|
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16' STRUCTURAL
<br />SHEATHING EXP 1(24116) or 1S/32" STRUCTURAL SHEATHING EXP 1
<br />(32116), 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 Sol RING SHANK GUN
<br />NAILS R 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN W
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />8d
<br />RING SHANK,
<br />2 3J8"
<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 />RINGSHANK,
<br />PNEUMATIC
<br />2 3/6'
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 1/7' CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
<br />4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM
<br />(INSTALLED PER MANUF. SPECS.) SEE DETAIL.
<br />ROOF SHEATHWO ATTACHEMENT SPACMNO
<br />ZONE 1: Sol NAILS 0 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: SO NAILS (M4' O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r Sd NAILS ®4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />Sol RING SHANK GUN NAILS 0 4" O.C.
<br />TOP & BOTTOM EDGES
<br />11
<br />li '
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />9�
<br />�3
<br />m
<br />T BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />TE: GABLES -DROP GABLE END & (1) ADIYL DROPPED
<br />TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING 0
<br />16'O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
<br />BLOCKING ® 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. 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 1
<br />#8 7' DECK SCREWS ® 6'-8" O.C. MAX Q
<br />EDGES & 12' O.C. M6X IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />I TF'. 4/4" 1 &U bUB-FLUUH UtUKING ULUtU I U ALL tAYVA'tU MtMt tHS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLICATION
<br />BIRD
<br />ttPE
<br />SPACING
<br />REMMxB
<br />MPLICATNMI
<br />SIZE
<br />TYPE
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<br />MABOWiY rCONG
<br />REQUIREMENTS
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<br />rooTEs
<br />NOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOOR$, W NDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NQA
<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 NQA OR THE SPACING DETAILED ABOVE
<br />8. W NDOW AND DOOR BUCKS SHALL BE AS MADE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SW NG DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W TAPCONS OR PAP TO THE SUBSTRATE.
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED W CONCRETE SHALL CONFORM TO ASTM C331MM. MAMMUMAGGRFGATE SIZE SHALL BE 3W.
<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 B%AIR ENTRAINED 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, 7m EDITION
<br />ALL E7POSED EDGES OF CONCRETE ARE TO BE CHAAPBLED 314'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACT 318-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb= 1100 PSI ANDA MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROWDE "IL CONTINUOUS POLYETHYLENE VAPOR
<br />VAPORTH RR
<br />BARRIER MEMBRANE UNDER ALL SIABSOH1RW11A WHERE INDICATED ON
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-18 AND AISC SPECIFICATIONS
<br />DRAWINGSSEAMS TAPPED B INCHES AND SE
<br />. ERNE TAPE.
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL 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 DRAW NGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<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 NTH ACT 347 LATEST
<br />N DOT SHALL BE HOT DIPPED GALV. 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, 781 EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING NTH 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 WTH 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 WTHOUT 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 AT OWAt 064M, GRADE 65 AND BE PLACED IN ACCORDANCE NTH THE
<br />WOOD TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />ACT TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2' CHAIRS SPACED Y-O' OC, EACH WAY,
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE NTH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<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.
<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
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.038' AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />RESAR SHALL BE ASTM A815A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A44WA446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS:
<br />N THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACT STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL-0LATE-CONNECTEO-WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 p•f
<br />AND VERTICAL BARS SHALL LAP 8 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 pef TOP CHORD won —current
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: 04 BAR - 25' 08 BAR - 38"
<br />WOOD TRUSSES.
<br />10 pef BTM CHORD ran-conwrreM
<br />#5 BAR - 30" #7 BAR - 42"
<br />TRUSS MANUFACTURER W LL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36' x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI/ASCE 7 88: 1990.
<br />15 pf TOP CHORD 20 pet TOP CHORD
<br />(7 paf Wl ASPHALT SHINGLES) (10 psf 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 MANUFACTURER'S INSTRUCTIONS.
<br />10 per STM CHORD 5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: IOpaf
<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 />WINO DEAD LOAD SPEED 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 (FBA 020) EXPOSURE B, RISK CATEGORY ILA
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER M RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10IT UNINHABITABLE ATTIC NTH LIMITED
<br />BIT ATTIC
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pe1, 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: 40pef, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50pef, 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: 5W,, 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 />MASONRY.
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH 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 DRAW NGS WILL BE REVIEWED FOR GENERAL COMPUANCE 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 FACILITATE 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 WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL BLOCK WALLS SHALL BE TWO -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 ORANNG9 SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 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 SWILL COMPLY WITH
<br />WTHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-478, 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 8" TO IT. 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 Ng'THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION,
<br />FILL CMU CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL
<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 />REINFORCING.
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />LAP VERTICAL REBAR 8 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<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 />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />CONCRETE:
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />OTH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A361A36M, Fy = 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/A50DM, GRADE B, Fy = 46 W. STRUCTURAL PIPE SHALL BE ASTM AS3IA53M, GRADE B, TYPE E OR S, Fy =
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLABCN-GRADE
<br />35 bi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURALTERRACE SUB
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PPoORTO
<br />OTHER BOLTS SHALL TURNED ELEMENT. BOLTS
<br />ACCORDSTM 25CEWIM BOLTS
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"+F PRIOR TO THE ADDITION OF PLASTICIZER
<br />HNTHWASHENUTRS
<br />METHOD.NDER
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />IN
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACT 318 AND ASTM C91IC94M OR MEASURING, MANG, TRANSPORTING,
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER M ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SWILL NOT EXCEED 90 MNUTES. IF FOR ANY REASON
<br />THERE 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 RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE WITH THEABOVE
<br />REQUIRED CONCRETE COVERAGE OVER DEBAR SHALL BE AS FOLLOWS:
<br />A YFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH( FOUNDATIONS)
<br />S. FOR CONCRETE EXPOSED TO EARTH ANDAORWEATHER
<br />I:11T FOR 45AND SMALLER
<br />ZFOR#B AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED 70 WEATHER
<br />3" FOR SLABS, WALLS AND JOISTS
<br />1-1R' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />8UNDIV. & LOT:
<br />IIIII
<br />SILVERADO
<br />LOT #19
<br />BLK. #13
<br />PROJECT
<br />03719.000-19131
<br />MODEL:
<br />•2558—HAWTHORNE"
<br />GARAGE STrING:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. B
<br />
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