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FASTENING SCHEDULE
<br />CONNECTION FASTENER
<br />NUMBER OR SPACING
<br />BAND JOIST TO SILL OR TOP PLATE, TOE NAIL
<br />12d
<br />12" O.C.
<br />JOIST TO BAND JOIST, FACE NAIL
<br />16d
<br />3
<br />JOIST TO SILL OR GIRDER, TOE NAIL
<br />12d COMMON
<br />3
<br />BRIDGING TO JOIST, TOE NAIL EACH END
<br />12d COMMON
<br />2
<br />LEDGER STRIP
<br />16d COMMON
<br />3 @ EACH JOIST
<br />SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
<br />16d COMMON
<br />16" O.C.
<br />TOP OR SOLE PLATE TO STUD, END NAIL
<br />16d COMMON
<br />2
<br />STUD TO SOLE PLATE, TOE NAIL
<br />8d COMMON
<br />4
<br />DOUBLED STUDS, FACE NAIL
<br />1Od COMMON
<br />24" O.C.
<br />DOUBLED TOP PLATES, FACE NAIL
<br />1Od COMMON
<br />16" O.C.
<br />TOP PLATES, LAP & INTERSECTIONS, FACE NAIL
<br />2-16d OR 3-10d COMMON
<br />CONTINUOUS HEADER, TWO PIECES
<br />16d COMMON
<br />16" O.C. ALONG EACH EDGE
<br />CLG. JOISTS TO PLATE, TOE NAIL
<br />12d COMMON
<br />3
<br />CONTINUOUS HEADER TO STUD, TOE NAIL
<br />12d COMMON
<br />3
<br />CLG. JOISTS, LAPS OVER PARTITIONS, FACE NAIL
<br />4-1Od COMMON
<br />CLG. JOISTS TO PARALLEL RAFTERS, FACE NAIL
<br />3-16d OR 4-1Od COMMON
<br />RAFTER TO PLATE, TOE NAIL
<br />12d COMMON
<br />3
<br />1" BRACE TO EACH STUD & PLATE, FACE NAIL
<br />W COMMON
<br />2
<br />1 X 8 OR LESS SHTG TO EACH BEARING, FACE NAIL
<br />8d COMMON
<br />2
<br />OVER 1 X 8 SHTG. TO EACH BEARING, FACE NAIL
<br />W COMMON
<br />3
<br />BUILT-UP CORNER STUDS
<br />16d COMMON
<br />16" O.C.
<br />BUILT-UP GIRDER & BEAMS, OF THREE MEMBERS
<br />20d COMMON
<br />(3) ROWS, 12" O.C. STAGGERED
<br />STUDS TO SOLE PLATE, END NAIL
<br />16d COMMON
<br />2 EACH END
<br />TOP PLATE TO TRUSS OR FLOOR JOIST (PERPENDICULAR)
<br />16d COMMON
<br />2 EACH STUD
<br />TOP PLATE TO TRUSS OR FLOOR JOIST (PARALLEL)
<br />16d COMMON
<br />2 EACH STUD
<br />2" X 6" SUB FASCIA
<br />10d COMMON
<br />(3) PER TRUSS TAIL
<br />WOOD STRUCTURAL PANEL SUBFLOORING
<br />15/32", 1/2", 7/16"
<br />8d COMMON
<br />6" O.C. EDGES & 12" O.C. INTERMEDIATE
<br />19/320, 3/4"
<br />8d COMMON
<br />6" O.C. EDGES & 12"O.C. INTERMEDIATE
<br />10,11180
<br />10d COMMON
<br />6" O.C. EDGES & 12" O.C. INTERMEDIATE
<br />WOOD STRUCTURAL PANEL ROOF & WALL SHTG.
<br />8d COMMON WALLS
<br />112" OR LESS
<br />8d RINSHANK ROOF
<br />V O.C. EDGES & 6" O.C. INTERMEDIATE
<br />19/32" - 3/4"
<br />10d COMMON WALLS
<br />10d RINSHANK ROOF
<br />V O.C. EDGES & 6" O.C. INTERMEDIATE
<br />HARDBOARD LAP SIDING OVER SHEATHING
<br />8d CORROSION RESISTANT
<br />8" O.C. AT EDGES & 12" O.C.
<br />OR PER PRODUCT APPROVALS
<br />W/MIN. SHANK DIAMETER OF
<br />0.092" AT INTERMEDIATE
<br />AND MIN. HD. DIAMETER OF
<br />0.225"
<br />SHEATHING TO BE 15/32' OSB OR 1/2' PLY CDX W/8d RING SHANK NAILS
<br />@ 3' O.C, BOUNDARIES, 6' O.C. EDGES & 8' O,C, FIELD
<br />USE STEEL PLYCLIPS,
<br />2"x 4" TOP CORD BLOCKING ® 48" O.C. FOR
<br />FIRST FOUR ROWS OF TRUSSES ® EDGES OF
<br />SHEATHING TYP.. BACK NAIL AND TOE NAIL
<br />ALTERNATE ENDS W/ (2) 16d NAILS.
<br />(2) 2X4 DIAL BRACING -
<br />SPACED ® 48" O.C.. (4)
<br />16d NAILS ® EACH END
<br />(TYP)
<br />2X4 DIAGONAL ATTACHED
<br />WITH (4) 8d X 3 1/2'
<br />NAILS INTERSECTING -
<br />BLOCKING
<br />�6=1
<br />7_
<br />2x4 "T" ON TOP OF PANEL
<br />BLOCKING, FASTEN WITH
<br />10dx3" 0 4" O.C.
<br />SOFFIT AND FASCIA
<br />DOWNSET TOPCHORD OF GABLE
<br />END TRUSS TO RUN 2"x 4"
<br />MAX OUTLOOKERS SPACED ® 24" O.C.
<br />(1) SIMPSON H5 ® EACH
<br />OUTLOOKER
<br />"L" BRACE TO EXTEND AT LEAST
<br />90% OF WEB LENGTH (SEE TABLE)
<br />GABLE TRUSS
<br />1/2" CDX PLYWOOD OR 7/16" OSB
<br />SHEATHING ATTACHED W/ 8d
<br />RINGSHANK NAILS ® 4" O.C. EDGES
<br />AND 8" O.C. FIELD
<br />SIMPSON HGA10 0 24" O.C.
<br />STUD WALL (SEE TYP. SEC.)
<br />SIMPSON SP2 DR SP4
<br />EACH STUD
<br />5/8" OR 1/2" CEILING DENSE
<br />GYPSUM WALL BOARD FASTENED
<br />WITH 8d COOLER NAILS OR 1 1 /4"
<br />LONG DRYWALL SCREWS COMPLYING
<br />WITH ASTM C1002 FOR FIRST 8'-0"
<br />FRAME FROM END WALL @ 4" O.C. TYP.
<br />CONNECTOR
<br />SCHEDULE
<br />MANUFACTUREUPLIFT CAP.
<br />FASTENERS
<br />FLORIDA APPROVAL
<br />TYPE
<br />MODEL#
<br />A
<br />H2.5A
<br />SIMPSON
<br />545#
<br />10 - 8d
<br />10456.2
<br />B
<br />H5
<br />SIMPSON
<br />455#
<br />8 -8d
<br />10456.2
<br />C
<br />H10S
<br />SIMPSON
<br />1010#
<br />16 - 8dX1 1/2"
<br />10446.5
<br />D
<br />H14
<br />SIMPSON
<br />1350#
<br />12 - 8dX 1 1/2"
<br />10446.5
<br />13-8d
<br />E
<br />H10A 2
<br />SIMPSON
<br />1080#
<br />9 - 8dX 1 1/2"
<br />10446.5
<br />F
<br />LTS
<br />SIMPSON
<br />745#
<br />12-10d
<br />10456.7
<br />G
<br />MTS
<br />SIMPSON
<br />1000#
<br />14 -10d
<br />13872.14
<br />H
<br />SP1
<br />SIMPSON
<br />585#
<br />10-10d
<br />10456.10
<br />1
<br />SP2
<br />SIMPSON
<br />1065#
<br />12 -10d
<br />10456.10
<br />J
<br />DSP
<br />SIMPSON
<br />780#
<br />8 -10d
<br />10456.1
<br />K
<br />(1)FGTR
<br />SIMPSON
<br />5000#
<br />18 SDS 1/4" X 3"
<br />11473.2
<br />21/2" X 5" TITEN
<br />L
<br />(2)FGTR
<br />SIMPSON
<br />9400#
<br />36 SDS 1/4" X 3"
<br />11473.2
<br />41/2" X 5" TITEN
<br />M
<br />HETA20
<br />SIMPSON
<br />1810#
<br />9 -1ODX 1 1/2"
<br />11473.3
<br />N
<br />HETA24
<br />SIMPSON
<br />1810#
<br />9 -1ODX 1 1/2"
<br />11473.3
<br />NOTES:
<br />USP CONNECTORS MAY BE SUBSTITUTED IF THEY
<br />MEET OR
<br />EXCEED THE UPLIFT VALUES SHOWN.
<br />CONNECTOR SCHEDULE TABLE IS
<br />BASED ON LATEST SIMPSON
<br />CATALOG, FOR SP
<br />#2
<br />2
<br />'nMTI I AAIn rf]fT\/\/ LL= Mr T)AM T K I r\/T �TAlr nMKIr Mr cl A
<br />cu
<br />CU
<br />RECESS RECESS
<br />'I 3068 3068 ,
<br />3
<br />2
<br />FOUIV\DATIOI\\[
<br />DRILL AND EPDXY #5 REBAR IN EXISTING CONCRETE SLAB
<br />SPACED 48" 0,C, MAX
<br />2
<br />F-IROATT
<br />2
<br />UPLIFT CONNECTION - SIMPS❑N STR❑NG-TIE
<br />FRAME APPLICATIONS
<br />MARK
<br />CONNECTOR
<br />UPLIFT
<br />CAPACITY
<br />LATERAL
<br />CAPACITY
<br />FASTENERS
<br />FLORIDA
<br />APPROVAL #
<br />A
<br />H2.5A
<br />600
<br />10-801
<br />10456.2
<br />H3
<br />455
<br />8-8d
<br />10473.9
<br />H10A
<br />1340
<br />18-10d X 1-1/2'
<br />10456.2
<br />H10A-2
<br />1080
<br />18-10d X 1-1/2'
<br />10456.2
<br />VTC2
<br />370
<br />7-10d X 1-1/2
<br />10861.9
<br />NOTE: CONNECTOR CAPICITIES ARE FOR SYP, REFER TO MANUFACTURERS
<br />FOR ADDITIONAL INFORMATION
<br />LEGEND
<br />® H2.5A
<br />I hereby certify that I have reviewed this plan and found it to be in
<br />compliance with ASCE 7-16 and the Florida Building Code 2020 7th Edition
<br />David W. Smith, P.E. #53608
<br />INSTALLATION INSTRUCTIONS:
<br />INSTALL DOWEL PER SIMPSON STR❑NG-TIE
<br />INSTRUCTI❑NS FOR EP❑XY-TIE SET,
<br />1. DRILL 3/4" DIA X 6" DEEP HOLE
<br />2. CLEAN THE HOLE -REMOVE DUST FROM HOLE WITH
<br />OIL FREE COMPRESSED AIR, CLEAN WITH NYLON BRUSH
<br />AND BLOW OUT REMAINING DUST,
<br />3. FILL HOLE HALF TO 2/3 FULL WITH SIMPSON-SET EPDXY
<br />STARTING FROM BOTTOM OF HOLE TO PREVENT AIR POCKETS
<br />WITHDRAW NOZZLE AS HOLE FILLS UP.
<br />4, INSERT DOWEL, TURNING SLOWLY UNTIL DOWEL REACHES BOTTOM OF HOLE
<br />5. ALLOW TO CURE 20 HRS FOR MAS, STRENGTH.
<br />EPDXY -TIE SET EPDXY IS A TWO -COMPONENT, LOW ODOR, 1:1 RATIO, 100%
<br />S❑LIDS EPDXY -BASED ADHESIVE FOR USE AS A HIGH STRENGTH, NON -SHRINK
<br />ANCHOR GROUTING MATERIAL. RESIN AND HARDENER ARE DISPENSED AND MIXED
<br />SIMULTANEOUSLY THROUGH THE MIXING NOZZLE, SET MEETS THE ASTM C-881
<br />SPECIFICATION FOR TYPE I, 11, IV AND V, GRADE 3, CLASS B AND C
<br />APPLICATIONS SURFACES TO RECEIVE EPDXY MUST BE CLEAN. FOR INSTALLATIONS
<br />IN OR THROUGH STANDING WATER, SEE ADHESIVE ANCHORS APPLICATION GUIDELINES
<br />FOR DETAILS. THE BASE MATERIAL TEMPERTURE MUST BE 40' F OR ABOVE AT THE
<br />TIME OF INSTALLATION. FOR BEST RESULTS, MATERIAL SHOULD BE 70' - 80' F AT THE
<br />TIME OF APPLICATION, CARTRIDGES SHOULD NOT BE IMMERSED IN WATER TO FACILITATE
<br />WARMING. TO WARM COLD MATERIAL, THE CARTRIDGES SHOULD BE STORED IN A WARM,
<br />UNIFORMLY HEATED AREA, OR STORAGE CONTAINER FOR A SUFFICIENT TIME TO ALLOW
<br />EPDXY TO WARM COMPLETELY, MIXED MATERIAL IN NOZZLE CAN BE HARDEN IN 5-7 MINUTES
<br />AT A TEMPERATURE OF 40' F OR ABOVE.
<br />#5 OR #6 REBAR MIN EMBEDMENT 6'
<br />DOWELS @ ALL WINDOW & DOOR LOCATIONS
<br />ALL OTHERS @ MIN 25'
<br />BOND DOWEL TO CONCRETE W/
<br />SIMPS❑N SET EPDXY
<br />PER SIMPS❑N INSTRUCTIONS
<br />RATED 6200# TENSION
<br />3/4' DIA HOLE x 6' DEEP FOR
<br />INSTALLATION OF DOWEL
<br />CLEAN HOLE AFTER DRILLING
<br />BLOW OUT DUST W/ OIL FREE
<br />PL A 1\1
<br />COMPRESSED AIR
<br />lt
<br />RAISE EXISTING CONCRETE SLAB 4'
<br />4' EXISTING CONCRETE SLAB
<br />��il�ulrr
<br />F• ��,�
<br />0.
<br />ENG
<br />0111111110
<br />DOWEL INSTALLATION DETAIL
<br />1. ROOF WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY THE MANUFACTURER TO
<br />SUPPORT THE FOLLOWING LOADS:
<br />A. ROOF TRUSS GRAVITY LOADING CASE
<br />TOP CHORD LOADING:
<br />LIVE LOAD: 20 PSF (ON THE HORIZONTAL PROJECTION)
<br />DEAD LOAD: 25 PSF (ON THE SURFACE AREA) FOR ASPHALT SHINGLES
<br />35 PSI (ON SURFACE AREA) FOR CEMENT OR CLAY TILE
<br />BOTTOM CHORD LOADING:
<br />ATTIC LIVE LOAD: 10 PSF
<br />ATTIC LIVE LOAD WITH STORAGE: 30 PSF
<br />DEAD LOAD (FOR 1/2" CD GYPSUM):5 PSF FOR 1/2" CD GYPSUM
<br />B. ROOF TRUSS WIND LOADING CASE
<br />TRUSSES ARE TO BE DESIGNED FOR WIND LOADING AS SHOWN ON DESIGN
<br />ANALYSIS, UPLIFT SHALL DEDUCT 2/3 OF DEAD LOADS.
<br />2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE
<br />WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE "NDS" NATIONAL
<br />DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ANSI/AF&PA AND THE NATIONAL
<br />DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION
<br />"ANSI/TPI".
<br />3. WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND SHALL
<br />BE KILN DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE
<br />NO.2 OR BETTER REQUIRED TO SATISFY STRESS REQUIREMENTS.
<br />4. CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN
<br />COATED THICKNESS, SHALL MEET OR EXCEED ASTM A653 GRADE 33 OR HIGHER AND
<br />SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-525 (COATING G60).
<br />5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING
<br />AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSS. THE
<br />GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTION PUBLICATION "HIB-91,
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING
<br />METAL PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT.
<br />6. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR
<br />OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE TRUSS
<br />MANUFACTURER'S ENGINEER.
<br />7. SUBMIT COMPLETE SHOP DRAWING FOR ALL WOOD TRUSSES SHOWING MEMBER
<br />SIZES, SPAN, DIMENSIONS, CHORD PITCH, LOADING AND REACTIONS. SHOP
<br />DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A
<br />PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.
<br />8. IF THE NET UPLIFT FORCES SHOWN ON THE FINAL ENGINEERED TRUSS
<br />CALCULATIONS ARE GREATER THAN THE CAPACITY OF THE SPECIFIED CONNECTORS,
<br />THE CONTRACTOR SHALL SUPPLY CONNECTORS TO MEET THOSE UPLIFT FORCES AS
<br />A MINIMUM.
<br />D.W.SMITH,M.S.IP.E.#53608 PAUL A SHOLAR
<br />FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 3512 MALACHITE DR
<br />PROJECTS ENGINEERING CONSULTANT ZEPHYRHILLS, FLORIDA
<br />NLAON891 DRIVE -DAD FLORIDA a3525
<br />PHOE (CL)83-46922E-MAIL: CITY,
<br />l@erhtnk net FOUNDATION SHEET OF
<br />TRUSS
<br />SCALE
<br />DO NOT SCALE
<br />DESIGN/DRAWN
<br />, rr, core R. GOLLHARDT
<br />DATE
<br />26 FEB 2023
<br />2 OF 4
<br />JOB NO.
<br />RICK GOLLHARDT - DRAFTSMAN
<br />PHONE: (CELL) 813-781-3651 E-MAIL: rQollhardt@tars
<br />CHECKED
<br />D.W.S.PE
<br />2023-0129
<br />
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