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TABLE 7: METAL CONNECTOR SCHEDULE
<br />O
<br />Rim
<br />Building Code
<br />Florida Building and Residential Codes
<br />, 6'" Edition (2017)
<br />Code for Design Loads
<br />ANSI/ASCE 7
<br />ROOF LOADING'.., .................................
<br />.......... Cd = 1.25
<br />TOP CHORD LIVE LOAD..................................20
<br />PSF
<br />TOP CHORD DEAD LOAD................................7
<br />PSF (TILE = 15 PSF)
<br />,BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE ...............
<br />20 PSF (PER FRC)
<br />ATTICS WITHOUT STORAGE .......................10
<br />PSF
<br />(NON -CONCURRENT)
<br />BOTTOM CHORD DEAD LOAD..........
<br />5 PSF
<br />WIND LOADING .................................................
<br />C d = 1.60
<br />ASCE 7-10, 3S GUST........................................139
<br />MPH
<br />BASIC WIND SPEED
<br />EXPOSURE CATEGORY.................................0
<br />BUILDING CATEGORY.....................................11
<br />ENCLOSURE CLASSIFICATION .....................
<br />ENCLOSED
<br />INTERNAL PRESSURE COEFF ........................0.18
<br />C&C DESIGN PRESSURES..............................(SEE
<br />TABLE 1)
<br />FLOOR LOADING ..... ...................... ...........
<br />....... Cd = 1.00
<br />TOP CHORD LIVE LOAD..................................40
<br />PSF
<br />TOP CHORD DEAD LOAD................................10
<br />PSF
<br />BOTTOM CHORD LIVE LOAD ..........................
<br />0 PSF
<br />BOTTOM CHORD DEAD LOAD........................5
<br />PSF
<br />SPECIAL FLOOR (GAME ROOM) LOADING .... Cd = 1.00
<br />TOP CHORD LIVE LOAD..................................60
<br />PSF
<br />TOP CHORD DEAD LOAD................................10
<br />PSF
<br />BOTTOM CHORD LIVE LOAD ...........................0
<br />PSF
<br />BOTTOM CHORD DEAD LOAD........................5
<br />PSF
<br />MAXIMUM FLOOR TRUSS SPACING...............16"
<br />O.C.
<br />DEFLECTION CRITERIA
<br />LL / 240
<br />ROOF TRUSSES ..............................................
<br />TL / 180
<br />TL MAX 1" UP TO 40' SPAN
<br />LL / 480
<br />TL / 360
<br />OPEN WEB FLOOR TRUSSES .......................
<br />LL/480
<br />TL/240
<br />WOOD I JOISTS ...............................................
<br />TL MAX '/2"
<br />LL / 360
<br />BEAMS'.............................................................TL
<br />/ 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING EXTERIOR WALL
<br />ABOVE SHALL NOT EXCEED 3/4" DEFLECTION
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSURES
<br />WINDOWS AND DOORS
<br />EFFECTIVE
<br />WIND AREA
<br />ZONE DESIGNATION
<br />IZ - Interior Zone (psf)
<br />EZ - End Zone (psf)
<br />0 - 20 ft2
<br />+28.54 -30.96
<br />+28.54
<br />-38.22
<br />21 - 50 ft2
<br />+27.17 -29.59
<br />+27.17
<br />-35.47
<br />51 - 100 ft2
<br />+25.52 -27.94
<br />+25.52
<br />-32.17
<br />101 - 200 ft2
<br />+24.25 -26.67
<br />+24.25
<br />-29.64
<br />VINYL SOFFIT MAX PRESSURE (psf)
<br />+28.6
<br />-38.3
<br />GARAGE DOOR PRESSURE
<br />+21.7
<br />-24.6
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE TAKEN
<br />AS THE 1 ST 4.0' PER FIGURE R301.2 (7)
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />AI(1TC0 0 A
<br />MINi632" 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />Y O
<br />wz
<br />TILE ROOF
<br />(NOTE 5)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 4" O.C. AT PANEL EDGES AND
<br />s W
<br />8" O.C. IN THE FIELD
<br />U_ Q O
<br />O W z
<br />SHINGLE AND METAL ROOF
<br />MIN %6" 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0 m -
<br />(NOTE 6)
<br />PERPENDICULAR TO SUPPORTS Wi 8d RING SHANK NAILS: 6" O C. AT PANEL EDGES, 12"
<br />O.C. IN THE FIELD.
<br />FLOOR DECK SHEATHING:
<br />2%32" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O.0 AT PANEL EDGES. 12" O.G. IN THE
<br />(NOTE 5)
<br />FIELD.
<br />MIN Y$' OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />T
<br />COMMON: 3" O.C. AT PANEL EDGES, 12" O.C. IN THE FIELD OR MIN Y2�� EXTERIOR GYPSUM
<br />PORCH CEILING BOARD SHEATHING:
<br />CEILING BOARD, FASTEN wl 5d x 1 %" COOLER NAIL OR NO.6 x 1 %" LONG SCREWS @
<br />4" O.C. EDGES, 8" O.C. FIELD
<br />NOTES:
<br />1. FOR SHEATHING THICKNESS GREATER THAN 'Y32" CATEGORY (32/16 SPAN RATING), USE 10d RING SHANK NAILS IN LIEU OF 8d RING
<br />SHANK NAILS. (0.148" x 3" LONG).
<br />2. ZIP SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL.
<br />3. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF
<br />CURRENT APPROVED APA.MANF. SPECIFICATIONS.
<br />4. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAPHRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO HELP
<br />REDUCE SQUEAKING, 8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED.
<br />5. t532" PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS. SHOULD WARRANTY
<br />AND INSTALLATION REQUIREMENTS ALLOW, '5/32" APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TILE ROOF.
<br />6. MINIMUM STRUCTURAL ROOF SHEATHING REQUIREMENTS FOR METAL ROOF CLADDING IS SAME AS SHINGLE ROOF. SHOULD ROOF
<br />MANUFACTURER'S INSTALLATION DRAWINGS REQUIRE SPECIFIC ROOF SHEATHING EXCEEDING THE STRUCTURAL MINIMUM,
<br />CONTRACTOR SHALL PROVIDE ROOF SHEATHING IN ACCORDANCE WITH ROOFING SPECIFICATIONS.
<br />TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN
<br />NOTES 1, 2, 3, 4 I- IF I PRESSURE TREATED LUMBER
<br />DIAMETER
<br />LENGTH
<br />8d COMMON
<br />0.131"
<br />2-'/2"
<br />8d RINGSHANK
<br />0.113"
<br />2-%"
<br />10d x 1-'/2"
<br />0.148"
<br />1 '/2"
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-'/<"
<br />16d SINKER
<br />0.148"
<br />3-Y4'
<br />16d COMMON
<br />0.162"
<br />3-'/"
<br />PRESERVATIVE
<br />FASTENER TYPE
<br />ACZA
<br />STANDARD CARBON STEEL
<br />SODIUM BORATE (NOTE 1)
<br />STAINLESS CONNECTORS AND
<br />FASTENERS REQUIRED.
<br />CONNECTORS MUST HAVE
<br />Z-MAX, G120 OR TRIPLE ZINC
<br />ALL OTHER PT
<br />COATED FINISH.
<br />(INCLUDING ACQ & MCQ)
<br />ALL FASTENERS MUST BE HOT
<br />DIPPED GALVANIZED.
<br />NOTES:
<br />1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
<br />NOTES:
<br />2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS
<br />1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
<br />SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM
<br />CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
<br />F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS
<br />EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN
<br />BEFORE APPLICATION OF PROTECTIVE COATING.
<br />TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS.
<br />3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF
<br />A WOOD DUE TO FASTENER PENETRATION, THE BORED HOLE
<br />SHALL NOT EXCEED 75% OF THE NAIL OR SPIKE DIAMETER.
<br />4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS
<br />SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4.
<br />CONCRETE AND FOUNDATION NOTES
<br />1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= 2,500 PSI AT 28 DAYS (UNO).
<br />2. CONCRETE COMPRESSIVE STRENGTH FOR SLAB = 2,500 PSI AT 28 DAYS (UNO).
<br />3. ALL REINFORCING STEEL #3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS (UNO).
<br />4. ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24" LAP. 24" LONG #4 BAR IS RECOMMENDED TO BE
<br />INSTALLED AT ALL REENTRANT CORNERS.
<br />5, FIBERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL NOT REQUIRE WWF. FIBER LENGTHS SHALL BE'/2" TO 2" IN LENGTH.
<br />DOSAGE AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S
<br />RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116, THE MANUFACTURER OR SUPPLIER SHALL PROVIDE
<br />CERTIFICATION OF COM
<br />PLIANCE WHEN REQUE
<br />STED BY THE BUI
<br />LDING OFFICIAL.
<br />6, MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE.
<br />7. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 psf IN
<br />ACCORDANCE WITH TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS.
<br />COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR
<br />CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS.
<br />8. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH
<br />JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR
<br />PREVENTION OF SUBTERRANEAN TERMITES.
<br />9, STEMWALLS OVER 4 COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING CONSTRUCTION. CONTACT ENGINEER
<br />OF RECORD IF THIS CONDITION EXISTS.
<br />10. TO CONTROL CRACKING, CUT V SAWCUTS IN THE SLAB IN A 15'x15' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT.
<br />CONTACT FOR FOR ALTERNATIVE METHODS. CONTROL JOINTS ARE NOT REQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED
<br />WITH CONCRETE WORK.
<br />11. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION
<br />FROM ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF
<br />FOUNDATION PLAN ALONE. CONTACT THE ENGINEER OF RECORD.
<br />PRE-ENGINEERED TRUSSES & I -JOISTS
<br />1. ROOF OR FLOOR TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE
<br />DESIGNED UNDER THE SUPERVISION OF A REGISTERED FLORIDA PROFESSIONAL ENGINEER. ENGINEERING SHOP DRAWINGS
<br />SHALL BE PREPARED IN ACCORDANCE WITH ANSI/TPI AND SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO
<br />FABRICATION. DESIGN CRITERIA IS LOCATED ON SHEET ST-1 OF THE PLAN SET. TEMPORARY BRACING SHALL BE THE
<br />RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETE.
<br />2. TRUSSES OR I -JOISTS SHALL BE DESIGNED TO MATCH THE ORIENTATION, SPAN DIRECTION, SPACING, BEARING LOCATION AND
<br />NAMING CONVENTION OF THE LAYOUT SHOWN HERE.
<br />3. THE TRUSS ENGINEER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATIONS AND SUBMIT THEM
<br />UNDER SIGN AND SEAL W11 H THE TRUSS SHOP DRAWINGS.
<br />4. TRUSS UPLIFTS HAVE BEER CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERATION DURING THE DESIGN
<br />OF THE UPLIFT RESTRAINT SYSTEM FOR THIS STRUCTURE. AS SUCH, THE REPORTED UPLIFTS ON THE TRUSS SHOP DRAWINGS
<br />MAY BE DISREGARDED.
<br />5. I -JOISTS FABRICATED TO ACHIEVE THE FLOOR PLANS DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED AND
<br />SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. SEE DESIGN CRITERIA,
<br />THIS SHEET.
<br />NOTES 2. 3. 4
<br />USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL
<br />ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />USP
<br />USP FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />FASTENERS
<br />USP
<br />USP FASTENERS
<br />(8)'% X 1 '/2' SDS SCREWS
<br />(8)Y4' x 1'/z" WS15-GC
<br />DTT2Z
<br />IN STUD'/z" 0 X 4'/2'
<br />WOOD SCREWS IN STUD
<br />(9) 10d COMMON
<br />(9) 10d
<br />(NOTE 2)
<br />EMBED EPDXY OR
<br />DTB-TZ
<br />% 0 x 4'Y2" EMBED EPDXY
<br />CS18
<br />EACH END
<br />CS20
<br />COMMON
<br />SCREW ANCHOR
<br />OR SCREW ANCHOR
<br />EACH END
<br />(18)0.162"x2'/z"IN
<br />(18)0.162"x2'/2"IN
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />STUD/BEAM/TRUSS
<br />(7) 10d x 1 '12"
<br />(7) 10d x 1 1/2"(NOTE
<br />2)
<br />�6" O x 6" EMBED ANCHOR
<br />HTT45
<br />ss" 0 x 6" EMBED ANCHOR
<br />MTS12
<br />EACH END
<br />MTW12
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26) 0.162" x 2 '/2" IN
<br />(26) 0.162" x 2 '/2" IN
<br />HTT5
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MSTA24
<br />(9) 10d COMMON
<br />MSTA24
<br />(9) 10d COMMON
<br />(NOTE 2)
<br />��" O x 6" EMBED ANCHOR
<br />§6" 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(20)%" x 3" SDS SCREWS
<br />(24) 3" WS IN STUD
<br />HDQB-SDS3
<br />IN STUD GROUP
<br />"
<br />PHD8
<br />GROUP 7;a " O x 12" EMBED
<br />MSTA36
<br />(13) 10d COMMON
<br />MSTA36
<br />(13) 10d COMMON
<br />7/8 O x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH END
<br />ANCHOR IN CONCRETE
<br />(7) 10d COMMON IN
<br />(7) 10d COMMON IN
<br />(7) 10d x 1 %" IN TRUSS
<br />(7) 10d x 1 %" IN TRUSS
<br />META12
<br />4" WET EMBED IN
<br />HTA16-18
<br />4" WET EMBED IN
<br />I MSTAM36
<br />WOOD FRAMING
<br />MSTAM36
<br />WOOD FRAMING
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(4) Y4' x 2 W TITEN
<br />(5) Y." x 2 %" TAPCON IN
<br />SCREWS IN MASONRY
<br />(11) 10d x 1 %" IN
<br />MASONRY
<br />(11) 10d x 1 %" IN
<br />(8) 10d x 1 %" IN TRUSS
<br />(9) 10d x 1 '/2' IN TRUSS
<br />META20
<br />4" WET EMBED IN
<br />HTA20-18
<br />4" WET EMBED IN
<br />HTS20
<br />TRUSS/RAFTER
<br />HTW20
<br />TRUSS/RAFTER
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />01) 10d x 1 '/2" IN
<br />(11) 10d x 1 %" IN
<br />STUD
<br />(12) 10d x 1 %" IN
<br />STUD
<br />(8) 10d x 1'/2" IN
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />PAU44
<br />(12) 16d COMMON NAILS
<br />HTSM20
<br />TRUSS/RAFTER
<br />HTWM20
<br />TRUSS/RAFTER
<br />(NOTE 6)
<br />46" O x 7" EMBED EPDXY
<br />48' 0 x 7" EMBED EPDXY
<br />(12) 10d x 1 '/2" IN
<br />(4) %" x 3" WEDGE BOLT
<br />STUD
<br />OR EQUIVALENT IN STUD
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />(5) 8d x 1 Y2' IN
<br />(5) 8d x 1'/2" IN
<br />ABU66
<br />%" O x 7" EMBED EPDXY
<br />PAU66
<br />46 " 0 x 7" EMBED EPDXY
<br />� H2.5T/
<br />TRUSS
<br />RT7/
<br />TRUSS
<br />(NOTE 6)
<br />(12" EMBED AT GARAGE
<br />(12" EMBED AT GARAGE
<br />HA8
<br />(5) 8d x 1'/z" IN
<br />RT7AT
<br />(5) 8d x 1'/2" IN
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />(5) 10d x 1 Y2" IN
<br />TOP PLATE
<br />(5) 10d x 1'/2" IN
<br />HU48,
<br />(14) 16d COMMON IN
<br />HD48,
<br />(14) 16d COMMON IN
<br />HUC48,
<br />HEADER
<br />HD481F,
<br />HEADER
<br />H8
<br />TRUSS
<br />RT8A
<br />TRUSS
<br />HU28-2,
<br />HUC28-2
<br />(6) 10d COMMON IN BEAM
<br />HD28-2,
<br />HD28-21F
<br />(6) 10d COMMON IN BEAM
<br />(5) 10d x 1 Y2° IN
<br />TOP PLATE
<br />(5) 10d x 1'/2" IN
<br />TOP PLATE
<br />(16) 10d COMMON TO
<br />HU410,
<br />(18) 16d COMMON IN
<br />HD410,
<br />(18) 16d COMMON IN
<br />HUC410.
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />TRUSS/RAFTER
<br />TRUSS/RAFTER
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />LGT2
<br />(7) �'/a" x 2'W TITEN
<br />LUGT2
<br />(5)'0" x 3" WEDGE BOLT
<br />HUC210-2
<br />BEAM
<br />HD210-21F
<br />BEAM
<br />SCREWS IN MASONRY
<br />(26) 16d SINKER
<br />OR EQUIVALENT
<br />(28) 16d SINKER IN WALL
<br />(22) 16d COMMON IN
<br />(22) 16d COMMON IN
<br />HUC212-2
<br />HEADER
<br />HD212-21F
<br />HEADER
<br />LGT3
<br />IN WALL FRAMING
<br />LUGT3
<br />FRAMING
<br />10 10d COMMON IN BEAM
<br />10 10d COMMON IN BEAM
<br />(12) SDS '/4' x 2'/2"
<br />(12) WS25 ''/<" x 2'/2"
<br />(4)%" x 1 '/2" SDS SCREW
<br />(4) %" x 1'/2" WS15 SCREWS
<br />IN TRUSS
<br />IN TRUSS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGA10KT
<br />(4)'/a" x 3" SDS SCREWS
<br />HGA10
<br />(4) Y4' x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500,
<br />SDWC15600
<br />NO
<br />USP EQUIVALENT
<br />(4) SDS Y4' x 1 '/2' SCREWS
<br />(4) 'W x 1'Y2" WS15 SCREWS
<br />HGAM10KTA
<br />IN TRUSS/RAFTER
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4} /a x 1 /, WEDGE BOLT
<br />(4) %" x 23/<" TITEN SCREWS
<br />IN MASONRY
<br />OR EQUIVALENT IN
<br />MASONRY
<br />NOTES:
<br />1. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
<br />2, PRODUCTS SELECTED USING SIMPSON 2017-2018 CATALOG. PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED ALTERNATES.
<br />3. REFER TO SIMPSON CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS. S.
<br />4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT FOR FOR SPECIFIC FASTENING REQUIREMENTS.
<br />5. POSITIVE PLACEMENT GUN NAILS, 2 '/2" LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR
<br />ABU POST BASE ANCHORS, CS16, AND MSTA FLAT STRAPS.
<br />6. MASONRY APPLICATION REQUIRE EQUIVALENT NUMBER OF TITEN ANCHORS IN LIEU OF 16d NAILS TO HDR CONNECTION. CMU REQUIRES
<br />'/4' 0 x 2 3/4" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF Y4' 0 x 1 3/" TITENS ILO 16d.
<br />MASONRY NOTES
<br />1. ALL MASONRY UNITS SHALL HAVE fm = 1,500 PSI AND SHALL ERECTED IN RUNNING BOND WITH TYPE M OR S MORTAR OVER FULL
<br />BED.
<br />2. ENGINEER OF RECORD RECOMMENDS, BUT DOES NOT REQUIRE, ALL RUNNING BOND MASONRY WALLS TO BE EQUIPPED w/ 9
<br />GAUGE LADDER TYPE HORIZONTAL JOINT REINFORCEMENT AT EVERY OTHER COURSE.
<br />3. SHOULD LIMITED AREAS OF STACK BOND MASONRY EXIST, EVERY OTHER COURSE SHALL BE EQUIPPED w/ 9 GAUGE LADDER
<br />TYPE HORIZONTAL JOINT REINFORCEMENT
<br />4. ALL GROUT TO MIXED PER ASTM C476 STANDARDS. fc = 2,500 PSI.
<br />5. VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR.
<br />6. LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO BE 25".
<br />7. VERTICAL REINFORCING TO HAVE 10" STANDARD HOOK INTO BOND BEAM. DOWEL TO HAVE 10" STANDARD HOOK INTO FOOTING.
<br />8. PRE -CAST MASONRY LINTELS: SEE "TYPICAL PRE -CAST LINTEL OPTIONS" DETAIL ON STRUCTURAL DETAIL SHEET.
<br />9. PROVIDE MOISTURE BARRIER FOR ALL UNTREATED LUMBER IN CONTACT WITH MASONRY OR CONCRETE.
<br />I Frzi=mn
<br />CD
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<br />"OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL
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<br />1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 3/" WIDE, UNO.
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<br />2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 3/" WIDE
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<br />2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 Y2" WIDE, UNO.
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<br />INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED, MINIMUM
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<br />NUMBER OF SDWC15600 CONNECTING TOP PLATE TO STUDS.
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<br />1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN
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<br />2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL
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<br />"ANCHOR" REQUIRES BOTTOM PLATE ANCHOR WITHIN 3" OF STUD COLUMN
<br />NUMBER OF SDWC15450 CONNECTING STUDS TO BOTTOM PLATE
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<br />1ST LEVEL STUD GROUP HOLDDOWN REQUIRED AT BASE OF STUD GROUP
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<br />2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD
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<br />NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP
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<br />NON -BEARING HEADER FRAMING KEYNOTE
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<br />NUMBER OF KING STUDS EACH SIDE OF OPENING
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<br />DEPTH OF LOAD -BEARING #2 SYP HEADER
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<br />NUMBER OF PLIES IN HEADER
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<br />ENGINEERED LUMBER HEADER FRAMING KEYNOTE
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<br />NUMBER OF KING STUDS EACH SIDE OF OPENING
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<br />(� NUMBER OF PLIES IN HEADER (1 -%" WIDE UNO)
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<br />5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD.
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<br />OPENINGS 39" OR LESS, OR AT FIRST FLOOR HEADERS WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE:
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<br />1. SIMPSON ACRYLIC -TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS.
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<br />ANCHOR BOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN
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<br />A HOLE AS SPECIFIED BY MANF (TYPICALLY 1/16" TO 1/8" GREATER THAN SPECIFIED ANCHOR DIAMETER).
<br />ADHESIVE/EPDXY MUST FILL THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S
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<br />SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION.
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<br />2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, UNO. ALL WATERPROOFING AND FIRE SAFETY Q
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<br />3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN
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<br />4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER.
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<br />UPPER LEVEL MULTI -PLY STUD GROUPS BELOW ALL GIRDER LOCATIONS TO BE CONTINUOUS THROUGH FLOOR
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<br />SYSTEM TO FOUNDATION. (NOT REQUIRED BELOW HEADER JACK/KING STUD GROUPS)
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<br />6. FASTEN ALL STUDS TO BOTTOM AND TOP PLATES WITH (4)8d TOE NAILS OR (2)16d COMMON END NAILS.
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<br />7. FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH (3)8d TOE NAILS.
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<br />S. ALL MULTI -PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM
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<br />THICKNESS AND MATCHING WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN. UNO.
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