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DESIGN CRITERIA AND LOAD
<br />Building Code
<br />Florida Building and Residential Codes
<br />6" Ertion (201
<br />Code for Design Loads
<br />ANSUASCE7
<br />ROOF LOADING'.........
<br />_... C, = 1 25
<br />TOP CHORD LIVE LOAD.... . -
<br />-.... 20 PSF
<br />TOP CHORD DEAD LOAD ........
<br />- .._ 7 PSF (TILE
<br />BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE
<br />20 PSF
<br />ATTICS WITHOUT STORAGE
<br />P
<br />10 SF
<br />(NON -CON( J
<br />BOTTOM CHORD DEAD LOAD.
<br />5 PSF
<br />WIND LOADING ................ ....
<br />ASCE 7-10, 3S GUST .................
<br />BASIC WIND SPEED
<br />EXPOSURE CATEGORY.........
<br />BUILDING CATEGORY ......-
<br />ENCLOSURE CLASSIFICATION
<br />INTERNAL PRESSURE COEFF.
<br />C&C DESIGN PRESSURES.......
<br />C,, = 1 60
<br />139 MPH
<br />C
<br />11
<br />- ENCLOSED
<br />0 18
<br />- (SEE TABLE. '
<br />FLOOR LOADING .............. .......
<br />C,, = 1 00
<br />TOP CHORD LIVE LOAD ..... ..._
<br />40 PSF
<br />TOP CHORD DEAD LOAD .... ._ -
<br />10 PSF
<br />BOTTOM CHORD LIVE LOAD.....
<br />0 PSF
<br />BOTTOM CHORD DEAD LOAD.
<br />5 PSF
<br />SPECIAL FLOOR (GAME ROOM) LOADING
<br />C, = 1 00
<br />TOP CHORD LIVE LOAD ....... .... _
<br />60 PSF
<br />TOP CHORD DEAD LOAD....... _ -
<br />10 PSF
<br />BOTTOM CHORD LIVE LOAD.._ -
<br />0 PSF
<br />BOTTOM CHORD DEAD LOAD.
<br />5 PSF
<br />MAXIMUM FLOOR TRUSS SPACING
<br />16 O C.
<br />DEFLECTION CRITERIA
<br />LL 240
<br />ROOF TRUSSES ............ . ...
<br />TL 180
<br />TL MAX 1
<br />FLOOR JOIST OR TRUSS....
<br />I-L 48)
<br />TL 360
<br />BEAMS' .......................... _ _ ....(360
<br />, I 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING LXTERIoR V
<br />ABOVE SHALL NOT EXCEED / DEFLLCTION
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSURE_.
<br />WINDOWS AND DOORS
<br />EFFECTIVE
<br />WIND AREA
<br />ZONE DESIGNATION
<br />IZ - Interior Zone (psf)
<br />FEZ End Z _ :
<br />0 20 ft2
<br />+28.54 30 96
<br />+18 54
<br />21 - 50 ft2
<br />+27-17 29 5C, +27 17
<br />51 - 100 ft2
<br />+25.52 -27 94
<br />+25 52
<br />101 - 200 ft2
<br />+24.25 26 6 %
<br />1 24,25
<br />-
<br />VINYL SOFFIT MAX PRESSURE (psf) +28.6
<br />_F GARAGE DOOR WIDTH"
<br />8 FT
<br />PRESS'URI
<br />+2 4
<br />10 FT
<br />+25 ')2
<br />16 FT
<br />18 FT +2" 9/--
<br />"GARAGE DOOR HEIGHT MAY BE 6-8 OR HIGHER
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE TAKEN
<br />AS THE 1 ST 4.0' PER FIGURE R301 <' i
<br />-END
<br />DESIf
<br />e.J
<br />,�P/
<br />—�
<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 />121 d COMMON
<br />0.148"
<br />3-'/4"
<br />16d SINKER
<br />0.148"
<br />3-'/4"
<br />16d COMMON
<br />0.162"
<br />3—'/2"
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />t`InTGC 7 n
<br />p z
<br />STUCCO AND DIRECTLY
<br />MIN' 32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (7/16" 24/16
<br />L _
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.C. IN THE
<br />� H N
<br />a
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
<br />w=�
<br />z
<br />v
<br />ALL OTHER VENEER
<br />MIN �/6 " 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
<br />J
<br />(NOTE 8)
<br />W/ 8d COMMON: 6" O.C. EDGES AND FIELD (UNBLOCKED HORIZONTAL PANEL EDGES),
<br />6" O.C. AT PANEL EDGES. 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES)
<br />MIN'32" 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />Y O
<br />z r
<br />TILE ROOF
<br />(NOTE 7)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 4 O.C. AT PANEL EDGES AND
<br />w
<br />o T_ Lu
<br />8" O.C. IN THE FIELD
<br />'l Q O
<br />O w z
<br />F
<br />LE AND METAL ROOF
<br />SHINGLE
<br />MIN %6" 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0 �
<br />(NOTE 9)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 6" O.C. AT PANEL EDGES. 12"
<br />O.C. IN THE FIELD.
<br />FLOOR DECK SHEATHING:
<br />2%2" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O C AT PANEL EDGES, 12" O.C. IN THE
<br />(NOTE 5)
<br />FIELD.
<br />MIN %8' OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />PORCH CEILING BOARD SHEATHING:
<br />COMMON: 3" O.C. AT PANEL EDGES. 12" O.C. IN THE FIELD OR MIN /" EXTERIOR GYPSUM
<br />CEILING BOARD, FASTEN w/ 5d x 1 %" COOLER NAIL OR NO 6 x 1 %4" LONG SCREWS @
<br />4" O.C. EDGES. 8" O.C. FIELD
<br />NOTES:
<br />1 FOR SHEATHING THICKNESS GREATER THAN 1%2" 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. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/ 8d GALVANIZED BOX NAILS.
<br />3 ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL.
<br />4 ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF
<br />CURRENT APPROVED APA.MANF. SPECIFICATIONS.
<br />5 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 />6 1%2" 32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL
<br />BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD.. SHOULD BUILDER SPECIFICATIONS ALLOW, MIN
<br />STRUCTURAL REQUIREMENTS ARE %6" 24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER WALL
<br />SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS.
<br />7 1 /32" PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS. SHOULD WARRANTY
<br />AND INSTALLATION REQUIREMENTS ALLOW, 1%2" APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TILE ROOF.
<br />8 WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/ UNBLOCKED HORIZONTAL PANEL EDGES.
<br />9 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 PRESSURE TREATED LUMBER
<br />PRESERVATIVE
<br />FASTENER TYPE
<br />ACZA
<br />STANDARD CARBON STEEL
<br />STAINLESS CONNECTORS AND
<br />SODIUM BORATE (NOTE 1)
<br />FASTENERS REQUIRED.
<br />CONNECTORS MUST HAVE
<br />Z-MAX, G120 OR TRIPLE ZINC
<br />ALL OTHER PT
<br />COATED FINISH.
<br />(INCLUDING ACID & 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" LAP24" 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 %" 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 COMPLIANCE WHEN REQUESTED BY THE BUILDING OFFICIAL.
<br />6 MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE.
<br />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 1" 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 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 OF
<br />THE FRAMING PLAN 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 WITH THE TRUSS SHOP DRAWINGS.
<br />4 TRUSS UPLIFTS HAVE BEEN 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 INS T ALLATION. SEE DESIGN CRITERIA,
<br />THIS SHEET.
<br />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2, 3, 4
<br />MITEK & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE
<br />f�
<br />EQUAL ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLESIMPSON
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />SIMPSON
<br />FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />(8)% X 1 '/2" SDS SCREWS
<br />(8)%" x 1'/z" WS15-GC
<br />DTT2Z
<br />IN STUD'/✓' 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 />'/2 0 x 4'/2" 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'/2"IN
<br />(18)0.162"x2'/2"IN
<br />----
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />STUD/BEAM/TRUSS
<br />(7) 10d x 1 '/2"
<br />(7) 1i;d x 1
<br />(NOTE 2)
<br />�8" O x 6" EMBED ANCHOR
<br />HTT45
<br />�8:, O x 6" EMBED ANCHOR
<br />MTS12
<br />EACH END
<br />MTW12
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />�i
<br />(26) 0.162" x 2 ''/2" IN
<br />(26) 0.162" x 2 '/2" IN
<br />HTT5
<br />STUD/BEAM/TRUSS
<br />STUD/BEAM/TRUSS
<br />(g) 10d COMMON
<br />(g) 10d COMMON
<br />(NOTE 2)
<br />%" 0 x 6" EMBED ANCHOR
<br />HTT45
<br />�8" O x 6" EMBED ANCHOR
<br />MSTA24
<br />EACH END
<br />MSTA24
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(20)'/4" x 3" SDS SCREWS
<br />(24) 3" WS IN STUD
<br />HDQ8-SDS3
<br />IN STUD GROUP
<br />PHD8
<br />GROUP �8" 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 'h" IN TRUSS
<br />META12
<br />4" WET EMBED IN
<br />HTA16-18
<br />4" WET EMBED IN
<br />MSTAM36
<br />WOOD FRAMING
<br />'/4' '/4'
<br />MSTAM36
<br />WOOD FRAMING
<br />'/4' TAPCON IN I
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(4) x 2 TITEN
<br />(5) x 2 A"
<br />SCREWS IN MASONRY
<br />MASONRY
<br />"'
<br />(8) 10d x 1 /2 IN TRUSS
<br />9 10dx1'/2"IN TRUSS
<br />O
<br />(11)10dx1%"IN
<br />_ 1I
<br />(11)10dx1 2"IN —il
<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 />(11) 10d x 1 '/2" IN
<br />0 1) 10d x 1 Y", IN
<br />STUD
<br />STUD
<br />(12)10dx1''/2"IN
<br />(8)10dx1i/2"iN ill
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />TRUSS/RAFTER
<br />TRUSS/RAFTER
<br />(NOTE 6)
<br />�8" 0 x 7" EMBED EPDXY
<br />PAU44
<br />48 0 x 7" EMBED EPDXY
<br />HTSM20
<br />(12) 10d x 1 '/2' IN
<br />HTWM20
<br />d
<br />(4) / x 3" V�,EDGL 30t
<br />STUD
<br />OR EQUIVALENT li r I L 1 �i
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />(5) 8d x 1'h" IN
<br />(5) 8d x 1' ;v
<br />ABU66
<br />O x 7" EMBED EPDXY
<br />PAU66
<br />48" 0 x 7" EMBED EPDXY
<br />H2.5T/
<br />TRUSS
<br />RT7/
<br />TRl!SS
<br />(NOTE 6)
<br />(12" EMBED AT GARAGE
<br />(12" EMBED AT GARAGE
<br />HA8
<br />(5) 8d x 11/2" IN
<br />RT7AT
<br />(5) e,d x 1'/"
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />TOP PLATE
<br />HU48,
<br />(14) 16d COMMON IN
<br />HD48,
<br />(14) 16d COMMON IN
<br />(5) 10d x 1'/2" IN
<br />(5) 10d x 1 % dN
<br />HUC48,
<br />HEADER
<br />HD481F,
<br />HEADER
<br />HS
<br />TRUSS
<br />R 8A
<br />TRUSS
<br />HU28-2,
<br />(6) 101 COMMON IN BEAM
<br />HD28-2,
<br />(6) 10d COMMON IN BEAM
<br />2 IN
<br />(STOP
<br />(5) 10d x 1'%' .^:
<br />HUC28 2
<br />HD28-21F
<br />PLATE
<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 />LGT2
<br />TRUSS/RAFTER
<br />'/,"
<br />LUGT2
<br />TRtJSS/RAFT!" R
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />(7) %" x 2 TITEN
<br />HUC210-2
<br />BEAM
<br />HD210-21F
<br />BEAM
<br />SCREWS IN MASONRY
<br />OR EOUIVALE
<br />(28) 16d SINKER IN V ALI
<br />(22) 16d COMMON IN
<br />(22) 16d COMMON IN
<br />(26) 16d SINKER
<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) 2 '/2
<br />(12) S1
<br />(4)%" x 1 ''/2" SDS SCREW
<br />(4) '/4' x 1'/2" WS15 SCREWS
<br />N TRUSS
<br />IN TRUSS I,'
<br />--- ----
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGA10KT
<br />(4)%" x 3" SDS SCREWS
<br />HGA10
<br />(4) '/;' x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500,
<br />SDWC15600
<br />NO
<br />MITEK EQUIVALENT P
<br />(4) SDS'/4' x 1 %" SCREWS
<br />(4)'/4" x 1'/2" WS15 SCREWS
<br />HGAM10KT
<br />IN TRUSS/RAFTER
<br />HGRM10KT
<br />IN TRUSS/ RAFTER
<br />(4f '/4' x 13/4" WEDGE BOLT
<br />I.
<br />(4)'/4" x 2/4" TITEN SCREWS
<br />OR EQUIVALENT IN
<br />IN MASONRY
<br />MASONRY
<br />NOTES:
<br />1. REFER TO FRAMING NOTES THIS SHEET FOR AgRYLIC-TIE INSTALLATION SPECIFICATIONS.
<br />2. PRODUCTS SELECTED USING SIMPSON 2017-20 8 CATALOG. PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED AI_TERN/1 FE:
<br />3. REFER TO SIMPSON CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS.
<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 />%" O x 2'/4" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF 0 x 1 1/," 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.
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