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GABLE Eno >�-� <br />=,k HIPNw <br />ROOF VMND DESIGN PRESSURES <br />NET (GROSS) ASCE 7-16 <br />ZONE 1 = 52.70 PSF (62.70) <br />ZONE 3 = 60.50 PSF (70.50) <br />ZONE 2e 60.50 PSF (70.50) <br />ZONE 3e = 69.80 PSF (79.80) <br />ZONE 2n = 69.80 PSF (79.80) <br />ZONE 3r = 83.80 PSF (93.80) <br />ZONE 2r = 69.80 PSF (79.80) <br />"A"= 4'-W END ZONE DISTANCE <br />BASIC WIND SPEED: 160 MPH <br />EXPOSURE CATEGORY: "C" <br />RISK CATAGORY: II <br />APPLICABLE INTERNAL <br />PRESSURE COEFFICIENT: H- 0.18 <br />ROOF DIAPHRAGM <br />FOR ASPHALT SHINGLE ROOF, USE MIN 19132' STRUCTURAL SHEATHING <br />EXP 1 4020 FOR CEMENTITIOUS TILE AND METAL ROOFING USE MIN. <br />19I3Z' STRUCTURAL SHEATHING EXP 1 (4020).(SEE TABLE FOR FIELD <br />AND EDGE SPACING) SEE DETAIL. <br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN <br />NAILS @ 4" O.C. EDGEWISE 2.4 BLOCKING ALL PANEL JOINTS WY IN 4' OF <br />GABLE END. <br />ROOF/ WALL/ FLOOR <br />SHEATHING <br />FASTENER SCHEDULE <br />SIZE <br />HEAD <br />LENGTH <br />DIA, <br />TENSILE STR. <br />SHANK <br />ASTM <br />10d <br />RING SHANK, <br />212" <br />0.131 <br />F1667 <br />SCREW SHANK <br />170,000 <br />RING <br />(16-20 RINGS <br />RSRS-03 <br />Ed <br />RING SHANK <br />F16 67 <br />SCREW SHANK <br />ER INCH ) <br />RSRS-01 <br />8d <br />RINGSHANK, <br />PNEUMATIC <br />2 3/8" <br />0.113 <br />F1667 <br />SCREW -NAILS <br />RSRS-01 <br />K IItH uH IKUJ, <br />ROOF SHEATHING <br />EXTERIOR SHEATHING <br />Z <br />USE 12" COX OR 7/16' O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" <br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP <br />o ❑_ <br />BOTTOM PANEL AND ad RING SHANK GUN NAILS AT 6' O C. AT <br />m <br />INTERMEDIATE SUPPORTS OR 7I16' ZIP SHEATHING SYSTEM (INSTALLED <br />PER MANUR SPECS.) SEE DETAIL <br />BUILDING LENGTH L <br />ROOF SHEATHING LAYOUT <br />AND ENDWALL BRACING <br />FOR GABLE END FRAMING <br />ROOF SHEATHING ATTACHEMENT SPACING <br />NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED <br />ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6' O.C. IN FIELD <br />TRUSS 2.4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @ <br />ZONE 2e, 2n, 2T. 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD <br />16'O C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP <br />ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD <br />BLOCKING @ 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA. <br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/ <br />aI nrumlr_ oco ntnn lur erucro n c <br />NOTE ROOF SHEATHING THICKNESS WAS CALCULATED <br />AND ADHERES TO ASCE 7-16 <br />BRIN WNNALQOC <br />TIIBN. <br />Oi- 61 <br />m0 <br />1. RING SHANK GUN NAILS <br />SEE "ROOF SHEATHING ATTACHMENT' <br />TABLE FOR FIELD SPACING , <br />C#8 2' DECK SCREWS @ 6'A" O.C. MAX 0 <br />EDGES & 17O.C. MAX IN FIELD. UNTHREADED <br />SHANK TO EXTEND BEYOND THICKNESS OF <br />SUB -FLOOR SHEATHING <br />FYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS <br />GENERAL NOTES: <br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND <br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT <br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN <br />I <br />ON STRUCTURAL DRAWINGS. APPUCABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION <br />ACI 318-14, BUILDING CODE REQUIREMENTS <br />FOR STRUCTURAL CONCRETE, TMS 402I602-16 AISI SPECIFICATION FOR THE DESIGN OF <br />COLD,FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS <br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND <br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, <br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. <br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC331C33M MMMMAGGREGATE SIZE SHALL BE W. <br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER <br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3W. <br />PROVIDE 64AL CONTINUOL]S POLYETHYLENE VAPOR BARREN MEMBRANE UNDER ALL R1830NGRIX#D WHERE INDICATED ON <br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WFI H ADHESIVE TAPE <br />FORM -WORK - <br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, <br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH ACI 347 LATEST <br />EDITION'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK <br />WOOD: <br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. <br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, <br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF <br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE <br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES <br />SWILL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF BORATE PRESERVATIVE TREATMENT: DI SODIUM <br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY <br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED <br />W/ DOT SHALL BE HOT DIPPED G 1LV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT <br />CONTAINS MORE THAN SP OF HEARTWOOD. <br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE <br />DRAW NGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT <br />EXCLUSIONS FROM THESE PLANS: <br />MINIMUM NAILING PER FSCR 2020, 7th EDITION. SEE NAILING 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 <br />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 />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED <br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS <br />WELDED WIRE MESH' <br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. <br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, <br />TEMPORARY BRACING, GUYS OR TIE -DOWNS. <br />WELDED WIRE MESH, SHALL BE ASTM Al OB4/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE <br />WOOD TRUSSES: <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 3'-0' OC, EACH WAY- <br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THENATIONAL DESIGN SPECIFICATIONS FOR <br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION <br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND <br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. O <br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. <br />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 <br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446IA446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. <br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE <br />DESIGN LOADS: W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL <br />CONTRACTOR SHALL SUBMIT RESAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION' <br />ROOF: LIVE LOAD FLOOR: LAVE LOAD 40 psf AND VERTICAL BARS SHALL LAP e x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED <br />20 Pt TOP CHORD-nancanwrrent NEVIWOOD TRUSSES. <br />10 psf BTM CHORD +ron-oo Ol TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" Y6 BAR - 45 BAR - 30" #7 BAR - 47' 42' TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF <br />PROVIDE 36' x W CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS 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 WITH ANSVASCE 7 88: 1990. <br />pMT TOP CHORD <br />p TOP CHORD <br />(7 psf ASPHALT SHINGLES) <br />(1 pssf wl No GYPCRETE) <br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, <br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS. <br />10 psf BTM CHORD <br />5 <br />p 5 p <br />psf BTM CHORD <br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH <br />DEAD LOAD TO RESIST W ND UPLIFT: 10pof <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 />es <br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. <br />STAIRS LIVE LOAD 40 Psf <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 />WIND: DEAD LOAD SPEED =10) MPH SUSECONDCRI GUST <br />(ASCE EXPOSURE C, RISK CATEGORY IO <br />(FBCBLE <br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. <br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL <br />BIT ATTIC <br />LAVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED <br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT <br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE <br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: (EXTERIOR) <br />WITHOUT THE APPROVAL OF THE ENGINEER. <br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL <br />NTS: OW, PASSENGER <br />AND DECKS: GUARDS AND HANDRAILS: 200p GUARD COMPONENTS: SOOM PASSENGER <br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION <br />OM: 4 <br />VEHICLE GARAGES: SOps( ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS: <br />AGE E <br />MASONRY' <br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA <br />40p6f <br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OF THE <br />"SPECIFICATION MASONRY STRUCTURES" TMS 402 BUILDING CODE REQUIREMENTS FOR MASONRY <br />LICENSED PROFESSIONAL ENGINEER. <br />SHOP DRAWING REVIEW. <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 FACILITATE THE <br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH THE DESIGNING INTENT <br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY. TY OF THE CONTRACTOR TO VERIFY <br />THE MASONRY STANDARDS JOINT COMMITTEE <br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS <br />PROVIDED BY THE TRUSS ENGINEER. <br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. <br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE <br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK <br />CO <br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT <br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. <br />MANUFACTURED IN CONFORMANCE WTH ASTM GRADE f.MA = 2000 PSI. BLOCK SHALL BE PLACED USING <br />MANUFACTURED <br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR <br />DRA N UBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM W GS S <br />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 DOCUMENT'S) 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 W A SLUMP OF 6" TO 10°. USE ONLY MECHANICAL VIBRATION <br />TO CONSOLIDATE GROUT. <br />FOUNDATIOW SITE PREPARATION: <br />TYPE "M" OR'S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE <br />E SIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2 000 FOOTING FOOTINGS VIER DE �. <br />PROPORTIONED AND MIXED DUNNED UNDER ASTM 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 8E SIB" THICK UNLESS OTHERWISE NOTED. REMOVEVE MORTAR PROTRUSIONS THAT EXTEND INTO <br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL <br />SOIL FOR TERMITE PROTECTION. <br />CELLS TO BE FILLED. <br />THE OWNER 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 />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE <br />CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE <br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL <br />BE MADE BY THE GEO-TECH. ENGINEER. <br />CONCRETE: <br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: <br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ON-GRADE <br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB, <br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS, WITH HISTORICAL <br />STRENGTH DATA FOR EACH SEPARATE NIX PRIOR TO <br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5PH- PRIOR TO THE ADDITION OF PLASTICIZER. <br />CONCRETE SWILL COMPLY WITH All THE REQUIREMENTS OF ACI 318AND ASTM C94CM 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 MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON <br />TFIERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL <br />BE THE RESPONSIMUTY OF THE TESTING LABORATORY TO NOTIFY THE OVMERS REPRESENTATIVE AND THE CONTRACTOR OF ANY <br />NON COMPLIANCE WITH THE ABOVE, <br />REWIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: <br />A 3PFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH IFOUNDATIONS): <br />B. FOR CONCRETE EXPOSED TO EARTH ANDIORWEATHER <br />/-12PFOR #b AND SMALLER <br />2PFOR MAND LARGER <br />C FOR CONCRETE NOT EXPOSED TO WEATHER <br />3/4' FOR SUBS, WALLS AND JOISTS <br />1-1QPFOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS <br />FILLCM CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL <br />REINFORCING. <br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O <br />STRUCTURAL STEEL: <br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE <br />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 />A36/A36M, Fy - 36 k FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM <br />A500/1 <br />00M, GRADE B, Fy = 46 W. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy = <br />35 k. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. <br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE-NUr LEVELING. ALL <br />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WTH 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. JSOLTS ARE TO BE STEEL, <br />FASTENER SCHEDULE <br />VMNDOW AND <br />DOOR BUCK <br />FASTENERS <br />FASTENER <br />APMICATON <br />SIZE <br />TYPE <br />SPADING <br />REMARKS <br />PPPLICATiON <br />SHE <br />TYPE <br />1- <br />REMARKS <br />x2PTFUMINGTO <br />CASE NaRBENED- <br />_ <br />e. <br />GARAGEDOOR BUG( <br />TO MASONRv,RWC. <br />N,qA <br />NO WA91Rt <br />iAPCCN MA�OfRv <br />e•0� <br />?ENBED..'ENBg3T., <br />tl?EDGE BAST. <br />6Gq PL. ExT. gXW3 <br />CASE HPRBENED qxL <br />9'QIC <br />WINBOWNOORI FASTENED <br />GARAGE BOOR BOCK <br />316-g0.0R <br />M'- <br />E%PANBION BOLT <br />140C(gA) <br />YEMBE�., O"EIJG DISH.. <br />Ix PT. SEENOTEB <br />1- <br />O,C It?qIS <br />Eg6i. <br />GSE NxRDEKED Wl1. <br />aac <br />YnNDowmooa PASTENEB <br />RAPro <br />CONTACT THIS ENGINEER FOR SPACING <br />+x PT sEErpTEs <br />sTAccERED <br />mwsonA`'av ICONO <br />REQUIREMENTS <br />Exr.sWNG aooR iml w+As�REAa BUCK2x PTSEENJTE6 FASTNER P¢qC g6T.,1 EDGE DI6T. <br />2z Pi WPNpgN Btx:K PPF 21 Y�C� ENO p3T 1 <br />Pt O6NEEL COL, SEEW� EB a• EDGE g3T.1? <br />OTEB <br />NOTES <br />I. 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 MANUFACTURER'S SPECS AND / OR NCA <br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED <br />4. PAF SHALL BE HllTI X-ZF HEAR DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN <br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NDA OR THE SPACING DETAILED ABOVE <br />IS W NOOW AND DOOR BUCKS SHALL BE AS W DE OR NICER AS THE DOOR OR WNDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WTH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND <br />2x MEMBERS ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE. <br />1441 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL32760 <br />PH: 407-7746078 <br />FAX 407-7744078 <br />wwwabdesigngroup.com <br />AA #: 0003325 J <br />14 <br />44 <br />N <br />a <br />C <br />3 <br />4M. <br />cl <br />C <br />a <br />L <br />A <br />w <br />L <br />O <br />9 <br />r <br />BUSDIV. Be L.07il <br />ABBOTT PARK <br />LOT #8 <br />BLK #12 <br />PHASE #4C <br />PROJECT# <br />04181.04C-08121 <br />i[ODEL' <br />4EBB <br />"1828-CALI" <br />GARAGE 8111RMG: <br />LEFT <br />PAGE: <br />DETAILS <br />160 MPH E C <br />Ci <br />A ABOtKMACRA <br />NO 93723 of <br />D 12/07/21 <br />II <br />SCALE: 1/4"=1'-0" <br />HEFT <br />s N1 <br />