Loading...
HomeMy WebLinkAboutDETAILS3 GABLE- END iY.Yt � � • � (�ryt7r # t © t © t # �rY+ t � � � � �"tY# � . M HIPROOF ROOF WING DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) "A"= 4-0" END IANE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C' RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT +- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN, 5/8 CDX EXT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE END. ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILESTR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING (16-20 RINGS SCREW SHANK PER INCH) 8d SCREW SHANK 2 1/2" 0.120" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' 2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS—, ROOF SHEATHING —1 EXTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16"ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. V U) J_ Q Zw Z � � W CD Y Z U = O to C z 0_ 00 00 8d RING SHANK GUN NAILS @ 4" O.C. .. TOP & BOTTOM EDGES „ Q 1 • Z Z :D 0 J W LL z = cn U O va C7 0 @ . 000 00 Z rn O z I 00 J Y� Q W rn U �w WU@@ U 1= U �< O 00 W z D- IIIII BUILDING LENGT� ROOF SHEATHING LAYOUT FOR GABLE END FRAMING TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4'. WOOD' STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSEDTO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4". ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14, BUILDING CODE REQUIREMENTS PROVIDE 6-MIL UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb= 1100 PSI AND A MODULUS OF ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE. PRESSURE TREATED. PRESSURETREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN M" OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBGR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER. NON STRUCTURAL ITEMS PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER OF THE WORK. ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED SEQU ENC ES TO I NSU RE SAFETY OF TH E BU I L DI NG AN D ITS COM PON ENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: TEMPORARY BRACING, GUYS OR TIE -DOWNS, TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE •'NATIONAL DESIGN SPECIFICATIONS FOR THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY. STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND DESIGN LOADS: SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPIM/TCA BCSI 1" SUBJECTTO ENGINEER'S REVIEW. COMMENTARYAND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" WOOD TRUSSES. 20 psf TOP CHORD -non-concurrent #5 BAR - 30" #7 BAR - 42" 10 psf BTM CHORD -non-concurrent PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF FOR ADDITIONAL INFORMATION. LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR DEAD LOAD DEAD LOAD INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 15 pefTOP CHORD 20 psf TOP CHORD ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, (7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 10 psf BTM CHORD 5 psf BTM CHORD MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE DEAD LOAD TO RESIST WIND UPLIFT: 10psf WALL. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. BALCONY LIVE LOAD 60 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL - FBC CATEGORY II ASCE 7 10 R2017 EXPOSURE C RISK CAT ( ( ) , ) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATET HE INSTALLATION OF EMBEDDED ITEMS S HEADER ENGINEERING. DISCREPANCIES FROM THESE LAYOUTS THAT OUT SPANS & ALL TRUSS/ t H NG. ANY LAY WITHOUT THE APPROVAL OF THE ENGINEER. AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE SHOP DRAWING REVIEW: STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. "SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR LICENSED PROFESSIONAL ENGINEER. ALL SHOP DRAWINGS SHALL BE REVIEWED BYTHE CONTRACTORS PRIOR TO SUBMITTAL TO MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. PUBLISHED BYTHE MASONRY STANDARDS JOINT COMMITTEE. CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSSAND GIRDER REACTIONS SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON- TRACT DOCUMENTS)ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK PROVIDED BY THE TRUSS ENGINEER, THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE T, THE ENGINEER. } MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BYTHE ARCHITECT. ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS ALL TRUSS TO TRUSS CONNECTIONS. FOUNDATION/ SITE PREPARATION: NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION COURSE CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS FOOTINGS WERE DESIGNED FAR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 TO CONSOLIDATE GROUT. WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY LATEST CATALOG. OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE ACCORDANCE WITH ASTM D-1357. TREAT ALL SOIL FOR TERMITE PROTECTION. PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270, HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER CELLS TO BE FILLED. TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL � RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN REINFORCING. CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER. LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. CONCRETE: STRUCTURALSTEEL: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, _ 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE - 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, F_y = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE CONTRAICTOR SHALL SUBMIT PROPOSED MXDESIGNS, WITH HISTORICAL STRENGTH DATA COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. FOR EAdH SEPARATE MIXPRIORTO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"+1-PRIOR TO THE ADDITION OF PLASTICIZER. ANCHOR BOLTS AT THE COLUMN BASES ,SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT, BOLTS SHALL CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OFACI 301 AND ASTM C-940R BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL BE THE RESPONSIBILITY OF - THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE - ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: 1-VT FOR#5 AND SMALLER 2" FOR #(6AND LARGER C. FOR CONCRETE NOT EXPOSED TO WEATHER $14" FOR SLABS, WALLS AND JOISTS 1-117FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE WINDOWAND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HAPPENED COIL 8" O/C GARAGE DOOR BUCK SEE DETAIL SEE DETAIL SEE DETAIL SEE DETAIL MASONRY/CONC. NAIL 11/2"LONG . TOMASONRY/GONG. SGD, AL EXT DOORS CASE HARDENED COIL 9" C/C WINDOW/OOOR/FASTENED: GARAGE DOOR BUCK SEE DETAIL SEE DETAIL SEE DETAIL SEE DETAIL 1x PT, SEE NOTE7 NAIL 1 112"LONG. STAGGERED INTO MASONRY/GONG. TO MASONRY/CONC. CONTACT THIS ENGINEER FOR SPACING WINDOWBUCK CASE HARDENED COIL 91,0/C WINDOW/DOOR/FASTENED METAL STRAP TO 1x PT, SEE NOTE NAIL 11/2"LONG, STAGGERED INTO MASONRY/CONC. MASONRY/CONC. REQUIREMENTS EXT, SWING DOOR 'I/4"' "TAPCON" 11/2"EMBED, 4"END - NON -BEARING WOOD 12" C_XPANSION 24 OLC 4"EMBED .4"END BUCK 2x PT, SEE NOTE 7 NOWASHER FASTNER 12 O/C DIST„11/2"EDGE DIST- WALL TO CONC. SLAB W/WASHER BOLT DIST.,3"EDGEDIST. 2x PT WINDOW BUCK 0.138°I�AFx21B" 9"O/C 4" END DIST., 11/2" i PT TO STEEL COL., SEE W/VVASHER STAGGERED EDGE DIST. I NOTE NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WTH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/TAPCONS OR PAF TO THE SUBSTRATE. 1441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA #: 0003325 AIIIIII STJHDIV. & LOT: CREEKSIDE LOT 32 PROJECT# 03900.009 MODEL 4EHB "2605—HAYDEN" GARAGE SWING: RIGHT PAGE: DETAILS MPH EXP.)160 ARCHITECT- STATE OF FLORIDA :A _ � J r'R`jm JL DATE: 05 15 18 SCALE: 1 /4" SHEET m FIIe C'®ps