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DESIGN CRITERIA AND LOADS
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />NICITFC I A
<br />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2. 3. 4
<br />I FGFNn
<br />rn
<br />CV
<br />Q
<br />Building Code
<br />Florida Building and Residential Codes ,
<br />6tn 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 />Cd 1.60
<br />ASCE 7-10, 3S GUST........................................139
<br />MPH
<br />BASIC WIND SPEED
<br />EXPOSURE CATEGORY.................................0
<br />BUILDING CATEGORY .....................................
<br />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 ..............................
<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 .... 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 ........................
<br />5 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 Yi'
<br />LL / 360
<br />BEAMS' ..............................................
<br />TL / 240
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING EXTERIOR WALL
<br />ABOVE SHALL NOT EXCEED Y 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 />L
<br />+24.25 -26.67
<br />+24.25
<br />-29.64
<br />11
<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 />r--
<br />1 ST FLOOR { TY F
<br />TYP)
<br />- END ZONE
<br />DESIGNATION
<br />Y O
<br />TILE ROOF
<br />MIN 1%2" 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />z r
<br />w
<br />(NOTE 5)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 4" O.C. AT PANEL EDGES AND
<br />p w
<br />8" O.C. IN THE FIELD
<br />LL O
<br />O z
<br />SHINGLE AND METAL ROOF
<br />MIN �/16' 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />0
<br />{NOTE 6)
<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 />Z3/32" 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 %" OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
<br />PORCH
<br />CEILING BOARD SHEATHING:
<br />COMMON: 3" O.C. AT PANEL EDGES. 12" O.C. IN THE FIELD OR MIN 16" EXTERIOR GYPSUM
<br />CEILING BOARD, FASTEN w/ 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 1%32" 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. 1V3Z" PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS. SHOULD WARRANTY
<br />AND INSTALLATION REQUIREMENTS ALLOW, '%2" 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 1 DIAMETER LEPRESSURE TREATED LUMBER
<br />--NGTH
<br />W COMMON
<br />0.131"
<br />2-1/2'
<br />8d RINGSHANK
<br />0,113"
<br />2-%"
<br />10d x 1-Y2"
<br />0.148"
<br />1-Y2
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-Y."
<br />16d SINKER
<br />0.148"
<br />3-Y;'
<br />16d COMMON
<br />0.162"
<br />3-'A"
<br />NOTES:
<br />1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
<br />2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS
<br />SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM
<br />F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS
<br />BEFORE APPLICATION OF PROTECTIVE COATING.
<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 />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 />ALL OTHER PT
<br />Z-MAX, G120 OR TRIPLE ZINC
<br />(INCLUDING ACQ & MCQ)
<br />COATED FINISH.
<br />ALL FASTENERS MUST BE HOT
<br />DIPPED GALVANIZED.
<br />NOTES:
<br />1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
<br />CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
<br />EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN
<br />TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS.
<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 Y2' 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'xl5' 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 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 />USP
<br />USP FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />FASTENERS
<br />USP
<br />USP FASTENERS
<br />+ +„
<br />8 4 X 1 /2 SDS SCREWS
<br />( )/
<br />+
<br />( ) /. x 11/2" 15-GC
<br />DTT2Z
<br />+ + "
<br />IN STUD /2" 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'/a" EMBED EPDXY
<br />CS18
<br />EACH END
<br />GS20
<br />COMMON
<br />SCREW ANCHOR
<br />OR SCREW ANCHOR
<br />EACH END
<br />(18)0.162"x2 Y2"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) 10d x 1 Y2"
<br />(NOTE 2)
<br />%" 0 x 6" EMBED ANCHOR
<br />V 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26) 0.162" x 2 '/2" IN
<br />(26) 0.162" x 2 Y2" 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 />48' 0 x 6" EMBED ANCHOR
<br />V 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 />HDQ8-SDS3
<br />IN STUD GROUP
<br />PHD8
<br />GROUP 7/8" 0 x 12" EMBED
<br />MSTA36
<br />(13) 10d COMMON
<br />MSTA36
<br />(13) 10d COMMON
<br />7/i8" 0 x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH END
<br />ANCHOR IN CONCRETE
<br />(7) 10d x 1 Yz' IN TRUSS
<br />(7) 10d x 1 %" IN TRUSS
<br />(7) 10d COMMON IN
<br />(7) 10d COMMON IN
<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) 'W x 2 W TITEN
<br />(5) 'W x 2 W TAPCON IN
<br />SCREWS IN MASONRY
<br />MASONRY
<br />(8) 10d x 1 Y2" IN TRUSS
<br />(9) 10d x 1 1/2" IN TRUSS
<br />(11)10dx1 Y2" IN
<br />(11)10dx1 %" IN
<br />META20
<br />4" WET EMBED IN
<br />HTA20-18
<br />4" WET EMBED IN
<br />HTS20
<br />ER
<br />TRUSS/RAFTTIN
<br />HTW20
<br />TRUSS/RAFTTIN
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(11) 10d x 1
<br />(11) 10d x 1
<br />STUD
<br />(12) 10d x 1 Y2" IN
<br />STUD
<br />(8) 10d x 1 Y2" IN
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />TRUSS/RAFTER
<br />TRUSS/RAFTER
<br />(NOTE 6)
<br />48" 0 x 7" EMBED EPDXY
<br />PAU44
<br />§8, 0 x 7" EMBED EPDXY
<br />HTSM20
<br />(12) 10d x 1 %' IN
<br />HTWM20
<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 Yi' IN
<br />ABU66
<br />4 " 0 x 7" EMBED EPDXY
<br />PAU66
<br />4 " 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 />HAS
<br />(5)8dx1Yz''IN
<br />RT7AT
<br />(5)8dx1Yz''IN
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />TOP PLATE
<br />HU48,
<br />04) 16d COMMON IN
<br />HD48,
<br />(14) 16d COMMON IN
<br />(5) 10d x 1 Y2" IN
<br />(5) 10d x 1 Y2" 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 />,
<br />(5) 10d x 1 /2" IN
<br />TOP PLATE
<br />,
<br />(5) 10d x 1 /2" IN
<br />TOP PLATE
<br />HU410,
<br />(18) 16d COMMON IN
<br />HD410,
<br />(18) 16d COMMON IN
<br />(16) 10d COMMON TO
<br />HUC410,
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />LGT2
<br />TRUSS/RAFTER
<br />LUGT2
<br />TRUSS/RAFTER
<br />HU210-2,
<br />(10) 10d COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />(7) Y;' x 2 /," TITEN
<br />(5)O" 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 />WALL FRAMING
<br />LUGT3
<br />FRAMING
<br />10 10d COMMON IN BEAM
<br />10 10d COMMON IN BEAM
<br />(12) SDS 'Ye" x 2 Yz"
<br />(1
<br />(12) WS25 Ya" x 2 Ya"
<br />(4)%" x 1 '/2' SDS SCREW
<br />(4) %;' x 11/2" 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) %" x 3" WS3 SCREWS
<br />IN TOP PLATE
<br />IN TOP PLATE
<br />SDWC14500,
<br />SDWC15600
<br />NO USP EQUIVALENT
<br />(4) SDS %" x 1 ''/2" SCREWS
<br />(4) %" x 1'/z" WS15 SCREWS
<br />HGAMIOKT
<br />IN TRUSS/RAFTER
<br />+' ,"
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4) Y;' x 1'/," WEDGE BOLT
<br />(4) /;x 2/TITEN SCREWS
<br />OR EQUIVALENT IN
<br />IN MASONRY
<br />L_
<br />I 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.
<br />4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT FOR FOR SPECIFIC FASTENING REQUIREMENTS.
<br />5. POSITIVE PLACEMENT GUN NAILS, 2 1/2' LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR
<br />ABU PO
<br />ST BASE ANCHORS CS16 AND M TA FLAT STRAPS.
<br />6. MASONRY APPLICATION REQUIRE EQUIVALENT NUMBER OF TITEN ANCHORS IN LIEU OF 16d NAILS TO HDR CONNECTION. CMU REQUIRES
<br />%" 0 x 2 %" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF'W 0 x 1 '/V 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 />OR "OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL
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<br />FOR ENGINEER OF RECORD
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<br />SYP SOUTHERN YELLOW PINE
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<br />LSL 1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 W WIDE, UNO.
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<br />LVL 2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 W WIDE
<br />PSL 2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 '/z' WIDE, UNO.
<br />SYS 42 PROPERLY RATED OPEN WEB HEADER
<br />INTERIOR ROOF LOAD BEARING WALL, SPECIFICATIONS
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<br />INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED. MINIMUM
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<br />• ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN
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<br />-- 1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN
<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 />NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD
<br />TYPE OF STRAP CONNECTING HEADER TO JACK STUD
<br />KING/JACK GROUP BOTTOM CONNECTION
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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
<br />NON -BEARING HEADER FRAMING KEYNOTE
<br />NO HDR - # NUMBER OF KING STUDS EACH SIDE OF OPENING
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<br />ALL HEADER JACK AND KING STU DS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ 8" O.C.
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<br />NON BEARING HEADERS: DUE TO LIGHTLY LOADED CONDITIONS, 49" OR LESS CLEAR -OPENINGS IN AN
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<br />• SPH w/ (12) 10d x 1- 1/2' @ 16" O.C. OR
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<br />SIMPSON ACRYLIC -TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS.
<br />ANCHOR BOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN Q
<br />A HOLE AS SPECIFIED BY MANF (TYPICALLY 1/16" TO 1/8" GREATER THAN SPECIFIED ANCHOR DIAMETER).
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<br />ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, LINO. ALL WATERPROOFING AND FIRE SAFET
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<br />ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN
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<br />BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER.
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<br />FASTEN ALL MULTI -PLY STUD COLUMNS AND CORNERS TOGETHER WITH (2) ROWS 10d @ 8" O.C. STAGGERED.
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<br />7.
<br />FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH (3)8d TOE NAILS.
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<br />ALL MULTI -PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM
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<br />EXTERIOR WALL DESIGN ASSUMES CONTINUOUSLY SHEATHED WITH OSB OR PLYWOOD
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