUMENTS. a (DUAL CARTRIDGE INSTALLATION ONLY): ABU66 2300 EPDXY: ITW RED HEAD A7 LIMITS OF STRUCTURAL ENGINEERII G DESIGN SIBILITIES 5/,"0 ROD EPDXIED 6" MIN 10849.6 REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNEEBY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CONT UOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO ,iTUD/BEAM/POST WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL RAMING AND REQUIRED SHEATHING AND LTT20B 1675 1675 11496.3 LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING R OF FRAMING. ITEMS NOT DESIGNED 1-'/"0 ROD TO FTG. HA MEET R H FOLLOWING DESIGN PROPERTIES - S LL EE 0 EXCEED THE OLLO G DES G ELASTIC PRE-ENGINEERED WOOD FLOOR A D ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10852.1 GENERAL NOTES � CONSTRUCTION SPECIFICATIONS FLOOR SHEATHING SPECIFICATIONS 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD ROOF SHEATHING SPECIFICATIONS: SHINGLE- MIN. '/,e ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NA LS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHI 4'-0" OF ROOF EDGE). I1LE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6" O.C. E GE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF R00= EDGE). METAL - MIN. 1/2", 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). WALL SHEATHING SPECIFIC TIONS: FLEXIBLE FINISH -MIN. 7/,fi", 24/16, APA RATED OS8 OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ d @ 4" O.C. EDGE }.110 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLA E TO UPPER TOP PLATE. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. STUCCO FINISH -MIN. 7/,6", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d @ 4" O.C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE. 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 D Y COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MQRTAR 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. CONCRETE MASONRY UNITS (CMU):"" CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURS1 OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 _CONCRETELOW 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 INTERSEgTIONS. 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 COUP!rtS, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & H LLOW BRICK, RESPECTFULLY. CONCRETE SPECIFICATIONS: ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL NOTES: FOOTING AND FOUNDATIONS FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. HAVE BEEN ESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS R COMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, T E 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. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITEC URAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTAL INC CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS CONCRETE SLABS ON GRADE: 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 PREV NTION OF SUBTERRANEAN TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS. WOOD FRAMING SPECIFICATIONS: ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCEWITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT ITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTA ,HED FASTENERS SHALL BE STAINLESS STEEL. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTA.LED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE E RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91.' AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. HEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. ROOF COVERING SPECIFICATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUF CTURER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1 14 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. 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 FASTENING SCHEDULE BRICK NOT : -:S / LINTEL SCHD PLAN LEGEND AND AB REVIATIONS MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL TYPE LINTEL DIMENSION MIN. BRC. MAX. SPAN IN ® BUILT-UP POST IN THE WALL TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS ® 12" STAG. L3'/2x3'/2x'/4 4" 6'-0" GABLE X -BRACE, SEE DETAIL 1 .I TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS „ , L4x31 /2 x /4 6" 8'-0" (2)2x -1 /2 HEADER SIZE, JACK AND DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS DESIGNATES SHEARWALL. THE /Z KING STUD QUANTITY. L5x3' "x'/4 6" 10'-0" -- ---- - . HIDDEN LINE DESIGNATES SIDE OF RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" __ ---- - WALL THE SHEARWALL SHEATHING L6x31/2"x'/46" 12'-0" TO BE APPLIED. 8d 0 3/6 CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS SW 3"/6" DESIGNATES 8d COMMONS 0 3" L7x3'/2'Y/4 6" 16'-0" O.C. EDGE & 6" O.C. "IN THE CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36" FIELD" CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS LINTEL MUST HAVE CORROSIOIN BRICK JOIST TRUSS TO PLATE TOE NAIL (2-16d 3 -GUN NAILS RESISTANT COATING OF EPDX BASED f==°=a VENEER ADJ - ADJACENT LG - Long JOIST/TRUSS PAINT.BM - BEAM MANUF Manufacture ' - - RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS WEATHER BOT BOTTOM MONO MonolithicBARRIER BRG - BEARING OC - On Center 2. LINTEL MORE THAN 8'-0". HOULD JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS BE LATERALLY SUPPORTED N T TOCMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. O.C. w/ 2-'/4x " WD. =°= DBL - DOUBLE PERP - 'erpendicular DIA - DIAMETER PRE ENG -Pre Engineered CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. O EDGE SCREWS INTO HEADER PROVID A '/2" LINTEL fit'EA - EACH PSF - P unds per Square Foot VERTICAL SLOTTED HOLE FOR SCREW. V ' ATTACHMENT EE - EACH END PSI - Pounds per Square Inch CONT. HEADER TO STUD TOE NAIL 3-16d 4 -GUN NAILS __-_•_� SEE NOTE 2 ( ) EOR - ENGINEER OF RECORD PT - PRESSURE TREATED 3. BRICK VENEER ATTACHMENT: EQ - EQUAL QT - Qu ck Tie STUD TO SOLE PLATE TOE NAIL (3-16d) 4 -GUN NAILS HORIZONTAL TIES 0 24" O.C., VERT. EXT - EXTERIOR REINF - Reinforce SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d © 16") GUN NAIL @ 8" TIES 0 12" O.C.. (FOR 130mp HEADER, FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot WIND -ZONE VERT. TIES ®16" O.C.). SEE PLAN FDN - FOUNDATION SPF -Spruce Pine Fur AT ALL OPENINGS SPACE TIES WITHIN BRICK LINTEL, NAIL SPECIFICATIONS SEE SCHEDULE FT - FOOT SYP - Southern Yellow Pine 3"x0.131"0 =GUN NAILS 2"x0.113"0 =RINK SHANK 12" OF OPENINGS. PROVIDES/, "0 WEEP FTG -FOOTING THRU - Through 2"x0.113"0 = 6d 2'/ "x0.131"O = 8d HDR - HEADER TYP - Tipical s HOLES ® 33" O.C. IMMEDIATEL ABOVE SECTION VIEW 3"x0.148"0 = 10d 3'/2%0.162"0 = 16d FLASHING. OF BRICK LINTEL LBSHOR-HORIZONTAL LION - mess Otherwise Noted LBS -POUNDS VERT - Vertical 1'/Z "x0.148"0 = 10dx1'/Z " V/z "x0.131 "O = 8dx1'/2" WWF - elded Wire Fabric TYPICAL WALL FRAMING NOTE`. 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 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/10d MASONRY CUT NAILS 48" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS INTERIOR BEARING WALL: - SEE PLAN FOR STUD SIZE AND O.C. SPACING. CONTINUOUS BLOCKING WITHIN FLOOR SYSTEM WHERE POST IS ABOVE. 8d COMMON ® 3" O.C. r----- - I 1 L---- I --J SYP#2 DBL. TOP PLATE. II `SEE 5/S0.0. FULL HEIGHT SHEATHING TO BE CONTINUOUS TO UPPER TOP PLATE. ROOF SHEATHING, SEE SPECIFICATIONS. SEE 5/S0.0. I !� I TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) ® 2x4, (3) 0 2x6, (4) ® 2x8. 2x -BLOCKING ONLY REQUIRED IF SHEARWALL, I I L - - - - - - J FASTEN LOWER STUD PERMANENT TRUSS 8d TO TALLER STUD w BRACING BY OTHER. COMMON 2 -ROWS OF 10d COMS ® 3" 0. C. FULL HEIGHT ANCHOR AT INTERIOR WALLS TYPICALLY V' FULL HEIGHT THREADED RODS ® 6'-0" O.C. BLOCKING ONLY REQUIRED AT SHEARWALLS AND STUCCO FINISH. 16d COMMONS ® 8" O.C. FLOOR SHEATHING ,Ir SEE SPECIFICATIONS. -1 I I I I -- SEE 1 /SO. 1. BLOCKING ONLY REQUIRED AT SHEARWALLS AND-/ STUCCO FINISH. INTERIOR BEARING WALL: SEE SCHEDULE FOR STUD SIZE AND O.C. SPACING. ® 12 O.C. TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS: (3) ® 2x4, (4) ® 2x6, (5) ® 2x8. PT. SYP#2 SOLE PLATE. WALL SHEATHING `SEE DETAIL 1/SO.1 FOR SPLICING OPTIONS. 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 6f MAX• � WALL FRAMING AT I PLATE CHANGE CONDITION TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES PLATE -_SPLICE '-0" MIN. SPLICE LENGTH / (16) 0.131x3" NAILS TOGETHER w/ (3) ROWS EVENLY SPACED OF .131x3 ® 12" O.C. STAGGERED. SYP,42 I I 2 TYPICAL WALL FRAMING I S0.0 I J WALL SHEATHING SEE DETAIL 1/SO.1 FOR SPLICING OPTIONS. WALL SHEATHING TO II SOLE PLATE RAISE Y8" FROM 8d ® 3" I SEE DETAILS SEE DETAILS BOTTOM OF SOLE ON S1.01 ON 51.01 PLAN AND FASTEN - - If- � - U r - - - - - I F - - , w/8d COMMON © 3" 1 O.C. I I I I L- ---J L ---------J L -------J SINGLE STORY MULTY STORY 1 TYP. WALL SECTIONS L SIMPSON SD WC15600 SEE ROOF FRAMING PLAN FOR EXTEND SHEATHING VERT. DETAILS. TO TOP OF TRUSS AS SHOWN. PROVIDE 2x4 BLOCKING AT HORIZONTAL JOINTS. ROOF SHEATHING, SEE SPECIFICATIONS BELOW. HEEL 1'-0" PRE-ENGINEERED WOOD 2x SPF BLOCKING ` ROOF TRUSSES. RIPPED TO FIT WITH GAP SHOWN. o SIMPSON SYP#2 DBL, HEADER, TOP PLATE. PER PLAN. < 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS SDWC15600 (2)2x4 SPF #2 < 8'-4" (3)2x4 SYP #2 RAISED HEADER < 12'-0" SEE ROOF (1)A35 + (4)12d TOE NAILS 4" ATTACHMENTS MUST PER PLANS . 42" FRAMING 3x3xO.229" �� ARCHED TRANSOM OPTION SEE RIGHT. WINDOW SILL SEE SCHEDULE FOR SILL SIZE AND CONNECTION EACH END, (UNBLOCKED) PANEL EDGE I PLAN FOR NAILING TO INTERMEDIATE SEE PLAN. SUPPORT IS 6" O.C. MAX. ROOF I SIMPSON DETAILS, SHEATHING MAY FOUNDATION SEE PLAN FLOOR SHEATHING NAILING I I 2 TYPICAL WALL FRAMING I S0.0 I J WALL SHEATHING SEE DETAIL 1/SO.1 FOR SPLICING OPTIONS. WALL SHEATHING TO II SOLE PLATE RAISE Y8" FROM 8d ® 3" I SEE DETAILS SEE DETAILS BOTTOM OF SOLE ON S1.01 ON 51.01 PLAN AND FASTEN - - If- � - U r - - - - - I F - - , w/8d COMMON © 3" 1 O.C. I I I I L- ---J L ---------J L -------J SINGLE STORY MULTY STORY 1 TYP. WALL SECTIONS L SIMPSON SD WC15600 SEE ROOF FRAMING PLAN FOR EXTEND SHEATHING VERT. DETAILS. TO TOP OF TRUSS AS SHOWN. PROVIDE 2x4 BLOCKING AT HORIZONTAL JOINTS. ROOF SHEATHING, SEE SPECIFICATIONS BELOW. HEEL 1'-0" PRE-ENGINEERED WOOD 2x SPF BLOCKING ` ROOF TRUSSES. RIPPED TO FIT WITH GAP SHOWN. o SIMPSON MINIMUM END FASTENER EACH END < 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS SDWC15600 (2)2x4 SPF #2 < 8'-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS < 12'-0" SEE ROOF (1)A35 + (4)12d TOE NAILS 4" ATTACHMENTS MUST PER PLANS . 42" FRAMING 3x3xO.229" �� JACK AND (UNBLOCKED) PANEL EDGE I PLAN FOR NAILING TO INTERMEDIATE SEE PLAN. SUPPORT IS 6" O.C. MAX. ROOF I SIMPSON DETAILS, SHEATHING MAY SCHEDULE. FLOOR SHEATHING NAILING I SDWC15600 SIMPSON TERMINATE AT SIMPSON I SEE ROOF FRAMING SDWC15600 TOP OF DBL. SDWC15600 J PLAN FOR SEE NOTE 1. TOP PLATE. SEE NOTE 1. DETAILS. TYPICAL CONNECTION 5" < HEEL < 1'-0" HEEL < 5" NOTES: 1. TOP PLATE TO STUD SDWC ONLY REQUIRED WHEN STUD IS DIRECTLY BELOW TRUSS. 2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T AT TOP PLATE TO STUD, SPACE ® 48" O.C. ROOF TRUSS CONNECTION KING STUD TO TOP PLATE: SDWC15600 SCREW NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS THAN 4'-6" KING & JACK STUDS SEE PLAN KING STUD TO BOTTOM PLATE CONNECTON: SIMPSON SDWC15600 SCREW. OMIT IF SHEARWALL HOLD DOWN IS SPECIFIED. NOT REQUIRED AT GABLE ENDS OR 2 -STORY WALLS 4'-0"1 MIN. WINDOW SILL SCHEDULE ROUGH DROPPED HEAD OPENING OR SILL PLATES MINIMUM END FASTENER EACH END < 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS < 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS < 8'-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS < 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS WALL FRAMING AT MAX. "MIN: SOLE PLATE ANCHOR: RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE PLATE BREAK BUILDER MAY CHOOSE EITHER THE DROPPED WALL FRAMING AT HEADER CONDITION OR RAISED HEADER CONDITION. DROPPED HEADER CONDITION 3x3x)/4" SLOTTED WASHER PUSHED TO OUTSIDE 5X3xY4" SLOTTED FACE OF WALL. VASHER PUSHED '0 OUTSIDE -ACE OF WALL. PLAN VIEW Y2" THREADED ROD EPDXIED 4" OR Y2" OX6" SIMPSON TITEN HD. SECTION VIEW SOLE PLATE ANCHOR QB HOLD DOWN. BUTT JOINT----, PT. SYP#2 J U 12" 1Y21J SILL PLATE. MAX. MIN. ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING PLATE BREAK DROPPED WASHER SPEC. FASTENED w/ 3-0.131"x3" HEADER )�"0 EPDXY EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING- WINDOW 24" SYP 2 HEADER, # 4" ATTACHMENTS MUST PER PLANS . 42" ANCHOR INTO 2x MATERIAL. 3x3xO.229" 4Y2" JACK AND (UNBLOCKED) PANEL EDGE KING STUDS, NAILING TO INTERMEDIATE SEE PLAN. SUPPORT IS 6" O.C. MAX. ROOF AT TWO STORY CONDITIONS, WINDOW SILL SEE PROVIDE SOLID BLOCKING SCHEDULE. FLOOR SHEATHING NAILING WITHIN FLOOR SYSTEM AT ALL 1'-0" UPPER LEVEL POSTS & JACK STUDS. SDWC15600 SCREW SEE 8/SO.0. WALL FRAMING AT MAX. "MIN: SOLE PLATE ANCHOR: RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE PLATE BREAK BUILDER MAY CHOOSE EITHER THE DROPPED WALL FRAMING AT HEADER CONDITION OR RAISED HEADER CONDITION. DROPPED HEADER CONDITION 3x3x)/4" SLOTTED WASHER PUSHED TO OUTSIDE 5X3xY4" SLOTTED FACE OF WALL. VASHER PUSHED '0 OUTSIDE -ACE OF WALL. PLAN VIEW Y2" THREADED ROD EPDXIED 4" OR Y2" OX6" SIMPSON TITEN HD. SECTION VIEW SOLE PLATE ANCHOR QB HOLD DOWN. BUTT JOINT----, PT. SYP#2 J U 12" 1Y21J 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" X, /8" W/ 11/,"o ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL 8 SCHEDULE SCALE: 3/4" = V-0- (3) ROW OF 10d 2 PLY NAILS @ 8" O.C. - BEAM.STAGGERED °I 3 PLY BEAM. N 2x4 MEMBERS: o (1) ROW OF 10d •I _ (4) ROWS 12d NAILS 4" O.C. ° AT 12" O.C. EA. SIDE. 2x6 MEMBERS: ° (3) ROWS 12d 1 (2) ROW OF 10d NAILS © 4" O.C. �- AT 12" O.C. STAGGERED EA. SIDE. 2 & 3 PLY BEAMS 2x4 OR 2x6 POST 2x8 POST (3)ROWS OF 5" (3)ROWS OF 63/4" TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS ® 24"o.c FASTENERS ® 24"o.c AS SHOWN AS SHOWN 01 1P .Y 4 -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 KING STUD TO TOP PLATE: SDWC15600 SCREW. NOT REQUIRED AT GABLE - ENDS OR OPENINGS LESS THAN 4'-6" TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. LHEAD Qjj PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. KING & JACK STUDS SEE PLAN (2)12d TOE NAILS E.E. (MIN) KING STUD TO FRAMING BELOW: CS18 STRAP w/6-10dx1Y2" NAILS EACH END. STRAP ATTACHMENT CAN BE INTERIOR OF EXTERIOR SIDE OF WALL STRAP NOT REQUIRED AT THE FOLLOWING: GABLE ENDS OF JACK TRUSSES LES! THAN 8' OR OPENINGS LES! THAN 3'-6' SOLE PLATE CONNECTOR L SOLE PLATE ANCHOR STRAPPING NOT REQUIRED LOCATED WITHIN 6" OF STUD -j PER SCHEDULE AT LOWER LEVEL HEADERS PACK. OMIT IF SHEARWALL UNLESS SPECIFIED ON PLAN HOLD DOWN IS SPECIFIED SINGLE STORY TYPICAL HEADER STRAPPING TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. LHEAD OR SILL, J PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. MULTISTORY (STACKED WINDOWS) SOLE PLATE ANCHOR SCHEDULE SEE GENERAL NOTES. ANCHOR EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE )�"0 EPDXY 42" 24" 3x3xO.229" 4" 2�%" Y"0x6' TITEN HD 42" 24" 3x3xO.229" 4Y2" 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" X, /8" W/ 11/,"o ROUND STEEL WASHER MAY BE USED. SOLE PLATE ANCHOR DETAIL 8 SCHEDULE SCALE: 3/4" = V-0- (3) ROW OF 10d 2 PLY NAILS @ 8" O.C. - BEAM.STAGGERED °I 3 PLY BEAM. N 2x4 MEMBERS: o (1) ROW OF 10d •I _ (4) ROWS 12d NAILS 4" O.C. ° AT 12" O.C. EA. SIDE. 2x6 MEMBERS: ° (3) ROWS 12d 1 (2) ROW OF 10d NAILS © 4" O.C. �- AT 12" O.C. STAGGERED EA. SIDE. 2 & 3 PLY BEAMS 2x4 OR 2x6 POST 2x8 POST (3)ROWS OF 5" (3)ROWS OF 63/4" TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS ® 24"o.c FASTENERS ® 24"o.c AS SHOWN AS SHOWN 01 1P .Y 4 -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 KING STUD TO TOP PLATE: SDWC15600 SCREW. NOT REQUIRED AT GABLE - ENDS OR OPENINGS LESS THAN 4'-6" TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. LHEAD Qjj PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. KING & JACK STUDS SEE PLAN (2)12d TOE NAILS E.E. (MIN) KING STUD TO FRAMING BELOW: CS18 STRAP w/6-10dx1Y2" NAILS EACH END. STRAP ATTACHMENT CAN BE INTERIOR OF EXTERIOR SIDE OF WALL STRAP NOT REQUIRED AT THE FOLLOWING: GABLE ENDS OF JACK TRUSSES LES! THAN 8' OR OPENINGS LES! THAN 3'-6' SOLE PLATE CONNECTOR L SOLE PLATE ANCHOR STRAPPING NOT REQUIRED LOCATED WITHIN 6" OF STUD -j PER SCHEDULE AT LOWER LEVEL HEADERS PACK. OMIT IF SHEARWALL UNLESS SPECIFIED ON PLAN HOLD DOWN IS SPECIFIED SINGLE STORY TYPICAL HEADER STRAPPING TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. LHEAD OR SILL, J PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. MULTISTORY (STACKED WINDOWS) 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 ® 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 1 INTERSECTIONS STUDS CONFIGURATIONS TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. STUD OR 2N BLOCKING FAST Yv/8-10d COMMO SCHEDULE ROUGH OPN'G, SEE ARCH. MULTISTORY (UNSTACKED WINDOWS TRUSS TO PLATE: SDWC SCREW PLATE TO HEADER: SDWC SCREW 24" O.C. PLATE TO HEADER: SDWC SCREW 24" O.C. 2X4 WALL HEADER FASTENING SECTION KING STUD TO FRAMING BELOW: OW CS18 STRAP W/6-10DX1Y2" NAILS EACH END. STRAP ATTACHMENT CAN BE INTERIOR OR EXTERIOR SIDE OF WALL. STRAP NOT REQUIRED AT THE FOLLOWING: GABLE ENDS OR JACK TRUSSES LESS THAN 8' OR OPENINGS LESS THAN 3'-6" IWC Lou Po ntigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Luis A. Ponti8o, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 7 Z U 4< un w � m � w f � Q pZa mJtwn J Q � 0 � z 00 J U DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE D6MENSIONS FROM THESE DRAWINGS. IF A=S IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CAPTIVA-SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET 50.0 SHEET 1 OF Q RATED SHEATHING, BOUNDARY OF SEE GENERAL NOTES. SHEATHING. EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES. NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES. EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL). NAILING TO INTERMEDIATE SUPPORT IS 6" O.C. MAX. ROOF (LION).nF7 TRUSSES, OR FLOOR JOISTS. 4 ROOF AND FLOOR SHEATHING NAILING S0.0 SCALE: 3/4" = 1'-0" 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 ® 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 1 INTERSECTIONS STUDS CONFIGURATIONS TOP PLATE TO HEADER FASTENING: SEE DETAIL AT RIGHT. NOT REQUIRED FOR GABLE ENDS. STUD OR 2N BLOCKING FAST Yv/8-10d COMMO SCHEDULE ROUGH OPN'G, SEE ARCH. MULTISTORY (UNSTACKED WINDOWS TRUSS TO PLATE: SDWC SCREW PLATE TO HEADER: SDWC SCREW 24" O.C. PLATE TO HEADER: SDWC SCREW 24" O.C. 2X4 WALL HEADER FASTENING SECTION KING STUD TO FRAMING BELOW: OW CS18 STRAP W/6-10DX1Y2" NAILS EACH END. STRAP ATTACHMENT CAN BE INTERIOR OR EXTERIOR SIDE OF WALL. STRAP NOT REQUIRED AT THE FOLLOWING: GABLE ENDS OR JACK TRUSSES LESS THAN 8' OR OPENINGS LESS THAN 3'-6" IWC Lou Po ntigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Luis A. Ponti8o, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 7 Z U 4< un w � m � w f � Q pZa mJtwn J Q � 0 � z 00 J U DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE D6MENSIONS FROM THESE DRAWINGS. IF A=S IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CAPTIVA-SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET 50.0 SHEET 1 OF Q BLOCKING ONLY REQUIRED AT SHEARWALLS AND STUCCO FINISH 16d COMMONS ® 8" O.C. T CONT. RIBBON BOARD (TYP) T FLOOR TRUSSES OR JOIST. 5-8d COM EACH SIDE OF SPLICE / SHEATHING SPLICE 16d COMMONS 0 8" O.C. CONT. RIBBON BOARD (TYP) FLOOR TRUSSES OR JOIST. 8d COM 0 3" O.C. F EACH SIDE OF SPLICE SHEATHING SPLICE IV' OSB or PLYWOOD RIM BOARD Y4" Z I SHORTER THAN FLOOR SYSTEM. ALIGN WALL FRAMING WALL FRAMING ;I VERTICAL JOINTS WITH SHEATHING SPLICE WALL SHEATHING ONLY REQUIRED IJCINTS Y5- BLOCKINGd COMAT SHEARWALLS AND H SIDE STUCCO FINISH OF SPLICE OPTION 1 OPTION 2 OVER LAP SHEATHING APA RIM BOARD OPTION NOTE 1: 1. CONTRACTOR MAY CHOOSE OPTION 1 2 OR 3. 2. CONTRACTOR SHALL OMIT FLOOR TO FLOOR STRAPPING WHEN FULL HEIGHT THREADED RODS ARE INSTALLED FLOOR TO FLOOR WALL SHEATHING AND STRAPPING OPTIONS ROOF TRUSS. 2x4 SYP#2 HORIZ. BRACING 24" O.C. BETWEEN OUTER WALL - & FIRST INTERIOR TRUSS. NAIL EACH END w/ 3-0.131x3" NAILS (TYP) FLOOR TRUSS 44 2x4 SYP#2 DIAGONAL FASTEN EA. END w/ 3-10d COMMONS - - - CEILING LINE WALL FRAMING INSTALL FLOOR TO FLOOR STRAPPING PER OPTION 1 OR 2 FLOOR TRUSS PARALLEL ® 3" O.C. FASTEN TO TOP ROOF SYR #2 2x4 NAILER FASTENED TO TRUSS SHEATHING UP 2x4 SP CONTINUOUS LEDGER FASTENED TRUSS. BOT. CHORD w/ 0.131x3" 0 3" O.C. ' 2x4 SYP#2 CATS AT 12" FLOOR OR FASTENED TO SHEATHING w/ 8d 0 3" O.C. ROOF O.C. FASTENED TO TOP TROOF TRUSS. BLOCKING TRUSS. SDWC 15600 PLATE w/ 4-0.131x3" COMMON. 11 / MAX. r SHEATHING FASTENED TO ® 32" O.C. PANEL FLOOR /TOP PLATE w/ 10d 0 3" O.C. SCREWS SYP#2 2x4 NAILER FASTENED 1: ALL AROUNDFRAMING (2)2x4 WOOD END W/ 3-10d TOENAILS ANCHOR OR DTT2Z BELOW. & (1) ADJ. 16" MAX. SHEARWALL FASTEN CATS EACH END w/ j 2x SYP#2 CONT. ATTACH I FASTEN CATS EACH END w/ ;; OSB WALL 3-0.131x3" COMMON TOE NAILS I; TO TOP PLATE AND TRUSS TA SHEATHING I; w/ 0.131x3" 0 3" O.C. EDGE OF SW -2 II SHEARWALL. 2x MAY OVERHANG TOP PLATE. SHEARWALL PLATE w/ 4-0.131x3" SHEARWALL OR11 SHEARWALL I LSTA12 0 48" O.C. OR DBL TOP PLT 5-16d NAILS E/TERIOR WALL COMMON. SDWC15600 0 36" O.C. OMIT IF SEE PLAN ALTERNATE A ALTERNATE B ALTERNATE C ALTERNATE G �/,g," OSB DIAPHRAGM FASTEN ROOF TO NAILER w/ (1) ROW 8d TRUSS. FLOOR DECK 1 04"O.C. FLOOR ® 3" O.C. FASTEN TO TOP 6" DOUBLE TOP PLATE SHEATHING UP 2x4 SP CONTINUOUS LEDGER FASTENED TRUSS. PLATE w/ (2) ROWS ' / "OSB ' �8 0 48" O.C. OMIT IF WALL TRUSS WEBS WIT FULL HT. OF 8d 0 3" O.C. UPLIFT BLOCKING ON FACE OF BEAM w/3-0.131 x3" ANCHOR DOUBLE TOP 2x4 SPF PANEL FLOOR COMMON. GABLE BRACE. FASTEN EACH SYP#2 2x4 NAILER FASTENED 1: ALL AROUNDFRAMING (2)2x4 WOOD END W/ 3-10d TOENAILS ANCHOR OR DTT2Z BELOW. & (1) ADJ. TO TRUSS BOT. CHORD w/ 11 11 BLOCK TO DBL TOP TO PORCH HEADER. a I FASTEN CATS EACH END w/ ;; 2x4 SYP#2 CATS AT 12" (2) ROWS 0.131x3" 0 3" O.C. INTERIOR TA I I 0.131x3" TOE NAILS 0 8"O.C. FROM BOT. CHORD OF TRUSS 3-0.131x3" NAILS 0 6" O.C. O.C. FASTENED TO TOP SW -2 II SHEARWALL. 11 PLATE w/ 4-0.131x3" IT THREADED ROD I LSTA12 0 48" O.C. OR DBL TOP PLT 5-16d NAILS SHEARWALL OR I1 COMMON. SDWC15600 0 36" O.C. OMIT IF SEE PLAN SHEATHING OVERLAPS GABLE 12" MIN (TYPICAL) EXTERIOR WALL ALTERNATE D ALTERNATE E O STEEL COUPLER XiO © ALTERNATE F SHEARWALL ATTACHMENT AT ROOF 8 FLOOR FULLI WALL STUDS AT 16" O.C. 8d COMMON NAILS AT 3" O.C.(TYP) WALL STUDS AT 16" O.C. ROOF SHEATHING ROOF TRUSS) I ROOF TRUSS- SYP#2 LEDGER ATTACH) DBL. SYP#2 LEDGER JI -Vi TO EACH STUD, PER ATTACH TO EACH STUD, SCHEDULE BELOW PER SCHEDULE BELOW. A -SINGLE LEDGER B -DOUBLE LEDGER VERTICAL VERTICAL REACTION LEDGER SIZE & NAILING REACTION LEDGER SIZE & NAILING 0-775 2x6 w/ 5-0.131x3" 1850-2345 2x8 w/ 6-'/411Ox6" SDS SCREWS 776-1250 2x8 w/ 8-0.131x3" 2346-3125 2x12 w/ 8-'/a"Ox6" SDS SCREWS 1251-1540 2x10 w/ 10-0.131x3" 1540-1850 2x12 w/ 12-0.131x3" LEDGER A NOTES: WHERE A LEDGER IS INDICATED ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, THE LEDGER IS BEING USED TO ATTACH THE ADJACENT ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE ABOVE. ATTACH ROOF DECK PER GENERAL NOTES. WHEN 8 LEDGER CONNECTION OTED S01 TRUSS TO LEDGER CONNECTION BY TRUSS ENGINEER. NOT SHOWN FOR CLARITY 2x4 SPF#2 -\ BLOCKING ROOF MEMBER. HEARWALL NOTES: 1. AT ROOF TRUSS, CONTRACTOR MAY CHOOSE A,B,C,D, OR G. 2. USELTERNATE A. AT EXTE IOR WALLS ENDING ETWEEN ROOF TRUSSES. 3. USELTERNATE E&FFR FLOOR TR M NT 2x4 BLOCKING. FASTEN EACH END w/3 -10d 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, TOENAILS FASTEN TO ROOF FRAMING BELOW w/ 4-12d NAILS AT EACH RAFTER. OVERFRAME RAFTERS, SEE PLAN. I I.•1 SIMPSON H3 w/ 10-8d COMMON NAILS FROM RAFTER TO LEDGER G AND LEDGER TO ROOF MEMBER. THESE STRAPS MAY BE OMITTED WHEN OVERFRAME ALT. TO BOTH H3 ABOVE RAFTER LENGTH PRODIDE MTS12 OR CS16 DIRECTLY LESS THAN 4'-0" BETWEEN OVERFRAMING RAFTER AND ROOF MEMBER. PROVIDE SOLIC SPF#2 BLOCKING AT PANEL JOINTS ADJACENT 0 TIE IN OF )VERFRAME RAFTERS TO TRUSS FRAMING. DECK LEDGER AT OVERFRAME RAFTERS USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, ETC. 0 NA FULL HEIGHT WASHER n PLAN ANCHORING SPECIFICATIONS 0 � O lolVV FULL HEIGHT ANCHOR WALL SECTION THREADED ROD INSTA 12 FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM i0.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF V O 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"x )6" 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 14" LARGER THAN TH 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 (APPROAMATELY 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 do EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS L6 -10d COMMONS 2x6 SYP#2 BLOCKING BETWEEN 2x6 SYP#2 NAILER EA. TRUSS. FASTEN TO TOP FASTENED TO TOP PLATE w/ 10d 0 4" O.C. PLATE w/ 10d ® 3" O.0 PORCH SHEATHING, HEt SEE SPECIFICATIONS FBELOW EPORCH PARALLEL HEADER & SUPTO WALL PORCH POST, PER A24 PERPENDICULAR TO WALL 24" 16 GUAGE POST BASE: STRAP w/11- POST 24" 16 GUAGE 4x4 POST-ABU44 lOdxlY" EA. END BELOW STRAP w/11- 6x6 POST: ABU66 10dx1Y2" EA./11 A. END - PORCH. PORCH HEADER, -- SLAB SEE PLAN HTS16 STRAPS MSTA24 %'e" ROD STRAPS 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: V," GYPSUM (WATER PROOF) GREEN BOARD, w/ 5d COOLER NAILS 0 6" O.C. EDGE & FIELD OR (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD TYPICAL PORCH FRAMING nFTAII S SEE DETAIL 5/SO.1 FOR DIAPHRAGM ATTACHMENT\ WHERE APPLICABLE I ITA) tt ------ - - - - II ---------- -1 F I� �I Ir ---------- ---------- II II SW 8d©3"/6" SW 8d@3"/6" PERFORATED SHEARWALL SEGMENTED SHEARWALL CA)- UPPER TO LOWER STUDS - UPPER TO LOWER STUDS SW 8d03/6. (2) CS18 STRAPS SW 8d03/6: (2) CS18 STRAPS B)- END STUDS TO FOUNDATION oB - END STUDS TO FOUNDATION W 8d03/6: HTT5 OR HDU5 SW 8d03/6: HTT5 OR HDU5 T- SOLE PLATE ANCHORS oC - SOLE PLATE ANCHORS E SCHEDULE: ON DETAIL 3/SO.0 SEE SCHEDULE ON DETAIL 3/S0.0 SHEARWALL NOTES 1. PROVIDE 3/6" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. PROVIDE 2x BLOCKING AT ALL PANEL EDGES. 2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS END POSTS FOR SW, 3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 5/SO.1 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0 6 l TYPICAL SHEARWALL ELEVATION PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS. ROOF TRUSS 2X6 ANGLE BRACE 4-12d TOE NAILS (TYP) VL2x4 SYP#2 OUTLOOKERS 0 24" O.C. II H3 OR H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. 2X4 T -BRACE. ONLYWALL 6" DOUBLE TOP PLATE SHEATHING UP REQUIRED FOR BRACE NOTCH HEADER PLATE GABLE END TRUSS. SOLE 0 48" O.C. OMIT IF WALL DOUBLE FULL HT. FASTEN w/10d COMMONS UPLIFT PLATE ON FACE OF BEAM FULL HT. TOP PLATE. ANCHOR DOUBLE TOP CONNECTOR NAILS ANCHOR OR DTT2Z ANCHOR GABLE BRACE. FASTEN EACH PLATE SEE PLAN (2)2x4 WOOD END W/ 3-10d TOENAILS ANCHOR OR DTT2Z BELOW. & (1) ADJ. FRONT SIDE OF WEBS. -\ BLOCK TO DBL TOP TO PORCH HEADER. a WALL STUD PLT W/ 2-H2.5T _ TA I I 0.131x3" TOE NAILS 0 8"O.C. FROM BOT. CHORD OF TRUSS OR POST. TRUSS SHOP DRAWING FOR QTY. AND FULL HEIGHT TO DBL. TOP PLATE 2x4x6' SYP#2 LATERAL BRACE EA. IT THREADED ROD I LSTA12 0 48" O.C. OR DBL TOP PLT S COMMONS CHORD OF EA. TRUSS. TO GABLE TRUSS BOTTOM CHORD W/ USABLE END BRACING SDWC15600 0 36" O.C. OMIT IF SEE PLAN SHEATHING OVERLAPS GABLE 12" MIN ELEVATION O STEEL COUPLER XiO © (OPTIONAL, LOCATE FULLI AS NEEDED) OR AT SILL PLATE AT TOP PLATE FULL HEIGHT ANCHOR INSTALLATION CHART FLOOR FRAMING FULL HEIGHT THREADED ROD WOOD PLATE CONCRETE WASHER MBEDMENT EDGE THREAD= D ROD FOUNDATION, HOLE HOLE SPEC. DEPTH DISTANCE SEE PLAN LEMBEDMENT PER PLAN. 3/8 1/2 "o '/2"0 2x2x1/8" jl" 4" 2" 3" 5 8 / 3/"� a ' "m 3x3x' a 4„ 5„ 12" 2Y2' 3„ DEPTH O MONO STEM MONO STEM FULL HEIGHT ANCHOR WALL SECTION THREADED ROD INSTA 12 FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM i0.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF V O 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"x )6" 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 14" LARGER THAN TH 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 (APPROAMATELY 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 do EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS L6 -10d COMMONS 2x6 SYP#2 BLOCKING BETWEEN 2x6 SYP#2 NAILER EA. TRUSS. FASTEN TO TOP FASTENED TO TOP PLATE w/ 10d 0 4" O.C. PLATE w/ 10d ® 3" O.0 PORCH SHEATHING, HEt SEE SPECIFICATIONS FBELOW EPORCH PARALLEL HEADER & SUPTO WALL PORCH POST, PER A24 PERPENDICULAR TO WALL 24" 16 GUAGE POST BASE: STRAP w/11- POST 24" 16 GUAGE 4x4 POST-ABU44 lOdxlY" EA. END BELOW STRAP w/11- 6x6 POST: ABU66 10dx1Y2" EA./11 A. END - PORCH. PORCH HEADER, -- SLAB SEE PLAN HTS16 STRAPS MSTA24 %'e" ROD STRAPS 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: V," GYPSUM (WATER PROOF) GREEN BOARD, w/ 5d COOLER NAILS 0 6" O.C. EDGE & FIELD OR (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD TYPICAL PORCH FRAMING nFTAII S SEE DETAIL 5/SO.1 FOR DIAPHRAGM ATTACHMENT\ WHERE APPLICABLE I ITA) tt ------ - - - - II ---------- -1 F I� �I Ir ---------- ---------- II II SW 8d©3"/6" SW 8d@3"/6" PERFORATED SHEARWALL SEGMENTED SHEARWALL CA)- UPPER TO LOWER STUDS - UPPER TO LOWER STUDS SW 8d03/6. (2) CS18 STRAPS SW 8d03/6: (2) CS18 STRAPS B)- END STUDS TO FOUNDATION oB - END STUDS TO FOUNDATION W 8d03/6: HTT5 OR HDU5 SW 8d03/6: HTT5 OR HDU5 T- SOLE PLATE ANCHORS oC - SOLE PLATE ANCHORS E SCHEDULE: ON DETAIL 3/SO.0 SEE SCHEDULE ON DETAIL 3/S0.0 SHEARWALL NOTES 1. PROVIDE 3/6" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD. PROVIDE 2x BLOCKING AT ALL PANEL EDGES. 2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS END POSTS FOR SW, 3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 5/SO.1 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0 6 l TYPICAL SHEARWALL ELEVATION PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS. ROOF TRUSS 2X6 ANGLE BRACE 4-12d TOE NAILS (TYP) VL2x4 SYP#2 OUTLOOKERS 0 24" O.C. II H3 OR H2.5T HURRICANE CLIP 0 EA. OUTLOOKER TO TRUSS. 2X4 T -BRACE. ONLYWALL 6" DOUBLE TOP PLATE SHEATHING UP REQUIRED FOR BRACE NOTCH HEADER PLATE GABLE END TRUSS. LENGTHS > 8'-0". 0 48" O.C. OMIT IF WALL FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) PORCH FASTEN w/10d COMMONS NAILS ° •i HEADER, ON FACE OF BEAM 0 6" ON -CENTER SEE PLAN. FULL HEIGHT4 2X4 2 SYR BLOCK 0 EACH NAILS ANCHOR OR DTT2Z GABLE BRACE. FASTEN EACH HOLD DOWN ATMIN. (2)2x4 WOOD END W/ 3-10d TOENAILS ANCHOR OR DTT2Z BELOW. & (1) ADJ. FRONT SIDE OF WEBS. -\ BLOCK TO DBL TOP TO PORCH HEADER. a BELOW. & (1) ADJ. PLT W/ 2-H2.5T _ I I 0.131x3" TOE NAILS 0 8"O.C. FROM BOT. CHORD OF TRUSS TRUSS SHOP DRAWING FOR QTY. AND TO DBL. TOP PLATE 2x4x6' SYP#2 LATERAL BRACE EA. IT 8-10 X -BRACE w/ 2-16d INTO BOTTOM I LSTA12 0 48" O.C. OR DBL TOP PLT S COMMONS CHORD OF EA. TRUSS. TO GABLE TRUSS BOTTOM CHORD W/ USABLE END BRACING SDWC15600 0 36" O.C. OMIT IF SHEATHING OVERLAPS GABLE 12" MIN NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 3/8" FULL HEIGHT ROD TEN HD R TIGHT PLATE ON TITEN HD ROD COUPLER )DS - THD37634RC (3'8"x63/4") V 3/8" FULL HEIGHT ROD ALTERNATE ATTACHMENT (1)MSTA24 STRAPS FOLD OVER TOP PLATE FASTEN w/18 -10d (2)MSTA24 STRAPS FOLD OVER TOP PLATE FASTEN w/18 -10d U MINIMUM 2 PLY MINIMUM STUD 2 PLY STUD AT 2ND STORY STUDS PROVIDE 1 CS18 STRAPS AT BASE OF STUDS TJ (FLOOR TO FLOOR) -� WALL SHEATHING STUD WALL FRAMING 8d COMMON WIRE NAILS TI- w/ 2x SOLID BLOCKING TO BLOCKING 0 3" O.C. II AT SHEATHING EDGE I � I 2x4 BLOCKING BETWEEN EA. \ TRUSS. ATTACH AT EACH WALL STUD w/ 3-16 NAILS AT EA. FRAMING INTERSECTION. (MIN. OF 6-16d BETWEEN EACH TRUSS) PERPENDICULAR TRUSS DETAIL B 6" DOUBLE TOP PLATE DBL. TOP MAXI NOTCH HEADER PLATE NAILS INTO BEAM. SPACE BELOW TOP PLATE 0 48" O.C. OMIT IF WALL FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) PORCH 8 -GUN NAILS ° •i HEADER, ON FACE OF BEAM 8 -GUN SEE PLAN. FULL HEIGHT4 NAILS ANCHOR OR DTT2Z HOLD DOWN ATMIN. (2)2x4 WOOD BASE OF POST ANCHOR OR DTT2Z BELOW. & (1) ADJ. FRONT SIDE OF WEBS. -\ OPTION A TO PORCH HEADER. WALL SHEATHING STUD WALL FRAMING 8d COMMON WIRE NAILS TI- w/ 2x SOLID BLOCKING TO BLOCKING 0 3" O.C. II AT SHEATHING EDGE I � I 2x4 BLOCKING BETWEEN EA. \ TRUSS. ATTACH AT EACH WALL STUD w/ 3-16 NAILS AT EA. FRAMING INTERSECTION. (MIN. OF 6-16d BETWEEN EACH TRUSS) PERPENDICULAR TRUSS DETAIL B IF TRUSS REACTION EXCEEDS 23001bs PROVIDE CRIPPLE STUDS DIRECTLY BENEATH TRUSS 2-SIMPSON H2.5T. I I n STRAP KING POST TO POST BELOW WITH 2-CS16 STRAPS WHEN FULL HEIGHT ANCHORS ARE NOT USED STRAP KING F POST BELOW WITH STRAPS WHEN FULL mLib 1 1 ANCHORS ARE NOT USED WALL SHEATHING STUD WALL FRAMING w/ 2x SOLID BLOCKING 8d COMMON WIRE NAILS AT SHEATHING EDGE TO BLOCKING ® 3" O.C.�I ROOF TRUSS r / OR JOIST I TFOR PERPENDICULAR It TRUSS CONNECTION SEE DETAIL B ABOVE CONTINUOUS 2x6 SYP#2 LEDGER FASTEN WITH 5-0.131x3" EA. STUD. PARALLEL TRUSS DETAIL A WALL ADJ. TO ROOF CONNECTION SEE CONSTRUCTION SPECIFICATIONS FOR ROOF AND WALL SHEATHING AND STUD FRAMING. HEADER DOWN CONNECTION LSTA12 FOLDED OVER TOP DOUBLE TOP PLATE PLATE w/5 -10d NAILS CONTINUOUS OVER INTO TOP PLATE & 5-10d 6' HEADER NAILS INTO BEAM. SPACE MAX 0 48" O.C. OMIT IF WALL FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) SHEATHING IS INSTALLED ON FACE OF BEAM 8 -GUN ° ° NAILS FULL HEIGHT ANCHOR OR DTT2Z FRONT SIDE OF WEBS. -\ HOLD DOWN ATMIN. (2)2x4 WOOD BASE OF POST BELOW. & (1) ADJ. OPTION B TO PORCH HEADER. IF TRUSS REACTION EXCEEDS 23001bs PROVIDE CRIPPLE STUDS DIRECTLY BENEATH TRUSS 2-SIMPSON H2.5T. I I n STRAP KING POST TO POST BELOW WITH 2-CS16 STRAPS WHEN FULL HEIGHT ANCHORS ARE NOT USED STRAP KING F POST BELOW WITH STRAPS WHEN FULL mLib 1 1 ANCHORS ARE NOT USED WALL SHEATHING STUD WALL FRAMING w/ 2x SOLID BLOCKING 8d COMMON WIRE NAILS AT SHEATHING EDGE TO BLOCKING ® 3" O.C.�I ROOF TRUSS r / OR JOIST I TFOR PERPENDICULAR It TRUSS CONNECTION SEE DETAIL B ABOVE CONTINUOUS 2x6 SYP#2 LEDGER FASTEN WITH 5-0.131x3" EA. STUD. PARALLEL TRUSS DETAIL A WALL ADJ. TO ROOF CONNECTION SEE CONSTRUCTION SPECIFICATIONS FOR ROOF AND WALL SHEATHING AND STUD FRAMING. HEADER DOWN CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR (1)DIAGONAL TOP & BOT B SEE PLAN C (1)MSTA24 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) HEADER TIE DOWN THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN MULTIPLE BRACED TRUSSES. AS INDICATED IN TRUSS SPECIFICATIONS. SIMPSON DTT2Z TW/8- Y4"x1 YZ" HTT5 SDS SCREWS \� ALTERNATE FOR ALTERNATE FOR 3/8" FULL HEIGHT ROD 5/8" FULL HEIGHT ROD 14 FULL HEIGHT THREADED ROD Z1 ALTERNATE PERMANENT TRUSS BRACING SCALL: �1/4 - 1 -0 SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS RAIN ? Ply HTT5 or HDU5 EADED OXIED DTT2Z MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12 - 0.131x3" GUN II NAILS 11 II I SIMPSON DTT2Z 11 W/8- Ya"x1)2' II SDS SCREWS �I I I Y2" THREADED ROD 11 EPDXIED 4" MIN OR 11 Y2x6" TITEN HD !I HEADER UP CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR (1)DIAGONAL BRACE PER B SEE PLAN C (1)CS16 STRAPS (4) TRUSSES APPLIED TO BACKSIDE OF WEB. BRACING APPLIED TO FRONT SIDE OF WEBS. -\ CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION, IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN, SIMPSON DTT2Z TW/8- Y4"x1 YZ" HTT5 SDS SCREWS \� ALTERNATE FOR ALTERNATE FOR 3/8" FULL HEIGHT ROD 5/8" FULL HEIGHT ROD 14 FULL HEIGHT THREADED ROD Z1 ALTERNATE PERMANENT TRUSS BRACING SCALL: �1/4 - 1 -0 SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS RAIN ? Ply HTT5 or HDU5 EADED OXIED DTT2Z MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12 - 0.131x3" GUN II NAILS 11 II I SIMPSON DTT2Z 11 W/8- Ya"x1)2' II SDS SCREWS �I I I Y2" THREADED ROD 11 EPDXIED 4" MIN OR 11 Y2x6" TITEN HD !I HEADER UP CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR A LS18 0 32" O.C. B SEE PLAN C (1)CS16 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (I -1 SINGLE TRUSS BRACING I°I I°I II II I°I I°I II T -BRACE FASTENED TO °I WEB w/ 12d 0 6"O.C. II T -BRACE TO BE THE°I SAME SIZE, SPECIES, I AND GRADE AS WEB TO BE BRACED.°) II I°I ' II �I I 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. (LION) 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 LINE 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. MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE GIRDER TRUSS TO SISTER A OR BEAM GIRDER TRUSS 36" LONG STUD OR BEAM FASTEN w/12 - 0.131x3" GUN NAILS (2)MTS12- (2)MTS12 SIMPSON FULL HEIGHT LTT20B THREADED ROD (2)H2.5T (2)H2.5T WITHIN 6" OF MINIMUM GIRDER (SEE PLAN) 2 PLY AT 2ND STORY STUD STUDS PROVIDE Y2" THREADED ROD 2 CS18 STRAPS EPDXIED 4" MIN OR AT BASE OF STUDS )2x6" TITEN HD (FLOOR TO FLOOR) LTT20B HOLD DOWN ATTACHMENT DETAIL MINIMUM 2 PLY HOLD DOWN SEE PLA STUD 3/8" ROD = DTT2Z ROD = HTT5 BUILT-UP POST, BUILT-UP POST, - SEE PLAN. SEE PLAN. OPTION 1 OPTION 2 FULL HEIGHT TR CONVENTIONAL ,M.,a,, 16 GIRDER / BEAM STRAPPING THIS DETAIL ONLY APPLIES WHEN NOTED ON P -AN Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 S ^ '• x fm N 11 �-r Y Si T OF Luis A. Pontigo, PL FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PON11GO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHCH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. TYPICAL FRAMING DETAILS DO NOT SCALE DIIMIENSIONS FRQMI THESE DRAWINGS- IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CAPTIVA-SHINGLE DESI(N/DRAWN/CHECKL1) JWA / KIG /LAP DAI L 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET 50.1 SHEET Z OF g OVERLAP SIDEWALL OVERLAP SIDEWALL TOP PLATE TOP PLATE OVERLAP SIDEWALL ALWAYS PLACE TOP PLATE ALWAYS PLACE HEADER AT HEADER TOP OF ROUGH TOP OF ROUGH OPENING OPENING GARAGE'5'A 5/,,"0 THRE�DED ROD HEADER w 3x3x'4" PLATE (2)20ga STRAPS ALWAYS PLACE OAL POST. FASTEN TO STUD (2)20ga STRAPS • • • • • • . HEADER TO JACK HTT5 w/ HEADER AT HEADER TO JACK HTT5 W/ " %" THREADED ROD ACK WITH 2 -ROWS OF 16d , Lou Pont i TOP OF ROUGH RING SHANK NAILS ®12" O.C. 5/e THREADED ROD /z (2)20ga STRAPS OPENING EPDXIED 12" MAX — EPDXIED 12" go and ° Associates, Inc. HEADER TO JACK ° TTACH GARAGE DOOR THRU EXTEND HEADER TO EXTEND HEADER TO 4-0.131x3" TOE NAILS (2 EA. SIDE) 420 Osceola Avenue (2)2x6 KING STUDS HTT5 W/ PRIGHT BUCK DIRECTLY INTO /7//FAR SIDE OF WALL 2 �66 2 2 FAR SIDE OF WALL 2x4 BLOCKING5/8" THREADED ROD STUD PACK, PER GARAGE DOOR (2)2x6 6x6 POST AS SHOWN. 2 2x6 SPF/2 AS SHOWN. o o H3 ®EA. 2x4 4' O.C.ER (2)2x6 JACK STUDS SUPPLIER O NOTE OO lax. beach, Florida 32250 EPDXIED 12" JACKS 6 6 6 OUTLOOKER AT 24" O.C. PLACE GABLE END TRUSS AND (1) 6 6 6 4'-0"x4'-0" PIECE OF WALL TO THE INT. FACE OF I h. 242-0908 Fax. 241-9557 ° 4'-0"x4'-0" PIECE OF WALL ROOF � - KING. SHEATING INSTALL AT UPPER ' BALLOON FRAMED WALL FL: CA # 8344 SC: CA# 3579 HTT5 W/ 1 SHEATING INSTALL AT UPPER STUD SPACING, SEE AND FASTEN TRUSS TOP (2)2x STUD CORNER 5�" THREADED ROD I CORNER 1" BELOW GARAGE HEADER HTT5 w/ (2)2x6 CORNER 1" BELOW GARAGE HEADER SHEATHING ° I DETAIL A DETAIL A FRAMING PLAN BALLOON FRAMED WALL Q$ A AND BOTTOM CHORDS TO 5/8' THREADED ROD JACKS � ON EXTERIOR STUD (TRIMED AS SCHEDULE. BALLOON 12" s s s s 8 8 I J ON STUD (TRIMED AS EPDXIED 12" AND L'J SHOWN) 2x4 BLOCKING AT NAILSEACHSTUDS w/ 2-0.131x3" 48" O.C. BETWEEN TRUSS P.T. SOLE PLATE I NAILS AT EA. STUD. LJ FASTEN SHEATING TO HEADER w/ 8d COMMON QR GALV. BOX NAILS GABLE AND FIRST •+„N��aae►itnr,sp���•.`H' FLOOR GARAGE SOLE PLATE 5 TT5 / / FASTEN SHEATING TO HEADER w/ 8d COMMON QR GALV. BOX NAILS IN 3” GRID PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING INTERIOR TRUSS. HTT5 w 5 ,. PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING (STUDS, BLOCKING & SILLS) TYP. FASTEN GABLE END ,,,%'�C�: �� ANCHOR /8' TH EADED ROD IN 3 GRID /8 THREADED ROD BLOCKING & SILLS) TYP. TRUSS w/ FULL HT, a EPDXI D 12' (STUDS, BL ANCHOR AND HA4 \C��s •• SOLE PLATE EPDXIED 12' �;�• F•••�Q ��" r ANCHOR T4 HICKENED SLAB EDGE GARAGE WING WALL SECTION a DOUBLE BL )CKING AT PANEL JOINT, NAILED TOGETHER w/ 3-16d SINKERS ^ DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 3-16d SINKERS A EA. END NU cr AT GARAGE OPENING. 9 w 6x6 POST WITH ABU66 5/s"0 THREADED ROD (OVER ADDITIONAL DOUBLE PLATE BETWEEN w/ THREADED ROD OF 5/e" I � �'; S'!I' NOTES: --- - STUDS) DRILLED AND EPDXIED w/ 12" EMBEDMENT & 3x3x1/4" WASHER. ~' EPDXIED 12" MIN. :� ••. Fs <�r'� 1. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING.�%'•.•4 �y,•' GARAGE WING WALL ELEVATION '%,,,,;��ldAl.� CONVENTIONAL SW ++++tpnA++gMtu� �? ANCHOR PER SCHEDULE. LL -1 All U NO FULL HEIGHT ANCHOR REQUIRED. Luis A. P o n t i g o, PE FL PE#53311 WEN 1 GARAGE HEADER FRAMING 2 GARAGE PORTAL nING WALL 3 GARAGE WING WALL FRAMING LESS THAN 12'. REVISIONS DATE wI4FN orEo 4 BALLOON FRAMED GABLE END OTED SO.2 OTED SO.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. SPLICE 2x6 x 4'-6" P.T. SYP NO.2 EXPOSED RAFTER TAIL TO EACH ROOF — PORCH BEAM SUPPORT POST TRUSS ® 24" O.C. JACK STUD JACK STUD IF 4x4 IS SPECIFIED ON PLAN, AT DOOR 2x4 P.T. SYP No.2 AT DOOR MIN. (2)2x4 PT SYP #2 USE (2)2x4 SPF#2 SUPPORT. BLOCKING/CLOSURE FASTEN IF 6x6 IS SPECIFIED ON PLAN, 24" MAX. ( ) # SHEATHING WALL3�0• DOWN TOdREQUIRED DEPTOE NAILS. TH USE 3 2x4 SPF#2 SUPPORT. RATED WALL SHEATHING w/ 12" awl PRE-ENGINEERED � � FIELD ALTERATION Ya"x3Y2" ____ WOOD ROOF TRUSSES. 8d @ 6" O.C. EDGE & FIELD. = ATTACH PORCH BEAM TO PLAN VIEW TAPCON PLAN VIEW SIMPSON LTT20B I' ,`� I CS18 w/7-t0�Ix1Yz 12d COMMON CONTRACTOR SHALL CONTACT LOU RECESSED IN SLAB o SUPPORT POST w/ (2)HTS20. EACH END ® 48' WIRE NAILS PONTIGO &ASSOCIATES PRIOR TO SCREW CAN I \ MODIFICATIONS WHICH MAY VARY MAKING ANY STRUCTURAL FIELD w/Yz" THREADED I ATTACH SUPPORT POST TO ` IONSTALLEDPE 1 1ERBE ST GGERED \ FROM THE INTENT OF THE ORIGINAL ROD EPDXIED 4" SOLE PLATE• CONSTRUCTION DOCUMENTS. ANY ANCHOR FOUNDATION WITH HTT4 FACE OF STUf I Z _ CS18 w/7-1Odx1Y2" ; w/ /s 'Ox6" EMBED EPDXY ROD. U.O.N. EACH END ®48" FIELD ALTERNATIONS MADE PRIOR TO SYP#2 PT SOLE PLATE-/ - -- O.C. STRAP CAN BE BEING APPROVED BY LOU PON TIGO & ASSOCIATES MAY RESULT IN ' i� INSTALLED EITHER UPLIFT ADDITIONAL ENGINEERING OR CONC. CONC.BOX COLUMN CONNECTOR INSPECTION FEES. SLAB SLAB FACE OF STUD MAY BE USED IN LIEU OF 4x4 OR 6x6. FLOOR FLOOR 8d ®3 FLOOR WATER PROOFING AT TRUSSES TRUSSES TRUSSES � ELEVATION VIEW ELEVATION VIEW LOWER PORTION OF . OR JOIST. OR JOIST. DOUBLE OR JOIST BOX COLUMN BY BUILDER + TOP PLATE IF PT MATERIAL IS NOT USED. OPTION A OPTION B OPTION A OPTION B BEAM SEE 1 STRAPPING OVERLAP PLAN = Z SHEATHING OPTION C ( n DROPPED BEAM r � v SEN 5 FRONT ENTRY JAMB FASTENING 6 BOX COLUMN DETAIL 7 WALL STRAPPING OVER BEAM v 8 RAFTER TAIL DETIAL 4< (� OTED S0, THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. OTEO S0. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN U.1 S0. r n V / � Q KING STUD TO TOP PLATE: SDWC15600 SCREW. r 1 � CRIPPLE U W 0 Y 0 V , VSTUD STUD TO TOP PLATE: SDWC15600 SCREW. GARAGE HEADER, GARAGE HEADER, ®32" O.C. SEE PLAN SEE PLAN STUDTOP PLATE: STUD TTOP PLATE: SDWC11 5600 SCREW. SDWC15600 SCREW.—'O ® 32" D.C. ®32" O.C. STUDS TO TOP PLATE STUD TO BOT PLATE: BOT PLATE TO TRUSS SDWC15600 SCREW. --- j HEADER TO JACK STUD: Y4%3Y2" LAG SCREW ® 32" O.C. V / 1-MSTA24 WITH ROUND WASHER (2)MSTA24 (2)MSTA24 M AT EACH FLOOR TRUSS W ALWAYS PLACE J HEADER AT BOT PLATE TO FRAMING._ BOT PLATE TO FRAMING TOP OF ROUGH �1 BELOW CS180 32" O.C. BELOW CS180 32" O.C. OPENING rn JACKS AND KING O U STUD TO BOT PLATE: STUDS PER PLAN. BOT PLATE TO TRUSS TRUSSES PERPENDICULAR TO WALL ABOVE SDWC15600 SCREW. X%3)¢" LAG SCREW- ® 32" O.C. HTT5 w/ -%"' THREADED ROD WITH ROUND WASHER 24 O.C. EPDXIED 12" P.T. SOLE w PLATE THICKENED SLAB EDGE AT�,� GARAGE OPENING. O O U TRUSS OR BEAM PARALLEL TO WALL ABOVE yy�l� 9 WALL STRAPPING DETAILS 10 WALL STRAPPING DETAILS 11 WALL STRAPPING DETAIL 12 GARAGE CENTER WALL FRAMING lz!OTED S0. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN OTED S0. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN OTED SO. THIS DETAIL 'ONLY NOTEDON PLAN S0.2 MISC FRAMING DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A IONS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.P PLAN NAME CAPTIVA-SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG LAP DALE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S0.2 SHEET 30F Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. = Z U 0 w �LIJ � m W LLJ _ U Z pZn L < Lij J Q � J � Ocj) ZLLJ N m 00 J U FOUNDATION PLAN DO NOT SCALE CIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO TFIE ARCHITECTURAL DRAWINGS OR CONTACT THE EOR PLAN NAME CAP TI VA—SHINGLE DESIGN/DRAWN/CHECKED JWA � KIG LAP DATE 07/16/2018 SCALE. AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.0 SHEET 4 OF 9 No. > > •:C- a rt Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. = Z U 0 w �LIJ � m W LLJ _ U Z pZn L < Lij J Q � J � Ocj) ZLLJ N m 00 J U FOUNDATION PLAN DO NOT SCALE CIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO TFIE ARCHITECTURAL DRAWINGS OR CONTACT THE EOR PLAN NAME CAP TI VA—SHINGLE DESIGN/DRAWN/CHECKED JWA � KIG LAP DATE 07/16/2018 SCALE. AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.0 SHEET 4 OF 9 AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN AND PERMANENT LATERAL SUPPORT DETAIL. GRADE OR CONC. SLAB, SEE PLAN. z STEMWALL SCHEDULE CMU REINFORCING COURSES STEMWALL 1 TO 6 #4 VERT. © 48"O.C. 7 TO 10 #4 VERT. @ 24"O. C. 11 TO 12 #4 VERT. @ 8"O.C. STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. TYPICAL WALL FRAN ING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) r--12" HOOK INTO AB. MONO SLAB F CITING AT PORCHES, WHEN SPECIFIE ON PLAN. LAB ON GRADE, EE PLAN. #4 DOW TO MATCH VERT. g, L _� ��/\� GEN STEMWALL REINFORCING (SEE N 311 SCHEDU E) w/ 6" HOOK INTO 4 \\ FOOTING LAP VERT REINFORCING 4'.�\ 25" IF STEMWALL IS GREATER • THAN ( ) COURSES. CONT. CONCRETE FOOTING 8"d x 16"w 1—STORY, w/(2)#5 CONT. 10"d x 20"w 12—STORY, w/(3)#4 OR (2)#5 CONT. 1 STEMWALL FOOTING S1.01 SCALE: 3/4" = 1'-0" TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE _ CORNER BARS (TYPICAL) 12" HOOK INTO SLAB.--\ SLAB ON GRADE, ILI_ SEE PLAN. 8" CMU STEM WALL W/�' #4 VERTICAL DOWELS @ 24" O.C. I SLAB ON 90° BEND INTO FTG.GRADE— Uj} SEE PLAN a 0 CONTINUOUS CONCRETE--"• • FOOTING 3" CLEAR Q 10"x20" w/ 2—#5 CONT. STEMWALL AT GARAGE SCALE: 3/4" = 1'-0" d TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. SLAB �N GRADE; SEE PLAN. 4%2` ALT FOOTING AT 12" BUILDERS DISCRETION. #3 @ 48" 0. C. OR ROD CHAIRS (TYP.) W/(2)#5 CONT. MONOLITHIC EDGE FOOTING TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1-#5 CONT., PROVIDE 5 CORNER BARS (TYP.) SEE 7B/S1.01 _/SEE ARCH PLAN SLAB ON GRADE, SEE PLAN. �\�\\ SHOWER PAN SLOPES TO DRAIN, SEE ARCH i PLAN. MAINTAIN 4" MIN. SLAB THICKNESS. 00 \\\ • \� STEMWALL, SEE 1 /S1.01 FOOTING W/ SHOWER RECESS (IF REQUIRED) 1" DEEP SAWCUT w/ ELASTOMERIC SEALANT SLAB ON GRADE, SEE PLAN NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 12' X 12' MAX. SQ. 2) SAWCUT CONC, SLAB WITHIN 4 TO BOND BEP" GRADE OR CONC. SLAB, SEE PLAN. PORCH! STEM WALL PAVER BY OTHERS ASONRY WALL w/ 48" O.C. (2)#5 CONT. WALL FRAMIN TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 8" CMU OPEN BOTTOM LINTEL BLOCK w/ 1—#5 CONTINUOUS SLAB ON GRADE— SEE PLAN } SLAB ON GRADE, SEE PLAN. 00 OPTIONAL/ 2" FLAIR 8X16 1—STORY, w/(2)#5 CONT. 8"x20" 2—STORY, w/(2)#5 CONT. BEARING AT INTERIOR MATCH DOOR WITH, SEE ARCH. PAVING BY BUILDER E. J. MATERIAL THICKENED EDGE w/ 1—#5 CONT. -3/4" RECESS SLAB ON GRADE, SEE PLAN. SOLE PLATE ANCHOR, SEE 3/SO.0 8" CMU STEM WALL W/ #4 VERTICAL DOWELS © 24" O.C. 90° BEND INTO FTG. J "—CONTINUOUS CONCRETE FOOTING Q 3" CLEAR J 10"x20" U w/ 2—#5 CONT. GARAGE STEM WALL (IF REQUIRED) 12"x12" DETAIL 10B 1#5 CONT. SLAB ON GRADE, y SEE PLAN. 8 X8 DETAIL 10A THICKENED SLAB STEP, SEE ' ARCH. (4" MAX.) EQUAL TO SLAB THICKNESS. 7B @ SLAB RECESS WALL FRAMING--\\,--TBRICK VENEER IS ACCEPTABLE WITHOUT INCREASE OF FOOTING SIZE. STEP, SEE ARCH. PLAN SLAB ON - GRADE, SEE PLAN. 00 3" 8"x16" 1—STORY, w/(2)#5 CONT. 8"x20" — 2—STORY, w/(2)#5 CONT. MONO. FOOTING AT STEP-DOWN Emm Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WENCH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS .MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. T z U w w m O Z pZa m.J� J Q � Ocp ZLLJ N m 00 J U FOUNDATION DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R PLAN NAME CAPTIVA—SHINGLE DESIGN/DR AWN/(HECKLD JWA / KIG /LAP DAT.: 0/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.01 SHEET 5 OF g GEN N 311 :3c S, T OF Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WENCH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS .MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. T z U w w m O Z pZa m.J� J Q � Ocp ZLLJ N m 00 J U FOUNDATION DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R PLAN NAME CAPTIVA—SHINGLE DESIGN/DR AWN/(HECKLD JWA / KIG /LAP DAT.: 0/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.01 SHEET 5 OF g Lou Ponti go and Associates, Inc. 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557, FL: CA # 8344 SC: CA# 3579 We Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. = z U� Q w cz m ❑ 7 U ZLIJ pZa mJuwi J Q � J � Oc-) ZLJ N m 00 J U FIRST FLOOR FRAMING PLAN C OT SCALE DIMENSIONS FROMDRAWINGS. IF A DIMENSIONISNCLEAR REFER TO THEHITECTURAL DRAWINGSJOP CONTACT THE E.O.P- PLAN NAME CAPTIVA—SHINGLE r SIGN/DRAWN/CHECKED JWA KIG LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SH[EI S1.1 SHEET 6 OF 9 2 SO.1 PORCH CEILING SHEATHING AT BOTTOM CHORD OF TRUSS SEE 2/SO.1. J11 J13 J15 J17 5 J17 S0.0 J17 J17 ;02) J17 JVU J06 =. J06 ij� j (2)SDWC 1E600 ® EA. TR SS J06 J07/ (2)HTS16j 17 J65 X J03 2 SO.1 PRE—ENGINEERED WOOD ROOF TRUSSES. "1 DETAIL S1.2 H TS16 HTS16 —1I _ - --- 2ND FLOOR WALL /--STUDS. SET ON DOUBLE TOP PLATE 2x5 BLOCKING BETWEEN EA. TRUSS 5 SO.0 -I-I-I-I, LLL V(2)HTS16 LL (2)HTS16 `V06 %!!!//.i%!!!/lV"",Ii0 Products V07 PlotlD Length Product Plies Net Qty F1303 1`1302 F1301 23-01-08 11-05-00 7-11-08 1-3/411 x 16" 1-3/4" x 16" 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP VERSA -LAM® 2.0 3100 SP VERSA -LAMS 2.0 3100 SP 3 2 2 3 2 2 Roof Truss Connector List Manuf Product Qty USP JUS24 16 PORCH CEILING /�' T2 SHEATHING AT (2)HTS16 F15 r [- r L rT rL Lr r ,t ce) THD46 F16 "- LL I I \ I THD46 F16\ I I — \ I THD46 F16 -- SHEAT fALL CONT. THRU It-, LOWER ROOF TD GIRDER BELOW I THD46 F16 I THD46 F16 ° I THD26-2 FG02ff*--HTS16 LLL V(2)HTS16 LL (2)HTS16 `V06 Products V07 PlotlD Length Product Plies Net Qty F1303 1`1302 F1301 23-01-08 11-05-00 7-11-08 1-3/411 x 16" 1-3/4" x 16" 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP VERSA -LAM® 2.0 3100 SP VERSA -LAMS 2.0 3100 SP 3 2 2 3 2 2 Roof Truss Connector List Manuf Product Qty USP JUS24 16 (2)HTS16 F15 r [- r L rT rL Lr r ,t ce) THD46 F16 "- LL I I \ I THD46 F16\ I I — \ I THD46 F16 -- SHEAT fALL CONT. THRU It-, LOWER ROOF TD GIRDER BELOW I THD46 F16 I THD46 F16 ° I THD26-2 FG02ff*--HTS16 v 00 0 LL 14411114 FRAME UPPER LEVEL CONT. FROM 1 ST LEVEL TOP PLATE TO 2ND LEVEL TOP PLATE. DO NOT FRAME KNEE WALL © FLOOR SYSTEM ELEVATION. (2)HTS16 LLL LLL LLL i LLL V(2)HTS16 LL (2)HTS16 `V06 T� O> V07 M V08 T2 v 00 0 LL 14411114 FRAME UPPER LEVEL CONT. FROM 1 ST LEVEL TOP PLATE TO 2ND LEVEL TOP PLATE. DO NOT FRAME KNEE WALL © FLOOR SYSTEM ELEVATION. (2)HTS16 LLL LLL LLL i LLL 1 Ic M T2 PORCH CEILING /�' T2 SHEATHING AT OSB BLOCKING PER THD46 F03 / BOTTOM CHORD DETAIL 5E SO. THD46 /w OF TRUSS SEE ____= T27 F04 C� V) // �' 2/S0.1. ,i THD46 0 �'- I T27 F04 F04 THD46 — 0 - O — — ------ _----- �I � T2 \� F04 I o I THD46 F03 C/) �-__------- ----^— T2 � II 7,21 T26 (2)HTS16 H TS16 (2)HTS16 O� V09 0 0 0 1 - •� 1 I (2)HTS16 (2)HTS16 S1.2 1 I I V111 I 12 I SHEATH WALL CONT. I THRU LOW ROOF TO BEAM BELOW I V29 V13 I I V28 CN V14 I LL LL LLL LL I ml � I V27 V15 I V26 I O O V16 V25 V17 SHEATH WALL CONT. THRU LOW ROOF TO-/ V18 BELOW I I V19 N N N N r r �' `•'' __-. N M LO O O O O O O O O N N N- - N F— H H F— — Vr I O H H F- H L_ LL LL LL LL LL LL ao ao RD �00` 1 ao 0 0 V 11 1 1111-4- ~ (2)HTS16 (2)HTS16 SO DO S0.1 _ _- TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12D TOENAILS & 1—SIMPSON SDWC15600 SCREW UNLESS OTHERWISE NOTED FLOOR AND ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" = V-0" I jT2 /. i T26 V32 V31 i V30 I V21 SIM 5 SO.0 2 SO.1 10 SO.1 0 SYMBOLS LEGEND HTS16 DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES - 1. O S-1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET 50.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)SDWC CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.0. 4. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. TRUSS FASTENING DETAILS STUD DIRECTLY BELOW TRUSS TOP PLATE TO 5600—/STUD SDWC15600 TRUSS TIE DOWN WITH SIMPSON SDWC Rafter to Top Plate shown Truss to Top Plate similar Optimal 221¢' 10' 0' 30' 11 STUD DIRECTLY BELOW TRUSS " Max SDWC15600— TOP PLATE TO STUD SDWC15600 Note: 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. 2. Reference detail 4 for installation instructions. SIMPSON SDWC INSTALLATION RANGE STUD NOT DIRECTL I I A I BELOW TRUSS `�P'— SDWC15600 Note: Reference detail 20 for installation angle limit SDWC INSTALLATION Rafter to Top Plate shown (Truss to Top Plate similar) ox N�; �, 7 IISTUD NOT DIRECTL ®Do not install SDWC in hatched area SDWC15600 Overhang 1 1/2- MIN 2" MAX SDWC INSTALLATION RANGE X*" minimum edge distance for full values (with or without a plate splice) X' from top plate splice Offset for full values Rafter or Truss Splice may be in upper or - lower plate SDWC AT TOP PLATE SPLICE STUD NOT DIRECTLII BELOW TRUSS 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 4, eJew•."...•• �, ,.• ��GENs fG t� No. 1 EOE Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. FLOOR AND ROOF TRUSS PLACEMENT PLAN DO NOT SCALE DMENSIONS FROM THESE DRAWINGS. IF A [DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E O.R PLAN NAME CAPTIVA—SHINGLE DESIGN/DRAWN/CHECKEI) JWA / KIG /LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.2 SHEET % OF g SHEATH WALL CONT. THRU LOWER ROOF TO GIRDER BELOW CV �o QCn w� m OQ I- J w J p Q w �O w m 0S (2)2x6-1/1 T (2)2x6 w I SPF#2 o I POST. w/CS18 QI N-) H- cn Cn � I o(2)2x6 ( SPF#2 POST. w/CS18 SHEATH WALL CONT. THRU LOW ROOF TO BEAM BELOW SECOND FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" PROVIED ti INTERMEDIATE JACK STUDS. (2)2x6-1 /2 x u % O QC/) w M r -- 0 \O Q J W __J 0 Q Ci w mm O Li m ------- 'A _-__- SHEATH WALL CONT. 0o THRU LOW ROOF TO BEAM BELOW 1 j/ STRAP WALL I TO BEAM I I BELOW PER DETAIL 11/S0.2 1711 PROVIEDMIN. (2) I 14 INTERMEDIATE JACK-- STUDS. ACK�STUDS. 1 N N CS18- CS18 © BOTTOM OF STUD WHERE NOTED. SEE DETAIL I AT BOTTOM RIGHT OF PAGE. STRAP WALL TO BELOW PER 9/SO.2 (2)2x10-2/2 STRAP HEADER _7 I PER 7/S0.1 I 4 S0.1 x PROVIED MIN. (2) INTERMEDIATE JACK STUDS. U X 1 - - 1 00 (2)2x6-1/1 V) U N SW: 3/6 V) C) N I I Cn U SW:3/6 N STRAP WALL `v TO BEAM Q I BELOW PER ---------= DETAIL 11/S0.2. m SW: 3 A o J H- Q II I _jw Q O I ry Li DESIGNATES THE HEADER SIZE, NUMBER m Q � � I I U)w0 - BEAM OR TRUSS, SEE PLAN m N �o Q� w M J O Q J w Q� � o- w mm O w ED N Q ::ELj O �am� mm�� ��o� cn m w O SHEATH WALL CONT. THRU LOW ROOF TO BEAM BELOW SHEATH WALL CONT. THRU LOW ROOF TO BEAM BELOW ANUM11LUIUNAL NLUUIRLMENIS 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 3/SO.O FOR ADDITIONAL ANCHORS AT SHEARWALLS COMBINED USE PANEL NOTES 1. EXTERIOR WALL SHEATHING SHALL BE CONTINUOUS FROM BOTTOM PLATE TO UPPER MOST TOP PLATE. SEE DETAIL 1/S0.1 FOR SHEATHING SPLICE LOCATIONS FOR MULTI STORY CONDITIONS 2. SEE SHEET SO.0 FOR WALL SHEATHING SPECIFICATIONS_ 3. UPPER MOST TOP PLATE SUPPORTING ROOF MEMBERS SHALL BE STRAPPED AS SHOWN IN DETAIL 1 /SO.0 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.0 GENERAL NOTES 1. SEE DETAIL 2/SO.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.O FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/SO.O 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/S0.0 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 5/SO.1 6. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 5A/SO.1 7. AT PORCHES, SEE DETAIL 2/S0.1 FOR FRAMING AND HOLD DOWNS CS18 STRAPPING DETAIL WALL FLOOR TRUSSES OR JOIST. WALL CS18 STRAP w/ 10" END LENGTH. FASTEN THIS END w/ 9-10d. o= wUj � z oLi J NO NAILS REQUIRED IN CLEAR SPAN z� Z jCD z J 'S18 STRAP w/ 10" -ND LENGTH. FASTEN THIS END w/ 9-10d. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 FL: CA # 8344 SC: CA# 3579 • No -0 S T OF :'ll� tri �` ••• i,•..•• 4,, Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SECOND FLOOR FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CAPTIVA-SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG /LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.3 SHEET 8 OF Q J T IVI0ULJ LLULINU DESIGNATES SHEARWALL_ THE HIDDEN ---------= LINE DESIGNATES SIDE OF WALL THE SW: 3 A SHEARWALL SHEATHING TO BE APPLIED. 8d @ b1 DESIGNATES 8d COMMONS 0 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 ANCHOR LEGEND X" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 12/SO.1 X5 5/a A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 12/SO.1 3A" A307 DIAMETER THREADED ® ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 12/SO.1 /��j� ATER DIAMETER THREADED l``J��r)� ROD ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 12/SO.1 - SIMPSON HTT5 SEE DETAIL 15/SO.1 • SIMPSON DTT2Z SEE DETAIL 15/S0.1 SIMPSON LTT208 SEE DETAIL 15/50.1 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. Qr MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-I TO 14'-0"2x6 SPF#2 0 16" O.C. INTERIOR 10'-0" MAX 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 ANUM11LUIUNAL NLUUIRLMENIS 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 3/SO.O FOR ADDITIONAL ANCHORS AT SHEARWALLS COMBINED USE PANEL NOTES 1. EXTERIOR WALL SHEATHING SHALL BE CONTINUOUS FROM BOTTOM PLATE TO UPPER MOST TOP PLATE. SEE DETAIL 1/S0.1 FOR SHEATHING SPLICE LOCATIONS FOR MULTI STORY CONDITIONS 2. SEE SHEET SO.0 FOR WALL SHEATHING SPECIFICATIONS_ 3. UPPER MOST TOP PLATE SUPPORTING ROOF MEMBERS SHALL BE STRAPPED AS SHOWN IN DETAIL 1 /SO.0 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.0 GENERAL NOTES 1. SEE DETAIL 2/SO.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.O FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/SO.O 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/S0.0 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 5/SO.1 6. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 5A/SO.1 7. AT PORCHES, SEE DETAIL 2/S0.1 FOR FRAMING AND HOLD DOWNS CS18 STRAPPING DETAIL WALL FLOOR TRUSSES OR JOIST. WALL CS18 STRAP w/ 10" END LENGTH. FASTEN THIS END w/ 9-10d. o= wUj � z oLi J NO NAILS REQUIRED IN CLEAR SPAN z� Z jCD z J 'S18 STRAP w/ 10" -ND LENGTH. FASTEN THIS END w/ 9-10d. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 FL: CA # 8344 SC: CA# 3579 • No -0 S T OF :'ll� tri �` ••• i,•..•• 4,, Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SECOND FLOOR FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CAPTIVA-SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG /LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET S1.3 SHEET 8 OF Q TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12D TOENAILS & 1—SIMPSON SDWC15600 SCREW UNLESS OTHERWISE NOTED ROOF TRUSS PLACEI 4ENT PLAN SCALE: 1/4" = 1'-0" ki END GEB03 /S0.2 SYMBOLS LEGEND HTS16 DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES, 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET 50.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)SDWC CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.0. 4. WHEN USING (2)H2.5T CLIPS ON 1'/z" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. TRUSS FASTENING DETAILS o� !oo em�� o oo�m 0 oo4�ovZ. v o0 �ov vo STUD DIRECTLY BELOW TRQaS_1 TOP PLATE TO SDWC15600 STUD SDWC15600 TRUSS TIE DOWN WITH SIMPSON SDWC STUD DIRECTLY BELOW TRUSS SDWC15600 Rafter to Top Plate shown Truss to Top Plate similar Optimal 221' 10' 0* 30' )�"Max TOP PLATE TO STUD SDWC15600 Note: 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. 2. Reference detail 4 for installation instructions. SIMPSON SDWC INSTALLATION RANGE STUD NOT DIRECTL L�j BELOW TRUSS SDWC15600 Reference detail 2a for installation SDWC INSTALLATION Rafter to Top Plate shown (Truss to Top Plate similar) NZ -­I limit STUD NOT DIRECTL 111 BELOW TRUSS ®Do not install SDWC in hatched area 1 1/2- MIN 2• MAX SDWC15600 SDWC INSTALLATION RANGE 7i` minimum edge distance for full values (with or without a plate splice) Y' from top plate splice Offset for full values Rafter or Truss Splice may be in upper or lower plate SDWC AT TOP PLATE SPLICE BELOWNOT TTRUSSRECTLl1 I Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 N 1 ST OF •;'Q Luis A. -P'ontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 2� U Q `n w � m � LLJ U Lij 7 Z QZa m < Lij J Q O Oa.) w N m 00 J U ROOF TRUSS PLACEMENT PLAN DO NOT SCALE DIMENSIONS FROV1 THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.P PLAN NAME CAPTIVA—SHINGLE DESIGN/DRAWN/CHECKED JWA / KIG /LAP DATE 07/16/2018 SCALE AS NOTED LPA No. TOLL -18-00655 CONTROL No. 5038 SHEET SIA SHEET g OF g