|
MNk;E I Akr:dl&
<br />I. THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS HAVE BEEN MADE AND ALL CONCRETE HAS
<br />REACHED ITS MINIMUM DESIGN STRENGTH, AS SHOWN N THE STRUCTURAL DOCUMENTS.
<br />2. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO ENSURE THE SAFETY OF THE
<br />BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED. THIS INCLUDES, BUT IS NOT LIMITED To, THE ADDITION OF
<br />WHATEVER TEMPORARY BRACING, SHORNG, GUYS OR TIE-DOWS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL
<br />BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT.
<br />3. CONTRACTOR TO SUPPORT, BRACE, AND SECURE EXISTING STRUCTURE AS REQUIRED. CONTRACTOR IS SOLELY
<br />RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION.
<br />4. APPLICABLE BUILDING CODE: FLORIDA BUILDING CODE bth EDITION (20M) - BUILDING
<br />5. ALL MATERIALS AND WORKMANSHIP SHALL BE N ACCORDANCE WITH THE FLORIDA BUILDING CODE 6th EDITION
<br />(2011) - BUILDING.
<br />6. DESIGN LOADS
<br />AREA SUPERIMPOSED LIVE LOAD DEAD LOAD
<br />ROOF 20 PSF 10 PW
<br />1. BASIC WIND SPEED - 119 M.P.H. (3 SEC. GUST-ULT) : V (ASD) - 100 MPH EXPOSURE CATEGORY - B
<br />8. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE DRAWINGS.
<br />9. CONTACT ENGINEER / ARCHITECT WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON DRAWINGS.
<br />10. SUBMIT SHOP DRAWNGS AS SEQUIRED HEREIN. ALLOW FOR TWO WEEKS REVIEW TIME AFTER RECEIPT OF SUBMITTALS
<br />BY THIS FIR1"I. ALL SUBMITTALS SHALL BE CHECKED AND SIGNED BY THE GENERAL CONTRACTOR AND
<br />SIGNED/SEALED BY THE SPECIALTY ENGINEER, WHERE SPECIFIED HEREN.
<br />11. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR
<br />MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF.
<br />12. CONTRACTOR SHALL NOTIFY THIS OFFICE WHEN THE STRUCTURAL SYSTEM IS SUBSTANTIALLY COMPLETED, AND
<br />BEFORE SHEATHING, CEILINGS, OR ROOFING IS INSTALLED.
<br />I. ASSUMED SOIL BEARING PRESSURE - 2,000 PSF.
<br />2. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED BY OWNER / GENERAL
<br />CONTRACTOR TO PERFORM( WHATEVER SUBGR:ADE TESTING THAT IS NECESSARY TO
<br />CONFIRM THE ASSUMED BEARING WITHOUT EXCESSIVE SETTLEMENT.
<br />3. TESTING MAY INCLUDE, BUT IS NOT LIMITED TO, DENSITY TESTS, AUGER BORINGS, OR
<br />STANDARD PENETRATION BORINGS.
<br />4. A COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER ARCHITECT,
<br />STRUCTURAL ENGINEER AND GENERAL CONTRACTOR
<br />5. THE TESTING LABORATORY SHALL SPECIFY SOIL PREPARATION PROCEDURES AND
<br />COMPACTION REQUIREMENTS NECESSARY TO OBTAIN THE DESIGN SOIL BEARING
<br />PRESSURE.
<br />fo. THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION CAN BE KEPT
<br />VERTICAL, CLEAN, AND STABLEt OTHERWISE, PLYWOOD FORMS MUST BE USED.
<br />CAST IN PLACE CONCRETE
<br />1. CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM COMPRESSIVE
<br />STRENGTHS AT 28 DAYS:
<br />I.I. FOOTINGS, SLAB ON GRADE 3,000 PSI
<br />12. FORMED COLUMNS, BEAMS 4,0001051
<br />2. CONCRETE SHALL BE IREADYMIX PER ASTM CS4:
<br />2.1. PORTLAND CEMENT - ASTM C 150
<br />22. AC5GREGATES - ASTM C33 (P MAX. NOMINAL)
<br />23. NO CALCIUM CHLORIDE
<br />2A. AIR ENTRAINING - ASTM C260
<br />25. WATER REDUCING - ASTM C4214
<br />21o. FLYASH - ASTM C618 CLASS F (20% MAXIMUM BY WEIGHT)
<br />2.1. WATER - CLEAN AND POTABLE
<br />3. REINFORCING STEEL: ASTM AWE, GRADE 60.
<br />4. REQUIRED SLUMP RANGE = 3" TO 511.
<br />5. WELDED WIRE FABRIC: ASTM A-1064. FURNISH IN SHEETS, NOT ROLLS.
<br />6. MOISTURE BARRIER: 10 MIL POLYETHYLENE. LAP 6" AND TAPE ALL JOINTS.
<br />1. CODES AND STANDARDS: (CURRENT EDITION)
<br />ACI 301 "SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS."
<br />ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING"
<br />ACI 318 "BLDG. CODE REQUIREMENTS FOR REINF. CONCRETE"
<br />ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"
<br />8. MINIMUM LAP SPLICE - 30 BAR DIAMETERS (2'-0" MIN.) UNLESS NOTED OTHERWISE
<br />S. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC, AS REQUIRED AND
<br />NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN PLACE. USE
<br />WIRE BAR TYPE SUPPORTS COMPLYING WITH CRSI RECOMMENDATIONS. USE PLASTIC
<br />TIP LEGS ON ALL EXPOSED SURFACES.
<br />10. ALL BEAMS AND SLABS SHALL 15E POURED MONOLITHICALLY, EXCEPT FOR REQUIRED
<br />CONSTRUCTION JOINTS. PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL BE
<br />SUBMITTED TO ENGINEER FOR APPROVAL.
<br />11. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, AND SLAB
<br />RECESSES AS REQUIRED BY OTHER TIRADES BEFORE CONCRETE IS PLACED. NO
<br />SLEEVE, OPENING, OR INSERT MAY BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS
<br />APPROVED BY THE ENGINEER
<br />12. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT NOT LIMITED TO
<br />ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC_, BEFORE PLACING CONCRETE.
<br />NOTIFY ENGINEER OF ANY CONFLICTS WITH 1RE5AR
<br />13. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES.
<br />14. ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS IN
<br />ACCORDANCE WITH ONE OF THE FOLLOWING METHODS:
<br />14.1. APPLY A LIQUID MEMBRANE FORMING CHEMICAL CURING COMPOUND IN
<br />ACCORDANCE WITH ASTM C-309
<br />142. PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN ACCORDANCE WITH ACI 301
<br />15. GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND
<br />CONSTRUCTION OF ALL FORMWORK, SHORING, AND IRESHORING.
<br />16. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORMM THE
<br />FOLLOWING CONCRETE TESTS ON SITE.
<br />16.1. CYLINDER STRENGTH TESTS - ASTM C3% ONE SET OF FOUR CYLINDERS FOR
<br />EACH 50 CUBIC YARDS OR FRACTION THEUREOF. TEST ONE CYLINDER AT i
<br />DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE.
<br />162. SLUMP TESTS - ASTM CI43
<br />li. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT,
<br />STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />18. RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO NOT ADD WATER WITHOUT
<br />THE APPROVAL OF THE GENERAL CONTRACTOR AND DO NOT EXCEED SLUMP
<br />LIMITATIONS OR TOTAL ALLOWABLE WATER TO CEMENT RATIO. USE COLD WATER
<br />FROM THE TRUCK TANK AND REMIX TO ACHIEVE CONSISTENCY. TEST REPORTS SHALL
<br />INDICATE QUANTITY OF WATER ADDED AT THE JOB SITE. ALL TESTS SHALL BE
<br />PREPARED AFTER THE ADDITION OF WATER TO THE MIX.
<br />M. MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:
<br />IS.1. 4000 PSI, 28 DAY COMPRESSIVE STRENGTH - WATER TO CENTER RATIO, 0.44
<br />MAXIMUM (NON -AIR -ENTRAINED), 036 MAXIMUM (AIR -ENTRAINED)
<br />IS2. 3,000 PSI, 28 DAY COMPRESSIVE STRENGTH - WATER TO CENTER RATIO, OB5
<br />MAX" (NON-AIR-ENTRANED), 0.41 MAX" (AIR -ENTRAINED)
<br />20. REINFORCING BAR COVER (UAO-�
<br />201 FOOTINGS 3'
<br />202. COLUMNS 1 1/2'
<br />203. BEAMS 11/2"
<br />20.4. SLABS 3/4" (INTERIOR)1 1/2" (EXTERIOR)
<br />S 1 RLIGTURAL GIFICA 1 1ONS
<br />21. CONCRETE SHALL BE PLACED WITHN 90 MINUTES OF BATCH TIME
<br />22. WHERE BAR LENGTHS ARE GIVEN ON DRAWINGS, LENGTH OF HOOTS, IF REWIRED, 16 NOT INCLUDED
<br />23. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL NOT BOND, STAN, OR ADVERSELY AFFECT
<br />CONCRETE SURFACES. WET FORMS BEFORE PLACING CONCRETE.
<br />24. ALL CONCRETE SHALL BE CONSOLIDATED N PLACE USING INTERNAL VIBRATORS.
<br />25. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR IMMEDIATELY AFTER REMOVAL OF FORMS, EXCEPT
<br />WHERE REINFORCING IS VISIBLE. CONTACT STRUCTURAL ENGINEER FOR EVALUATION OF EXPOSED REINFORCING
<br />26. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS, AND WALLS UNLESS NOTED OTHERWISE
<br />ON ARCHITECTURAL DRAWINGS.
<br />21. PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING CORNERS TO MATCH HORIZONTAL BARS.
<br />28. SUBMITTALS:
<br />28.1. SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR TO CONSTRUCTION, NCLWNG BACKUP DATA N
<br />ACCORDANCE WITH ACI 301-(CURRENT EDITION) CHAPTER 4, SECTION 423, EXCLUDING SECTION 423.413.
<br />282. SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWNG NUMBER SIZE, AND LOCATION. INCLUDE
<br />BAR LISTS AND BEND DIAGRAMS.
<br />23 ALL BUILDING AND SITE SLAB -ON -GRADE SHALL BE AT LEAST 4' THICK, REINFORCED WITH 6X6-WI.4 X U A W1UF, ON
<br />6 MIL VAPOR BARRIER WITH SAW -CUT CONTROL JOINTS W-O" O.C. EACH WAY INCLUDING HOUSE KEEPING PADS AS
<br />REQUIRED. SEE PLANS FOR OTHER CONDITIONS.
<br />30. STEP AND SLOPE ALL BALCONIES AND WALKWAYS AWAY FROM THE BUILDING.
<br />MABONW
<br />I. HOLLOW LOAD BEARNG WITS SHALL CONFORM TO ASTM CW, NORMAL MIGHT, TYPE II. MNIMUAM NET
<br />COMPRESSIVE WIT STRENGTH - IWO PSI. (NET AREA COMPRESSIVE MASONRY STRENGTH FM - 500 PSI).
<br />2. MORTAR SHALL BE TYPE M' OR 'S' AND CONFORM TO ASTM C210 (PROPORTION OR PROPERTY SPECIFICATION).
<br />3. COARSE GROUT SHALL CONFORM TO ASTM C416:
<br />3.1. 30M PSI AT 28 DAYS.
<br />32. 1/4' MAXIMUM AGGREGATE.
<br />33. 8" - II' SLUMP.
<br />4. CODES AND STANDARDS:
<br />41 ACI 530/ASCE 5 'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES'
<br />42. ACI 530RASCE 6 "SPECIFICATIONS FOR MASONRY STRUCTURES"
<br />5. A REINFORCED MASONRY TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOW ON THE STRUCTURAL DRAWINGS AT
<br />EACH FLOOR THE ROOF, AND AT TOP OF ANY PARAPET WALL. USE GALVANIZED MESH -TYPE CELL CAPS. PROVIDE
<br />CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS.
<br />6. UNLESS NOTED OTHERWISE, TIE BEAMS SHALL 15E AS FOLLOWS:
<br />61 FLOOR LEVELS: 8" X 16" MINIMUM WITH (U 5 TOP AND BOTTOM IN GROUTED KNOCK -OUT BLOCKS.
<br />62. ROOF LEVEL: 8' X 16' MINIMUM WITH (U 5 TOP AND BOTTOM IN GROUTED KNOCK -OUT BLOCKS.
<br />1. VERTICAL BARS SHALL BE HELD N POSITION AT THE TOP AND BOTTOM OF BAR AND AT V-0" O.C. MAXIMUM WITH
<br />A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN
<br />ONE BAR DIAMETER NOR LESS THAN I". CENTER BARS N WALLS UNA.
<br />& VERTICAL REINFORCING SHALL BE AS SHOW ON THE DRAWINGS. FILL CELLS WITH COARSE GROUT AS SPECIFIED.
<br />PROVIDE ACI W DEGREE STANDARD HOOKS INTO FOOTING AND ROOF TIE BEAM. LAP SPLICE VERTICAL
<br />REINFORCEMENT ABOVE FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED OTHERWISE. MAINTAIN VERTICAL
<br />REINFORCING SHOW ON PLANS ABOVE AND 13ELOW MASONRY OPENINGS. CONTNUE= FOUNDATION DOWELS BELOW
<br />ALL MASONRY OPENINGS.
<br />% REMOVE ANY FOREIGN MATERIAL FROM FILL CELLS, INCLUDING POLYSTYRENE INSULATING INSERTS, PRIOR TO
<br />GROUT POUR.
<br />10. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS OR HOOKS
<br />ARE DETAILED ON THE PLANS.
<br />11. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE SPLICED AND SHALL BE WIRED TOGETHER
<br />12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE
<br />HORIZONTAL N SIX VERTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH
<br />IT IS IN AN ADJACENT CELL To THE VERTICAL WALL REINFORCEMENT.
<br />13. PROVIDE HORIZONTAL WALL REINFORCING 9 GA GALVANIZED LADDER TYPE DUR-O-WALL (OR EQUIVALENT) AT 16'
<br />O.C.
<br />14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND WINDOWS FOR FIRST AND SECOND BLOCK COURSE
<br />ABOVE AND BELOW APERTURES. RN REINFORCING CONTINUOUS OR EXTEND TWO FEET FROM APERTURE EDGE.
<br />S. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL COWAN AT LEAST ONE CROSS
<br />WIRE OF EACH PIECE OF REINFORCEMENT N THE LAPPED DISTANCE.
<br />16. CLEANOUTS SHALL BE PROVIDED N THE BOTTOM COURSE OF MASONRY N EACH GROUT POUR WHEN THE POUR
<br />HEIGHT EXCEEDS 5'. CLEANOUTS TO BE SAW -CUT 4' X 4'.
<br />Il. GROUT POUR HEIGHT SHALL NOT EXCEED 12'. PLACE GROUT IN 4' MAX LIFTS HEIGHTS.
<br />I& CONSOLIDATE GROUT LIFTS AT THE TIME OF PLACEMENT BY MECHANICAL MEANS AND RECONSOLIDATE AFTER
<br />INITIAL WATER LOSS AND SETTLEMENT.
<br />13 STORE BLOCKS ON PALLETS AND COVER WITH VISQUEEN.
<br />20. PLACE ALL MASONRY IN RNNING BOND WITH 3/8" MORTAR JOINTS. PROVIDE COMPLETE COVERAGE FACE SHELL
<br />MORTAR BEDDING, HORIZONTAL AND VERTICAL FULLY MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS,
<br />AND PILASTERS AND ADJACENT TO GROUTED CELLS.
<br />21. SEE DRAWINGS FOR SPECIFIC MASONRY CONTROL JOINT LOCATIONS. SPACE AT 32'-0" O.C. UNLESS NOTED
<br />OTHERWISE.
<br />22. MASONRY INSPECTION SHALL BE PROVIDED BY A QUALIFIED AGENT IN ACCORDANCE WITH ACI 530-Ib.
<br />INSPECTION SERVICES SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE WORK IN PROGRESS AS WELL AS MATERIALS,
<br />EQUIPMENT, AND PROCEDURES.
<br />23. SUBMITTALS:
<br />23.1. SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO CONSTRUCTION
<br />232. SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO CONSTRUCTION.
<br />233. SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND LOCATION. INCLUDE
<br />BAR LISTS AND BEND DIAGRAMS.
<br />23.4. SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY WITS PRIOR TO CONSTRUCTION.
<br />MASONRY UNITS ARE TO 13E TESTED IN ACCORDANCE WITH ASTM CWO
<br />24. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS:
<br />24.1. SAMPLE AND TEST GROUT N ACCORDANCE WITH ASTM CI019 FOR EACH 50M SQ. FT. OF MASONRY.
<br />242. SLUMP TESTS - ASTM CI43.
<br />25. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVERALL MASONRY OPENINGS NOT SHOW TO HAVE
<br />A STRUCTURAL BEAM. MINIMUM END BEARING - 8". LINTEL WIDTH TO MATCH MASONRY WIDTH.
<br />26. 114E TOP OF PARTIALLY CONSTRUCTED WALLS SHALL BE COVERED WITH VISQIEEN AT THE END OF EACH WORK DAY
<br />AND WHENEVER RAN OCCURS.
<br />C
<br />L DIMENSIONED LUMBER SHALL BE DRESSED SAS, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S
<br />ASSOCIATION.
<br />2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
<br />3. ALL LUMBER SHALL BE SOUTHERN PINE NO.2 GRADE OR BETTER - WITH IS% MAX" MOISTURE CONTENT, U.N.O.
<br />ON THE PLANS
<br />4. ALL LUMBER N CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED.
<br />5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A ACQ (ALKALINE COPPER QUATERNARY) TREATMENT
<br />IN ACCORDANCE WITH THE REQUIREMENTS OF THE AMERICAN WOOD PRESERVERS INSTITUTE
<br />b. PLYWOOD WALL AND ROOF SHEATHNNG SHALL BE APA RATED SHEATHING, EXTERIOR GRADE.
<br />T ROOF SHEATHING TO BE INSTALLED WITH ONE PLYWOOD CLIP PER SPAN BETWEEN PANEL EDGES.
<br />& INSTALL BLOCKING IN ALL WAIL STUDS AT 4'- 0" O.C. MAXIMUM, LOCATED AT S14EAT14NNG PANEL EDGES.
<br />9. ALL NAILING AND BOLTNNG SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS.
<br />10. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG -TIE OR EQUIVALENT.
<br />IL ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURERS REQUIREMENTS UNLESS NOTED
<br />OTHERWISE.
<br />12, PROVIDE A SINGLE PLATE AT THE BOTTOM AND DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. SILL PLATES
<br />SHALL BE BOLTED TO FOUNDATION AT A MAXIMUM OF 4'-0' O.C. UNLESS NOTED OTHERWISE.
<br />13. STUDS SHALL BE DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS. STUDS SHAD. BE TRIPLED AT ALL
<br />CORNERS.
<br />14. UNLESS NOTED OTHERWISE, WOOD LINTELS OVER OPENINGS SHALL BE DOUBLE 2 X 6 FADERS FOR SPANS UP TO
<br />4'-0" AND DOUBLE 2 X 8 HEADERS FROM 4'-0' TO V-0". SEE PLANS FOR SPANS GREATER THAN V-0". USE
<br />TRIPLE MEMBERS FOR 2 X b STUD FRAMING. DOUBLE AND TRIPLE 2X HEADERS TO HAVE CONTINUOUS " PLYWOOD
<br />FILLER CUT TO FULL DEPTH OF HEADER BETWEEN 1X MEMBERS. NAIL ASSEMBLY WIN 16D NAILS AT 12" ON CENTER
<br />TOP AND BOTTOM.
<br />5. NAILING SCHEDULE
<br />SOLE PLATE TO JOIST OR BLOCKING
<br />Ibd
<br />16, oz.
<br />STUD TO SOLE PLATE, TOE NAIL
<br />8d
<br />4
<br />STUDS TO SOLE PLATE, END NAIL
<br />Ibd
<br />2
<br />DOUBLE STUDS, FACE NAIL
<br />10d
<br />24' O.C.
<br />DOUBLE TOP PLATES, FACE NAIL
<br />10d
<br />I6' oz.
<br />TOP PLATES, LAPS, AND INTERSECTIONS IOd
<br />3
<br />JOISTS, LAP OVER WALLS, FACE NAIL
<br />10d
<br />4
<br />BUILT-UP CORNER STUDS
<br />Ibd
<br />24" O.C.
<br />16. FASTENER SUBSTITUTIONS: ALL NAILS AR COMMON NAILS, UNLESS NOTED OTHERWISE. THE FOLLOWNG FASTENERS
<br />ARE ACCEPTABLE SUBSTITUTIONS. ALL
<br />ALTERNATE FASTENERS SHALL BE SPACED AT THE SAME SPACING AS THE
<br />SCHEDULED FASTENERS.
<br />SCHEDULED FASTENERS
<br />ALTERNATE FASTENERS
<br />9d COMMON NAIL
<br />8d RING SHAW NAIL
<br />8d SCREW SHANK NAIL
<br />0131 P-NAIL
<br />Wd COMMON NAIL
<br />10d RNG SHANK NAIL
<br />Wd SCREW SHANK NAIL
<br />OAS P-NAIL.
<br />n. GW DRIVEN NAILS MUST BE SUBMITTED FOR REVIEW WITH APPROPRIATE BACKOIIP DATA
<br />OESICMNI LOADS
<br />WALL PRESSURE ZONES
<br />(ISOMETRIC VIEW)
<br />r=P M
<br />N
<br />Edge Strip
<br />rl
<br />® Q Q Q TYP. GABLE
<br />R011F
<br />MINE
<br />TYP. HIP
<br />® ( ® RO0F
<br />o-
<br />WL
<br />n =Width of Edge Strip o-
<br />RW PRESSURE Z�IES
<br />(PLAN VIEW)
<br />BUILDING DATA
<br />WIND VELOCITY: 145 mph AD)
<br />INTERNAL PRESSURE COEFFICIENT: +/- 0.18
<br />(Basic Wind Speed, 3 second gust) 113 mph ASD) (Enclosed Building per ASCE 7-98 Table 6-7)
<br />WIND IMPORTANCE FACTOR: 1.0 WIDTH OF EDGE STRIP (FT): 4.4
<br />BUILDING CATEGORY:
<br />(Per ASCE 7-98 Table 1-1) II HEIGHT & EXPOSURE ADJUSTMENT COEFFICIENT: 1.00
<br />ROOF ANGLE, A (degrees) 0: 7.0 < 0 < 27.0 ROOF DEAD LOAD RESISTING UPLIFT (psf): 10.0
<br />WIND EXPOSURE CATEGORY: B
<br />DESIGN WIND LOADS - WINDOWS, DOORS, COMPONENTS & CLADDING
<br />ROOF
<br />WALL
<br />ZONE
<br />AREA 11f
<br />DESIGN PRESSURE s
<br />ZONE
<br />AREA ftZ
<br />DESIGN PRESSURE s
<br />(Positive)
<br />(Negative)
<br />(Net Uplift)
<br />1
<br />10.0
<br />15.4
<br />-19.9
<br />-10.7
<br />4
<br />10.0
<br />37.9
<br />-41.1
<br />1
<br />20.0
<br />14.4
<br />-18.9
<br />-10.1
<br />4
<br />20.0
<br />36.2
<br />-39.4
<br />1
<br />50.0
<br />13.2
<br />-17.7
<br />-10.0
<br />4
<br />50.0
<br />33.9
<br />-37.2
<br />1
<br />100.0
<br />12.2
<br />-16.7
<br />-10.0
<br />4
<br />100.0
<br />32.2
<br />-35.4
<br />2
<br />10.0
<br />15.4
<br />-45.6
<br />-26.1
<br />5
<br />10.0
<br />37.9
<br />-50.7
<br />2
<br />20.0
<br />14.4
<br />-38.8
<br />-22.1
<br />5
<br />20.0
<br />36.2
<br />-47.3
<br />2
<br />50.0
<br />13.2
<br />-29.8
<br />-16.7
<br />5
<br />50.0
<br />1 33.9
<br />-42.8
<br />2
<br />100.0
<br />12.2
<br />-23.1
<br />-12.6
<br />5
<br />100.0
<br />32.2
<br />-39.4
<br />3
<br />10.0
<br />15.4
<br />-77.6
<br />-45.4
<br />3
<br />20.0
<br />14.4
<br />-61.3
<br />-36.6
<br />3
<br />50.0
<br />1 13.2
<br />-39.55
<br />1 -22.5
<br />3
<br />100.0
<br />1 12.2
<br />-23.1
<br />1 -12.6
<br />Notes:
<br />1) For effective areas between those given above the load may be interpolated, otherwise use the load
<br />associated with the lower effective area.
<br />2) Plus and minus signs signify pressures acting toward and away from the building surfaces, respectively.
<br />3) See pressure zone diagrams above for corresponding zones.
<br />TAKE W6023(1)
<br />FASTER SC M Ul.S FOR STRUCTURAL MA RS
<br />WN16 ION F,4GMW 0 OF SPACES
<br />JOIST To SILL OR GIRDER TOE NAIL 3-2d -
<br />P X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 2-8d -
<br />2 STAPLES, 1-3/4"
<br />2" SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE NAIL 2-16d -
<br />SOLE PLATE TO LOIST OR BLOCKING, FACE NAIL lbd 16" O.C.
<br />TOP OR SOLE PLATE TO STUD, END NAIL 2-16d -
<br />STUD OR SOLE PLATE, TOE NAIL 3-8d OR 246d -
<br />DOUBLE STUDS, FACE NAIL 10d 24" OZ.
<br />DOUBLE TOP PLATES, FACE NAIL I0d 24" OZ.
<br />SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANELS 3-16d 161, O.C.
<br />DOUBLE TOP PLATES, MINIMUM 24-NC44 OFFSET OF END JONTS,
<br />FACE NAIL IN LAPPED AREA
<br />8-lbd
<br />-
<br />BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE
<br />NAIL
<br />3-Sd
<br />-
<br />RIM JOIST TO TOP PLATE, TOE NAIL
<br />8d
<br />6" O.G.
<br />TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS, FACE
<br />NAIL
<br />2-10d
<br />-
<br />BUILT-UP HEADER TWO PIECES WITH 1/2" SPACER
<br />Ibd
<br />16' O.C. ALONG EACH EDGE
<br />CONTINUED HEADER TWO PIECES
<br />Ibd
<br />16" O.C. ALONG EACH EDGE
<br />CEILING JOISTS TO PLATE, TOE NAIL
<br />3-ad
<br />-
<br />CONTINUOUS HEADER TO STUD, TOE NAIL
<br />4-8d
<br />-
<br />CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
<br />3-10d
<br />-
<br />CEILNG JOISTS, TO PARALLEL RAFTERS, FACE NAIL
<br />3-10d
<br />-
<br />RAFTER TO PLATE, TOE NAIL
<br />2-16d
<br />-
<br />P BRACE TO EACH STUD AND PLATE, FACE NAIL
<br />2-Sd
<br />1 STAPLES, 1-3/4"
<br />-
<br />P X 6" SHEATHING TO EACH BEARING, FACE NAIL
<br />1-8d
<br />1 STAPLES, 1-3/4"
<br />-
<br />I" X 8" SHEATHING TO EACH BEARING, FACE NAIL
<br />2-Sd
<br />3 STAPLES,1-3/4"
<br />-
<br />WIDER THEN P X 8' SHEATHING TO EACH BEARING, FACE NAIL
<br />2-ed
<br />4 STAPLES, 1-3/4"
<br />-
<br />BUILT-UP CORNER STUDS
<br />10d
<br />24' O.C.
<br />BUILT-UP GIRDERS AND BEAMS, 2-NCH LUMBER LAYERS
<br />Wd
<br />NAIL EACH LAYER AS FOLLOWS: 32" OZ. AT
<br />TOP AND BOTTOM AND STAGGERED. TWO
<br />NAILS AT ENDS AND AT EACH SPLICE
<br />2" PLANKS 2-I6d AT EACH BEARING
<br />ROOF RAFTERS TO RIDGE, VALLEY OR HIP 4-16d
<br />RAFTERS: 3-16d
<br />TOE NAIL
<br />FACE NAIL
<br />RAFTERS TIES TO RAFTERS, FACE
<br />3-ed
<br />-
<br />TAN-9 Wo023(1) - C 0NTNJED
<br />FASTER SCHEDULE FOR STRUCTURAL t-ow
<br />15"WA
<br />SPACM OF
<br />FASTENERS
<br />MATEN"
<br />I� OF br s
<br />EDGES
<br />M M MEDIATE SUPPORTS =�
<br />WOOD STRUCTURAL PANELS, SUBROOR ROOF AND UL4LL SHEATHING TO FRAMING, AND PARTICLEBOARD IA&L SHEATHING TO FRAMING:
<br />5/I6" - 1/2"
<br />bd COMMON NAIL (SUEIFLOOR WALL)
<br />6
<br />12 e
<br />8d COMMON NAIL (ROOF)
<br />P
<br />Sd COMMON NAIL
<br />6
<br />12 e
<br />1-1/8" - 1-1/4"
<br />10d COMMON NAIL Sd DEFORMED NAIL
<br />6
<br />12
<br />OTHER WALL SHEATHINGS ^
<br />1/2" REGULAR CELLULOSIC
<br />1-011 GALVANIZED ROOFING NAIL 6d COMMON NAIL STAPLE I6
<br />3
<br />6
<br />FIBERBOARD SHEATHING
<br />GA, 1-1/2' LONG:
<br />1/2" STRUCTURAL CELLULOSIC
<br />1-1/2" GALVANIZED ROOFING NAIL Sd COMMON NAIL STAPLE 16
<br />3
<br />6
<br />FIBERBOARD SHEAT14NG
<br />GA, 1-1/21 LONG
<br />25/32" STRUCTURAL FIBERBOARD
<br />1-3/4' GALVANIZED ROOFING NAIL Sd COMMON NAIL STAPLE
<br />3
<br />6
<br />SHEATHING
<br />16 GA,1-3/4' LONG
<br />1/2" GYPSUM SHEATHING
<br />1-1/2" GALVANIZED ROOFING NAIL 8d COMMON NAIL STAPLE
<br />4
<br />8
<br />GALVANIZED,1-1/2" LONG 1-1/4" SCREWS, TYPE W OR S
<br />5/8" GYPSUM SHEATHING
<br />1-3/4GALVANIZED ROOFING NAIL Sd COMMON NAIL STAPLE
<br />4
<br />8
<br />GALVANIZED, 1-5/8" LONG 1-5/8" SCREWS, TYPE W OR S
<br />WOOD STRUCTURAL PANELS, COMBINATION SUBFI.00R INDERL.AYMENT TO FRAMING
<br />3/4' AND LESS
<br />6d DEFORMED NAIL OR Sd COMMON NAIL
<br />6
<br />12
<br />1/8" - I"
<br />6d COMMON NAIL OR 8d DEFORMED NAIL
<br />6
<br />12
<br />1-1/8" - 1-1/4"
<br />10d COMMON NAIL OR 8d DEFORMED NAIL
<br />6
<br />12
<br />FOR 61: 1 INCH - 25.4 MM, I FOOT - 1.605 KM/H.
<br />A ALL NAILS ARE SMOOTH -COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS
<br />USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE WONG YIELD
<br />STRENGTHS AS SHOWN: 80 KSI (%I MPa) FOR SHANK DIAMETER OF OJ12 INCH (20d COMMON NAIL),
<br />90 KSI (620 MPa) FOR SHANK DIAMETERS LARGER THEN 0.142 NCH BUT NOT LARGER THEN 0.111 INCH,
<br />AND 100 KIS (68S MPa) FOR SHANK DIAMETERS OF 0.142 INCH OR LESS.
<br />B. STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 1/I6 INCH ON DIAMETER CROW WIDTH.
<br />C. NAILS SHALL BE SPACED AT NOT MORE THEN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS
<br />ARE 48 INCHES OR GREATER
<br />D. FOUR-FOOT-BY-8-FOOT OR 4-5Y-9-FOOT PANELS SHALL BE APPLIED VERTICALLY.
<br />E. SPACNG OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R6023(2).
<br />F. RESERVED.
<br />G. FOR REGIONS HAVING BASIC WIND SPEED OF LESS THEN 100 MPH, NAILS FOR ATTACHING WOOD STRUCTURAL
<br />PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACED 6 INCHES ON CENTER
<br />H. GYPSUM SHEATHING SHALL CONFORM TO ASTM C 19 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA
<br />253, FIBERBOARD SHEATHING SHALL CONFORM TO EITHER AHA 154.1 OR ASTM C 208.
<br />I. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY
<br />FRAMING MEMBERS AND AT ALL FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEAT14NG
<br />PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND AT ALL ROOF PLANE
<br />PERIMETERS. BLOCKING OF RDOF OR FLOOR SHEATWNG PANEL EDGES PERPENDICULAR TO THE FRAMING
<br />MEMBERS SHALL NOT BE REQUIRED EXCEPT AT INTERSECTION OF ADJACENT ROOF PLANES. FLOOR AND
<br />ROOF PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING.
<br />REVISIONS
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<br />Date: 05. 17. 21
<br />Scale: AS NOTED
<br />Project Mgr: DG
<br />Drawn: JDS
<br />Job: 21-018
<br />Sheet
<br />S3a
<br />--i ITT --i
<br />
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