|
)ocuSign Envelope ID: 8B4F13B6-EB1A-4869-9598-668306OB682C
<br />DESIGN CRITERIA AND LOAD.
<br />Buildinq Code
<br />Florida Building and Residential Ccx;r-s
<br />Editlor ,,
<br />Code for Design Loads
<br />ANSI/ASCE 7
<br />ROOF LOADING' ...................
<br />....
<br />C = '
<br />TOP CHORD LIVE LOAD.
<br />20 P it
<br />TOP CHORD DEAD LOAD.....-
<br />7 PSf I!
<br />BOTTOM CHORD LIVE LOAD
<br />ATTICS WITH LIMITED STORAGE
<br />20 PS!
<br />ATTICS WITHOUT STORAGE..
<br />10 PS[
<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 />(NON t,6N
<br />5 PSF
<br />139 MF :I'
<br />L'.
<br />LNi. LO
<br />FLOOR LOADING ..............
<br />TOP CHORD LIVE LOAD. _
<br />TOP CHORD DEAD LOAD
<br />i
<br />BOTTOM CHORD LIVE LOAD
<br />BOTTOM CHORD DEAD LOAD
<br />SPECIAL F t r.f I A ROOM � ) Nt.
<br />FLOOR (GAME
<br />t' -
<br />T VLOAD...._
<br />OP CHORD LIVE
<br />I
<br />TOP CHORD DEAD LOAD
<br />BOTTOM CHORD LIVE LOAD_
<br />F' i
<br />BOTTOM CHORD DEAD LOAD
<br />P: !
<br />MAXIMUM FLOOR TRUSS SPACING
<br />6''
<br />DEFLECTION CRITERIA LL 240
<br />ROOF TRUSSES .............. ...... T L ; ! 3::I
<br />L MAX
<br />FLOOR JOIST OR TRUSS...,
<br />LL.. -.8t.
<br />TL i('
<br />BEAMS ........................... __ LL : O
<br />TL 1"i
<br />NOTES:
<br />1. PORCH BEAMS AND BEAMS SUPPORTING LXTf i� l,.:
<br />ABOVE SHALL NOT EXCEED %" DEf I EC ? ION
<br />TABLE 1: COMPONENT AND
<br />CLADDING DESIGN PRESSUR
<br />WINDOWS AND DOORS
<br />EFFECTIVE ZONE DF I .,NA' i
<br />WIND AREA IZ - Interior Zme ;ps EZ L Z
<br />0 - 20 ft2 +28 54 30 96 +2r
<br />21 - 50 ft2 +27,17 '9 59
<br />51 - 100 ft2 +2.5 52
<br />101 - 200 ft2 +24 25 { .
<br />VINYL SOFFIT MAX PRESSURE
<br />GARAGE DOOR WID1 ii'
<br />8 FT
<br />10 FT
<br />pfti
<br />16 FT
<br />18 FT
<br />"GARAGE DOOR HEIGHT MAY BE Of i IGHt 1`
<br />END ZONE KEY MAP
<br />END ZONE: END ZONES SHALL BE T.,,, KEN
<br />AS THE 1 ST 4.0' PER FIGURE R301 2 i
<br />TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
<br />NnTFS '1 4
<br />p O
<br />STUCCO AND DIRECTLY
<br />MIN'%32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (%h" 24/16
<br />! _
<br />ADHERED STONE
<br />INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O C. AT PANEL EDGES, 12" O C. IN THE
<br />fw ~Q c„
<br />(NOTE 6)
<br />FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES
<br />w=
<br />__ ._._ __—.._ .._ . _. _ —.. _... __ .. ._....................._
<br />j -� z
<br />ALL OTHER VENEER
<br />_. _ _ __
<br />MIN Z116 " 24116 SPAN RATED OSB OR PLYVVUOD INSTALLED VERTICAL OR HORIZONTAL
<br />CL ¢
<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 1%2 32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION
<br />�c O
<br />-
<br />w � �
<br />(NOTE 7)
<br />T T5 1 NC K NAIL ' O C AT PANEL EDGES AND
<br />PERPENDICULAR O SUPPORTS W/ 8� RI SHAH b 4 U _S
<br />E
<br />I; o !
<br />8" O.C. IN THE FIELD
<br />I' a w z
<br />SHINGLE AND METAL ROOF
<br />MIN �/6" 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
<br />a M -
<br />{NOTE 9)
<br />PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS. 6' O C. AT PANEL EDGES, 12"
<br />Q.C. IN THE FIELD.
<br />2%2" T&G OSB OR PLYWOOD W/ 10d COMMON, 6" O C Al PANEL EDGES. 12" O C IN THE
<br />FLOOR DECK SHEATHING:
<br />(NOTE 5)
<br />FIELD.
<br />MIN %" OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULARTO SUPPORTS W/ 8d
<br />I PORCH CEILING BOARD SHEATHING:
<br />COMMON: 3" O.C. AT PANEL EDGES, 12" O C IN THE FIELD OR MIN /," EXTERIOR GYPSUM
<br />I
<br />CEILING BOARD, FASTEN w/ 5d x 1 5/3" COOLER NAIL OR NO.6 x 1%4" LONG SCREWS @
<br />I;_
<br />4" O.C. EDGES, 8" O.C. FIELD
<br />NOTES
<br />1 FOR SHEATHING THICKNESS GREATER THAN 15/32" 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 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 />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 />R W NAILS ARE RECOMMENDED.
<br />AKIN IN E REDUCE SQUEAKING, 8d RING SHANK NAILS OR 8d SC
<br />6 ' /b2" 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 7/6" 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, 15&" 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 />—
<br />DIAMETER
<br />LENGTH
<br />8d -COMMON
<br />0.131"
<br />_.ENG..
<br />2-'/s"
<br />8d RINGSHANK
<br />0.113"
<br />2-Y8'
<br />10d x 1-'/z"
<br />0.148"
<br />1-'/2'
<br />.......... _
<br />10d
<br />0.131"
<br />3"
<br />10d COMMON
<br />0.148"
<br />3"
<br />12d COMMON
<br />0.148"
<br />3-'/4"
<br />16d SINKER
<br />0.148"
<br />3-1/4"
<br />16d COMMON
<br />0.162"
<br />3-'/z"
<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 />COATED FINISH.
<br />(INCLUDING ACQ & MCQ)
<br />I
<br />ALL FASTENERS MUST BE HOT
<br />DIPPED GALVANIZED.
<br />NOTES:
<br />! INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
<br />_
<br />NOTES: — - -
<br />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 />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 />CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= 2,500 PSI AT 28 DAYS (UNO).
<br />CONCRETE COMPRESSIVE STRENGTH FOR SLAB = 2,500 PSI AT 28 DAYS (UNO)
<br />ALL REINFORCING STEEL #3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS (UNO)
<br />, ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24" LAP 24" LONG #4 BAP, !S RECOMMENDED TO BE
<br />INSTALLED AT ALL REENTRANT CORNERS.
<br />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 WIT 11 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 />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 CCOHrESiVE 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 />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 />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'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 />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 />z TRUSSES OR I -JOISTS SHALL BE DESIGNED TO MATCH THE ORIENTATION, SPAN DIRECTION, SPACING, BEARING & LOCATION OF
<br />THE FRAMING PLAN 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 />TRUSS UPLIFTS HAVE BEEN CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERA T ION 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 />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 />TABLE 7: METAL CONNECTOR SCHEDULE
<br />NOTES 2. 3. 4
<br />MITEK & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE
<br />EQUAL ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
<br />SIMPSON
<br />SIMPSON FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />SIMPSON
<br />SIMPSON
<br />FASTENERS
<br />MITEK
<br />MITEK FASTENERS
<br />li
<br />(8)'% X 1 %" SDS SCREWS
<br />O a 5 %" x ' 1-
<br />ii
<br />DTT2Z
<br />IN STUD'/2' 0 X 4'/7"
<br />WOOD SCREWS IN STUD
<br />(9) 10d COMMON
<br />(9) 10d
<br />(NOTE 2)
<br />EMBED EPDXY OR
<br />DTB TZ
<br />yz (� x 4'/z' 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 WIN
<br />(18)0.162"x2 1/a"IN
<br />---
<br />HTT4
<br />STUD/BEAM/TRUSS
<br />HTT45
<br />STUD/BEAM/TRUSS
<br />MTS12
<br />(7) 10d x 1 1/2"(7)
<br />MTW12
<br />10d x 1
<br />(NOTE 2)
<br />�8" 0 x 6" EMBED ANCHOR
<br />48" 0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(26) 0.162" x 2 Yx' IN
<br />(26) 0.162" x 2 '/z" IN
<br />HTT5
<br />STUD/BEAMfTRUSS
<br />HTT45©"
<br />STUD/BEAM/TRUSS
<br />MSTA24
<br />(9 10d COMMON
<br />)
<br />tJISTA24
<br />(9) 10d COMMON
<br />(NOTE 2)
<br />18" 0 x 6" EMBED ANCHOR
<br />0 x 6" EMBED ANCHOR
<br />EACH END
<br />EACH END
<br />IN CONCRETE
<br />IN CONCRETE
<br />(20)Y." x 3" SDS SCREWS
<br />(24) 3" WS IN STUDIN
<br />HDQ8-SDS3
<br />STUD GROUP
<br />PHD8
<br />UP 12" EMBED
<br />GRO 8 0 x E
<br />MSTA36
<br />(13) 1Od COMMON
<br />MSTA36
<br />(13) 10d CC)MIv1C)P)
<br />'!8' 0 x 12" EMBED
<br />ANCHOR IN CONCRETE
<br />EACH END
<br />EACH ENT)
<br />ANCHOR IN CONCRETE
<br />(7) 10d COMMON Its
<br />(7) 10d x 1 '/a" IN TRUSS
<br />(7) 10d x 1 Yz' IN TRUSS
<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) %" x 2 Y." TITEN
<br />(5) Y," x 2 '',," TAPC.C:iN IN
<br />SCREWS IN MASONRY
<br />MASONRY
<br />(11) loci x 1
<br />8 10d x 1 %" IN TRUSS
<br />()
<br />-
<br />9 10d x 1 '/V IN TRUSS
<br />()
<br />(11) 1Od x 1 'h" IN
<br />META20
<br />4" WET EMBED IN
<br />HTA20-18
<br />4" WET EMBED IN
<br />HTS20
<br />TRUSS/RAFTER
<br />H T W20
<br />TRUSS/RAF f R
<br />GROUTED BLOCK WALL
<br />GROUTED BLOCK WALL
<br />(11) 10d x 1 '/a" IN
<br />(11) 10d x 1 'r,' !fir
<br />STUD
<br />STU[)
<br />1 i.
<br />(8) 10d x N
<br />,
<br />(12) 10d x 1 /,, IN
<br />ABU44
<br />(12) 16d COMMON NAILS
<br />PAU44
<br />(12) 16d COMMON NAILS
<br />h1TSM20
<br />TRUSS/RAFTER
<br />a
<br />HTWMwO
<br />TRUS'S/RAFT F,
<br />NOTE 6
<br />§ " 0 x 7" EMBED EPDXY
<br />4 „ 0 x 7" EMBED EPDXY
<br />12 1Od x 1 '/a" IN
<br />(4) 1.4' x T 'AIEFY_,f !:1:)L T
<br />STUD
<br />OR EQUIVALEN-1 I 1 c•'Ut
<br />(5) 8a x 1 % !N
<br />(12) 16d COMMON NAILS
<br />(12) 16d COMMON NAILS
<br />(5) 8d x 1'/a" IN
<br />ABU66
<br />�8' 0 x 7" EMBED EPDXY
<br />PAU66
<br />48' 0 x 7" EMBED EPDXY
<br />H2.5T/
<br />TRUSS
<br />RT7/
<br />TRUSS
<br />j
<br />(NOTE 6)
<br />(12" EMBED AT GARAGE
<br />(12" EMBED AT GARAGE
<br />hiA8
<br />1
<br />(5) 8d x 1 /a IN
<br />RT7AT
<br />(r�) 8d x 1,,.. IN
<br />DOOR RETURNS)
<br />DOOR RETURNS)
<br />TOP PLATE
<br />TOP PLATE:
<br />(5) 10d x 11 IN
<br />HU48,
<br />(14) 16d COMMON IN
<br />HD48,
<br />(14) 16d COMMON IN
<br />(5) 10d x 11/2" IN
<br />HUC48,
<br />HEADER
<br />HD481F,
<br />HEADER
<br />H8
<br />TRUSS
<br />RT8A
<br />TRUSS
<br />HU28-2,
<br />HUC2$-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 iz" IN
<br />TOP PLATE
<br />(5) 110 i x 1 ! r
<br />T OF
<br />(1G) 1 Ud C,ON?M,.)N ! i
<br />HU410,
<br />(18) 16d COMMON IN
<br />HD4%
<br />08) 16d COMMON IN
<br />HUC410,
<br />HEADER
<br />HD4101F,
<br />HEADER
<br />TRUSS/RAFTER
<br />TRUSS/RAF rI i;
<br />HU210-2,
<br />00) 1Od COMMON IN
<br />HD210-2,
<br />(10) 10d COMMON IN
<br />LGT2
<br />(7) /;' x 2 '/:' TITEN
<br />LUGT2
<br />(5) O" x 3" WEDGE. Lic)L , :I
<br />HUC210-2
<br />gEAM
<br />HD210-21F
<br />SCREWS IN MASONRY
<br />OR EQLJ!VALL:'J`f
<br />(28) 16d SINKER Ih WA L !..
<br />HUC212-2
<br />(22) 16d COMMON IN
<br />HEADER
<br />HD212-21F
<br />_BEAM
<br />(22) 16d COMMON IN
<br />HEADER
<br />(26) 16d SINKER
<br />10 10d COMMON IN BEAM
<br />_
<br />10) 10d COMMON IN BEAM
<br />LGT3
<br />IN WALL FRAMING
<br />(12) SDS 'A" x 2'/z"
<br />LUGT3
<br />FRAMINC.
<br />(12) WS25
<br />+
<br />(4)Y4" x 1 /a" SDS SCREW
<br />4 '/d' x 1'/z" WS15 SCREWS
<br />O
<br />IN TRUSS
<br />IN FRUSS
<br />IN TRUSS/RAFTER
<br />IN TRUSS/ RAFTER
<br />---
<br />,
<br />HGAiOKT
<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 EQUIVALEN I' i
<br />(4) SDS'/�' x 1 W' SCREWS
<br />(4) Ye' x 1'/7' WS15 SCREWS
<br />HGAM10KT
<br />IN TRUSS/RAFTER
<br />'
<br />HGAM10KT
<br />IN TRUSS/ RAFTER
<br />(4) %" x 1'/." WEDGE BOLT
<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 ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
<br />2. PRODUCTS SELECTED USING SIMPSON 2017-2018 CATALOG, PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED At. TERN A ' :-S
<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 '/a" 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 REQUIRF-S
<br />Y." 0 x 2 %44" TITENS ILO 16d. CONCRETE REQUIRES EQUIVALENT NUMBER OF %" 0 x 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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<br />cPJ HEADER JACK/KING STUD GROUPS) „`• ' • NO 85166 i
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<br />REVISIONS:
<br />No. Description Date I ❑
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