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<br />DocuSign Envelope ID: 5249DB1B-6FC9-4BE9-9C1C-72AA2579EC�2
<br />DESIGN CRITERIA AND LOADS
<br />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2, 3, 4
<br />N
<br />Buildinq Code
<br />Florida Building and Residential Codes 6` Edlt,on i2'i'
<br />Code for Design Loads
<br />ANSI/ASCE 7
<br />ROOF LOADING'..... .....
<br />TOP CHORD LIVE LOAD
<br />TOP CHORD DEAD LOAD
<br />BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE:
<br />ATTICS WITHOUT STORAGE
<br />BOTTOM CHORD DEAD LOAD
<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 />FLOOR LOADING.... ..... _. . .
<br />TOP CHORD LIVE LOAD -
<br />TOP CHORD DEAD LOAD.....
<br />BOTTOM CHORD LIVE LOAD...
<br />BOTTOM CHORD DEAD LOAD.
<br />1 2�
<br />-? PSF
<br />PSF .i,
<br />PSF
<br />PSF
<br />NON-C
<br />PSF
<br />= 1 6G
<br />MPH
<br />ENCLOSE[
<br />0 18
<br />(SEE TABL I
<br />C,,
<br />40 PSF
<br />10 PSF
<br />0 PSF
<br />5 PSF
<br />SPECIAL FLOOR (GAME ROOM) LOADING
<br />C, - 1 _uJ
<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 />1r" c�
<br />DEFLECTION CRITERIA
<br />ROOF TRUSSES ...................
<br />TL ' 8C
<br />_L MAX 1
<br />LL1480
<br />TL i 360
<br />OPEN WEB FLOOR TRUSSES
<br />LL 480
<br />TL 240
<br />WOOD I JOISTS..... _.._... - _
<br />TL MAX '
<br />LL ' 360
<br />BEAMS. ............................_- -
<br />TL ' 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPP ''TIN
<br />[_ xT[Rl;;t.
<br />ABOVE SHALL NOT EXCEED /. DE_ I ECTI
<br />_)tv
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSURE
<br />WINDOWS AND DOORS
<br />EFFECTIVE T )NE DESIGNATION
<br />WIND AREA IZ - Intent [ t I:n:
<br />0 - 20 ft2 +28 54 :S0 96 1 +28 54
<br />21 - 50 ft2 +27 17 29 59 +27 17
<br />51 - 100 ft2 +25 52 9c -25 5
<br />101 - 200 ft2 +24.25 t; 6; +24 2' -
<br />VINYL SOFFIT MAX PRESSURE tpsf +28 I_
<br />GARAGE DOOR PRESSURE +21
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE TAKEN
<br />AS THE 1ST 4.0' PER FIGURE R301 2 (7,
<br />Ii
<br />1STFIAOR
<br />4.0 FT
<br />(TYP)
<br />� END l
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />^.c )TFS 3 4
<br />U'
<br />STUCCO AND DIRECTLY
<br />MIN'%32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (%,"24/16
<br />w =
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.0 IN THE
<br />^
<br />� I- N
<br />Q
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
<br />w�
<br />0
<br />Z
<br />ALL OTHER VENEER
<br />MIN %6 " 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
<br />�Q
<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 />TILE ROOF
<br />MIN'Y32" 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />Y c�
<br />z
<br />(NOTE 7)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 4" O.0 AT PANEL EDGES AND
<br />u
<br />Uj
<br />8" O.C. IN THE FIELD
<br />LL Q O
<br />0 w z
<br />SHINGLE AND METAL ROOF
<br />/5 MIN 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VVITH LONG DIMENSION
<br />0 T_
<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 />23/32" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O.0 AT PANEL EDGES, 12" O.C. IN THE
<br />(NOTE 5)
<br />FIELD.
<br />MIN Y8' OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />ORCH CEILING BOARD SHEATHING:
<br />COMMON: 3" O.C. AT PANEL EDGES 12" O.C. IN THE FIELD OR MIN %2" 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 />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 />COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/ 8d GALVANIZED BOX NAILS.
<br />ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL.
<br />= ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF
<br />CURRENT APPROVED APA.MANF. SPECIFICATIONS.
<br />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 />'V32" 32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL
<br />C BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD. SHOULD BUILDER SPECIFICATIONS ALLOW MIN
<br />STRUCTURAL REQUIREMENTS ARE 24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER WALL
<br />SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS.
<br />%2' PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS SHOULD WARRANTY
<br />AND INSTALLATION REQUIREMENTS ALLOW. t%2" APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TILE ROOF.
<br />WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/ UNBLOCKED HORIZONTAL PANEL EDGES.
<br />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
<br />NOTES 1, 2, 3, 4
<br />DIAMETER
<br />LENGTH
<br />8d COMMON
<br />0,131"
<br />2-1,!"
<br />8d RINGSHANK
<br />0.113"
<br />2 %"
<br />10d x 1-'Yz"
<br />0.148"
<br />1-1/2"
<br />10d
<br />0.131"
<br />3"
<br />1 10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-'/4"
<br />16d SINKER
<br />0.148"
<br />3-Y4"
<br />16d COMMON
<br />0.162"
<br />3-Y2"
<br />TABLE 5: FASTENERS IN
<br />PRESSURE TREATED LUMBER
<br />IV PRESERVATE
<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 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 Al- 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 COMPLIANCE WHEN REQUESTED BY THE BUILDING 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 />y' 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 />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 />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 />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 INSTALLATION SEE DESIGN CRITERIA,
<br />THIS SHEET.
<br />USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL
<br />ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />USP FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />MITEK
<br />USP FASTENERS
<br />FASTENERS
<br />(8)'/4 X 1 YP SDS SCREWS
<br />DTT2Z
<br />IN STUD /2" 0 X 4 /2
<br />WOOD SCREWS INSTUD
<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 />-----
<br />(18)0.162"x2'/2"IN
<br />(18)0.162"x2 Y2"IN
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MTS12
<br />(7) 10d x 1 Y2"
<br />MTW12
<br />(7 1) 1od x 1
<br />(NOTE 2)
<br />46" 0 x 6" EMBED ANCHOR
<br />4a" 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26) 0.162" x 2 Y2" IN
<br />(26) 0.162" x 2 Y2" IN
<br />HTTS
<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 />46" 0 x 6" EMBED ANCHOR
<br />�6„ O x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(20)Y4' x 3" SDS SCREWS
<br />(24) 3" WS IN STUD
<br />HDQ8-SDS3
<br />IN STUD GROUP
<br />PHD8
<br />GROUP 7 " 0 x 12" EMBED
<br />a
<br />MSTA36
<br />(13) 10d COMMON
<br />MSTA36
<br />(13) 10d CCMM'_)N
<br />7/$" O x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH END
<br />ANCHOR IN CONCRETE
<br />(
<br />10d COMMOI I N
<br />(7) ,
<br />„
<br />(7) 10d x 1 /2 IN TRUSS
<br />(7) 10d x 1 /2 IN TRUSS
<br />META12
<br />4" WET EMBED IN
<br />HTA16 18
<br />4" WET EMBED IN
<br />MSTAM36
<br />WOOD FRAMING
<br />MSTAM36
<br />WOOD FRAMING
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(4) 'Y," x 2 ''/4" TITEN
<br />(5) %' x 2 i3' TAPCON IN
<br />SCREWS IN MASONRY
<br />(11) 10d x 1 '/2" IN
<br />MASONRY
<br />(11) 10d x 1 Y.. IN
<br />(8) 10d x 1 Y2" 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 />(11) 10d x 1 1/2" IN
<br />(11) 10d x 1 '!" IN
<br />STUD
<br />(12) 10d x 1 '/2" IN
<br />STUD__ _
<br />(8) 10d x 1'/2" IN
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />„ „
<br />U44
<br />(12) 16d COMMON NAILS
<br />HTSM20
<br />TRUSS/RAFTER
<br />HTWM20
<br />TRUSS/RAFTERPA
<br />(NOTE 6)
<br />48 O x 7 EMBED EPDXY
<br />48 0 x 7 EMBED EPDXY
<br />(12) 10d x 1 '/2" IN
<br />�: �
<br />(4) Y4 x 3 WEDGE 80L-
<br />STUD
<br />(5)8dx1Yz"IN
<br />OR EQUIVALENT IN S T UG+'i
<br />-
<br />(5)8dx11/2"I^d
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />I' A BU66
<br />4"0x7"EM BED EPDXY
<br />6
<br />PAU66
<br />4 " x 7" EMBED EPDXY
<br />6 !Zj O
<br />H2.5T/
<br />T
<br />TRUSS
<br />RT7/
<br />1
<br />TRUSS
<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) 8d x 1
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />(5) 10d x 11/2" IN
<br />TOP PLATE
<br />(5) 10d x 1'h" 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 />RTBA
<br />TRUSS
<br />HU28-2,
<br />HUC28-2
<br />(6) 10d COMMON IN BEAM
<br />HD28-2,
<br />HD28-21F
<br />(6) 101 COMMON IN BEAM
<br />(5) 10d x 1" IN
<br />(5) 10d x 1 r IN
<br />TOP 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 />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) 'W" x 2 Y4' TITEN
<br />G 2
<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 />-
<br />(28) 16d SINKER IN WALL
<br />HUC212-2
<br />(22) 16d COMMON IN
<br />HEADER
<br />HD212-21F
<br />(22) 16d COMMON IN
<br />HEADER
<br />10 10d COMMON IN BEAM
<br />10 10d COMMON IN BEAM
<br />LGT3
<br />IN WALL FRAMING
<br />(12) SDS '/4" x 2 Y2"
<br />LUGT3
<br />FRAMING
<br />(12) WS25 %° x i
<br />(4)%" x 1 '/2" SDS SCREW
<br />(4)'/4" x 1'/z" WS15 SCREWS
<br />IN TRUSS
<br />IN TRUSS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />HGA10KT
<br />(4)%" x 3" SDS SCREWS
<br />HGA10
<br />(4) ''/4" x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500,
<br />SDWC15600
<br />NO
<br />USP EQUIV,ALEtN-F
<br />(4) SDSY4" x 1 '/2' SCREWS
<br />(4)'/4' x 1'/2" WS15 SCREWS
<br />HGAM10KT
<br />IN TRUSS/RAFTER
<br />HGAM10KT
<br />Y4 TRUSS/ RAFTER
<br />(4) /4 x 1 /4 WEDGE BOLT
<br />(4)'/4" x 2/4" 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 2019-2020 CATALOG. PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED ALT"IEP.NF- ! ;-z
<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 />''/4" 0 x 2 3/4" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF %" 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.
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<br />I" '`AM I N G NOTES
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<br />I t1F T,,! CONNECTORS � r.. ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN
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