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FOR ASPHALT SHINGLE ROOF, USE MIN 7/16' STRUCTURAL <br />SHEATHING EXP 1(24/16) or 15/32" STRUCTURAL SHEATHING EXP 1 <br />(32/16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/37 <br />STRUCTURAL SHEATHING EXP 1 (32/16) .(SEE TABLE FOR FIELD AND <br />EDGE SPACING) SEE DETAIL. <br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN <br />NAILS Q 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN 4' <br />OF GABLE END, <br />SHEATHING <br />FASTENER SCHEDULE <br />NAZI. RFOUIRFMFNTS <br />SIZE <br />HEAD <br />LENGTH <br />DIA <br />TENSILE STR. <br />SHANK <br />I ASTM <br />8d <br />RING SHANK, <br />2 3/8" <br />0.113 <br />170,000 <br />RING <br />(16-20 RINGS <br />F1667 <br />RSRS-01 <br />SCREW SHANK <br />PER INCH) <br />8d <br />RING SHANK, <br />PNEUMATIC <br />23/9' <br />0,113 <br />F1667 <br />SCREW -NAILS <br />RSRS-01 <br />EXTERIOR SHEATHING <br />USE 1l2' CDX OR 7/16' O.S.B. PLY WITH Bd RING SHANK GUN NAILS AT <br />4" O.C. AT PANEL SIDES AND ed RING SHANK GUN NAILS 4" O.C. TOP & <br />BOTTOM PANEL AND Sd RING SHANK GUN NAILS AT 6' O.C. AT <br />INTERMEDIATE SUPPORTS OR 7/16' ZIP SHEATHING SYSTEM <br />(INSTALLED PER MANUF. SPECS-) SEE DETAIL <br />ZONE 1: 8d NAILS R 4" O.C. ON EDGE AND 6' O.C. IN FIELD <br />ZONE 2e, 2n, 2, Sd NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD <br />ZONE 3,3e, 3r 8d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD <br />8d RING SHANK GUN NAILS 0 4" O.C. <br />TOP & BOTTOM EDGES . <br />li <br />. . . . . . . . . <br />TYP. EXT.SHEATHING ATTACHMENT <br />to N <br />t3J W <br />m U <br />U <br />U <br />00 <br />9 <br />RAFTER OR TRUSS <br />ROOF SHEATHING <br />�����► it .. <br />BUILDING LENGTH.14 <br />I' <br />ROOF SHEATHING LAYOUT X <br />ANDENDWALLBRACING <br />FOR GABLE END FRAMING <br />NOTE GABLES -DROP GABLE END & (1) ADD'L DROPPED <br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING <br />16'0.C. IF NO DROPPED GABLE END, ATTACH 214 #2 SYP <br />BLOCKING @ 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA. <br />ENO. ATTACH ROOF SHEATHING TO RAFTERS 2/ <br />BLOCKING PER NAILING SCHEDULE <br />8d RING SHANK GUN NAILS <br />SEE "ROOF SHEATHING ATTACHMENT" <br />TABLE FOR FIELD SPACING <br />�#8 2' DECK SCREWS @ 6'-6' O.C. MAX <br />E GES & 12' O.C. MAX IN FIELD, UNTHREADED D <br />SHANK TO EXTEND BEYOND THICKNESS OF <br />SUB -FLOOR SHEATHING <br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS <br />GABLE -END <br />HIPROOf r A R' <br />FASTENER SCHEDULE <br />WINDOW AND <br />DOOR BUCK <br />FASTENERS <br />FASTENER <br />MRICgTroN <br />81ZE <br />TYPE <br />REMARKS <br />APPLICATIGN <br />SIZE <br />—I- <br />REMARKS <br />1#PrfUgRING TO <br />- <br />- <br />6, <br />GARAGE OOORBNK <br />MA6ONRVNx]NC. <br />tTAPNNMASONRY <br />ND WASHER <br />fAerEIER <br />6" <br />xE=ST`T., <br />°EDGE a6i. <br />%D.A_EXr. NOBS <br />CASE WRDEN WL <br />PQC <br />WINNWIOGOrt/FASTENED <br />CiARAGECOORBUCX <br />3�'ONi OR <br />18.OIC LBs oA) <br />(EMBED., <"ENO q6T., <br />T, SEE NOtE6 <br />—1 1— <br />MASONRVA»NC <br />TO MA90NRY/D>lO. <br />rd wA&1Q2 <br />IXPANSIONBOLT <br />Ra"qC (tIS qA) <br />3'ENEg6T. <br />vxroow Buac <br />G6EHARDE_mL <br />� <br />-To <br />CONTACT THIS ENGINEER FOR SPACING <br />•PT. BFE NpTE6 <br />111¢LONc. <br />D <br />I-- <br />REQUIREMENTS <br />SYMNG NOR (2)3/18'OA. "TAPf�!' 10°gC 1tYC EMBED, BEND. NONeEARING WOOD E%PAN6ICN I<"0.0 r'FA1BFD x"Ero <br />eugcn rr. sEE NOTES NowASHER AsiNER gsr.,11¢ENE qsT. qsT., 3°EVGE asr. <br />3 Pf WINDGV &ICx 0.138°PPFs 31Rr 4pC FEND.a5T.,1— <br />PTTOSTEELNL,SEE MN wASNER STAGGERED EDGE aST. <br />NOTE6 <br />NOTES <br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS <br />2- FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURERS SPECS AND / OR NOA <br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED <br />4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN <br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE <br />& WINDOW AND DOOR BUCKS SHALL BE AS VIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND <br />2x MEMBERS ARE SECURED WI TAPCONS OR PAF TO THE SUBSTRATE, <br />GENERAL NOTES: <br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33C38M. MAXIMUM AGGREGATE SIZE SHALL BE 314'. <br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND <br />WOOD: <br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT <br />PROVIDE 6%NRENTRNNED CONCRETE EXPOSED TO EARTH OR WEATHER <br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. <br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN <br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION <br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'. <br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, <br />ACI 318-14, BUILDING CODE REQUIREMENTS <br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF <br />FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF <br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDERALLSLABSONGRWNDWHERE INDICATED ON <br />MEMBRANE <br />POVIDEDRAWINGS. <br />ELASTICITY= 1,400,D00 PSI, ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE <br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONSPRESSURE <br />SEAMS LAPPED 61NCLffTMID SEALED WITHADHE <br />TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES <br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM <br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND <br />FORM -WORK: <br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY <br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, <br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, <br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED <br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN, <br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST <br />WI DOT SHALL BE HOT DIPPED CALM. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT <br />EDITION,'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. <br />CONTAINS MORE THAN W OF HEARTWOOD. <br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE <br />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT <br />EXCLUSIONS FROM THESE PLANS: <br />MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE RAILING SCHEDULE ON PLANS. <br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART <br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS <br />OF THE WORK <br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER <br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS <br />SYP #2. <br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING <br />IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND <br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS <br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, <br />TEMPORARY BRACING, GUYS OR TIE -DOWNS. <br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION <br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. <br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR <br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND, <br />DESIGN LOADS: <br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf <br />20 psf TOP CHORD ttGnconc rt <br />10 psf BTM CHORD rlon-con°Orrent <br />WELDED WIRE MESH: <br />WELDED WIRE MESH, SHALL BE ASTM AIO64/Al 064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE <br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL <br />BE SUPPORTED WITH 2' CHAIRS SPACED T-O- OC, EACH WAY. <br />REINFORCING STEEL: <br />REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 <br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE <br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. <br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL <br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S <br />REVIEW. <br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" 46 BAR - 39' <br />#5 BAR - SO" #7 BAR - 47' <br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED <br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. <br />WOOD TRUSSES: <br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE -NATIONAL DESIGN SPECIFICATIONS FOR <br />STRESS-fiRAOE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND <br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. <br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL <br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. <br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL <br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION' <br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED <br />WOOD TRUSSES. <br />PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS <br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF <br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR <br />DEAD LOAD <br />DEAD LOAD <br />FOR ADDITIONAL INFORMATION. <br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI/ASCE 7 88: 1990. <br />15 psf TOP CHORD <br />20 psf TOP CHORD <br />(7 psf w/ ASPHALT SHINGLES) <br />(10 psf w/ No GYPCRETE) <br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, <br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. <br />10 f BTM CHORD <br />5 psf BTM CHORD <br />D <br />THICKENED SLAB BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH <br />DEAD LOAD TO RESIST WIND UPLIFT: tOpsf <br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE <br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT <br />BALCONY LIVE LOAD 60 psf <br />WALL' <br />TRUSSESIGIRDERS TO COLUMNS AND WALLS FOR APPROVAL. <br />STAIRS LIVE LOAD 40 psf <br />WIND: DEAD LOAD SPEED =150 MPH 3-SECOND GUST <br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL <br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING <br />(ASCE 7-16 (FBC R2020) EXPOSURE B, RISK CATEGORY II) <br />INTO INTERSECTING WALLS AND HOOK AT ENDS- STAGGER SPLICES WHEREVER POSSIBLE. <br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL <br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED <br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT <br />STORAGE' 2DPV, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) <br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS <br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE <br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200ps1, GUARD IN FILL COMPONENTS: 50psf, PASSENGER <br />WITHOUT THE APPROVAL OF THE ENGINEER. <br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL <br />VEHICLE GARAGES' 50psf, ROOMS OTHER THAN SLEEPING ROOM' 40psf, SLEEPING ROOMS: 30psf, STAIRS' <br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION <br />40psf <br />MASONRY: <br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA <br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE <br />LICENSED PROFESSIONAL ENGINEER. <br />SHOP DRAWING REVIEW: <br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY <br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT <br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY <br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACIUTATE THE <br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS <br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY <br />THE MASONRY STANDARDS JOINT COMMITTEE. <br />PROVIDED BY THE TRUSS ENGINEER. <br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. <br />ALL BLOCK WALLS SHALL CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK <br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE <br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT- <br />ONF R AN <br />MANUFACTURED IN CONFORMANCE WITH ASTM G90, GRADE Pm = 2000 PSI. BLOCK SHALL BE PLACED USING <br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT <br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR <br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM <br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE <br />ALL TRUSS TO TRUSS CONNECTIONS. <br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED <br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH <br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER_ IN ALL INSTANCES, THE CONTRACT <br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS <br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN <br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" <br />WRITING BY THE ARCHITECT. <br />COURSE AGGREGATE, AND SHALL BE PLACED WI A SLUMP OF 6" TO 10'. USE ONLY MECHANICAL VIBRATION <br />TO CONSOLIDATE GROUT. <br />FOUNDATION/ SITE PREPARATION' <br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING <br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE <br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS <br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE <br />SHALL BE 318" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO <br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL <br />CELLS TO BE FILLED. <br />SOIL FOR TERMITE PROTECTION. <br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL <br />THE OMER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY <br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE <br />REINFORCING. <br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE <br />CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE <br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. <br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL <br />BE MADE BY THE GEO-TECH. ENGINEER. <br />STRUCTURAL STEEL: <br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE <br />CONCRETE" SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, <br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM <br />CONCRETE SHALL ACHIEVE MINIMUM 2B DAY COMPRESSIVE STRENGTHS AS FOLLOWS: A36IA36M, Fy = 36 k. FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM <br />A500/A500M, GRADE B, Fy = 46 W. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S, Fy = <br />2.500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE 35 Im. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. <br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. <br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO <br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" 4- PROR TO THE ADDITION OF PL STICIIER <br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318AND ASTM C94IC94M OR MEASURING, MANG, TRANSPORTING, <br />ETC. CONCRETE TICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN <br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SWILL NOT EXCEED 90 MINUTES. IF FOR ANY REASON <br />THERE IS DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL <br />BE THE RESPONSIBIUTY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY <br />NON COMPLIANCE WITH THE ABOVE <br />REWIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: <br />A. TFOR CONCRETE CASTAGAI T AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIONS): <br />B. FOR CONCRETE EXPOSED TO EARTH ANDAMWEATHER: <br />1-12" FOR 45 AND SMALLER <br />T FOR 4 <br />6 AND LARGER <br />C. FOR CONCRETE NOT EXPOSED TO WEATHER <br />3W FOR SLABS, WALLS AND JOISTS <br />1 <br />-12' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS <br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL <br />OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS <br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. <br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. <br />FIAR I <br />1441 N. RONALD REAGAN BLVD. <br />ORLANDO, FL 32750 <br />PH: 407-774-W78 <br />FAX 407-7744078 <br />www.abdesigngfoup.com <br />AA #: %03325 <br />DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPA, FLORIDA 33634 <br />PH: 813E862628 <br />FAX: 813886-2802 <br />SLTHDIV. & LOT <br />SILVERADO <br />LOT #2 <br />BLK 15 <br />PROJECT# <br />03719.001-02 <br />MODEL <br />2795-CAMDEN <br />GARAGE SUING: <br />LEFT <br />PAGE: <br />DETAILS <br />150ooWH EN. B <br />D I,PE 03/03/21 <br />SCALE: 1/4"=1'-0" <br />SHEET <br />S N1 <br />