544 ATLANTIC BEACH CT - SFR STRUCTURAL DRAWINGS e slabs on grade shall be the thickness as indicated on the drawings over Clay Masonry(Brick): 13. Fasten plies of 1 W wide engineered lumber as follows: a)
GENERAL NOTES: 8. All concret a) CC)
2-ply beams with(3)rows of 0.131"x3 1/4"nails @ 12"o.c.
DESIGN SPECIFICATIONS: minimum 6 rr il. polyethylene(visqueen)vapor barrier. Slabs shall be reinforced with U')
1 Brick shall conform to ASTM C62, C216,or C652 for Building Brick,Facing Brick,and 3-ply beams with(3)rows of 0.131"x3 1/4"nails @ 8"o.c.(each side) 04
this project. 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in Conformance with ASTM-A 185, UJ CN
Project has been designed in accordance with the 5th Edition(2014)Florida Building 1. The scope of these plans is limited to the structural requirements of Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 W long SDW screws @ 12 o.c.
Architectural,civil(site), electrical, mechanical (plumbing and HVAC),waterproofing, or fibermesh einforcement shall be used with a minimum fiber length of to 2"
Code, Residential,and the Florida Building Code, Existing Building(as applicable). Q
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and flashing requirements are not addressed in these plans. complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per 2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL: mo
cubic yard in accordance with manufacturer's recommendations. LU
vertical and 16"o.c. horizontal. Additional ties shall be provided around all wall
DESIGN CRITERIA: 0
2. It is the intent of the Engineer of Record (Engineer)that this work be performed in 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and U)
ments of the authorities having jurisdiction over this type 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and openings greater than 16" in either direction, and shall be spaced no more than 36" E > =
conformance with all require Erection of Structural Steel for Buildings(latest editions). :z CD
Wind Design Method ASCE 7-10 f construction and occupancy. other deleterious material. Structural fill shall be compacted to a density of at least o.c. and placed within 12"of the openings. 9 .0
0 a.Welded connections: AWS D1.1 0
Basic Wind Speed: 130 mph (ASTM D1557).Termite protection U)
95%of the N odified Proctor Maximum Dry Density tm
3. Strand wire veneer ties shall not be less in thickness than No.9 gage wire and shall b. Structural steel shapes,plates: ASTM A36 r_
P4 1
Building Risk Category: 11 3. The contractor is responsible for the means and methods of construction. It is the shall be prov ded in accordance with applicable code requirements. If soil treatment have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. c. Structural steel pipe: ASTM A53 or A501 a)
Wind Exposure: C(Enclosed Structure) contractor's sole responsibility to determine the procedure,sequence,and temporary is used,the t,eatment shall be done after all excavation, backfilling,and compaction In
22 gage by 7/8"corrugated and fastened with 1 %"galvanized roofing nails. d. Structural steel tubing: ASTM A500 =
Building Classification: Residential a)
bracing as to insure the safety of the building and its component parts during is completed. Adjustable or strand wire veneer ties shall be used at CMU walls. CN
Building Type: Type V Construction C=)
Wind-Borne Debris: NOT located in the wind-borne debris region construction. 10. Footings mal bear upon undisturbed soil or upon structural fill. Structural fill shall be 2. All structural steel connections and fabrications shall comply with AISC specifications. Ca
Unless otherwise noted on the plans, a steel angle L4x4xl/4 shall be used for :4t 2
4. The contractor shall verify all conditions and dimensions at the job site prior to compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density 4. supporting brick veneer over openings. This angle will not be required for arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. LU LIJ
Unless otherwise noted, project site considerations shall be the responsibility of the (ASTM D 155 )for a depth of at least two feet(2%0")below the bottom of the footing. Cn r--
commencing work. windows where brick is self-supporting. If the length of the opening exceeds 6-0"then U) CD
owner and/or contractor. Examples of such items include,but shall not be limited to, the steel angle shall be attached to the wood framing with Y8"x 3" lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes 2 M
determination of grade elevations,drainage features,and special requirements CL U) 114:
5. The contractor shall supply, locate,and build into the work all inserts,anchors,angles, 11. The followinc minimum concrete cover shall be provided for reinforcement: beused. X CD
associated with FEMA flood hazard and/or DEP zones. o.c.or Simpson Y4"x 3" SIDS screws @ 12"o.c. shall not CD CD
plates,openings, sleeves, hangers, slab depressions,or other components as may be 3" Concrete cast against and permanently exposed to earth
required to attach and accommodate other work. 2" Concrete exposed to earth or weather Z
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. Li CD
DESIGN DEAD LOADS: 1 1/2" Concrete not exposed to earth or weather Qw� ;Z M
6. All details and sections shown on the structural drawings are intended to be typical L F- LL
1. All wood framing has been designed in accordance with"National Design Specification 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior 0
Floors: rk except 12. All continuou reinforcing steel in concrete shall be lap-spliced with the following to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". U)
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or and shall be construed to apply to any similar situation elsewhere in the wo (NDS)for Wood Construction,"2012 edition. C:)
where indicated otherwise. minimum len ths: 1.4-
wood subflooring over wood truss,wood I-joist,or solid sawn lumber framing. The floor CI-4
#4 bars: 1"minimum
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be 2. Southern Yellow Pine member design incorporates design values for all sizes and 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel 0
7. Refer to the structural drawings for all structural details and sections. The contractor #5 bars: 6"minimum C-- co
notified if the floor coverings differ from the noted assumptions grades of visually graded Southern Yellow Pine dimension lumber per"Supplement surfaces exposed and visible to the exterior of the structure. 6.1 0o
shall contact the Engineer for clarification in cases of conflict between the structural #6 bars: 2"minimum No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber,"published by 3:: U)
drawings and any drawings prepared by others prior to commencing work. 0
the Southern Pine Inspection Bureau(SPIB). 8. Field touch-up after installation where required to restore final finish.
Roofs: r bars shall be used.
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 13. Reinforcement in footings shall be bent around corners or corne CL 0
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. 3. All wood members exposed to weather or in contact with masonry,concrete or soil HARDWARE AND ANCHORS: -2
The design of the project structure assumes an allowable soil bearing capacity of C CO
14. The contract:)r shall provide spacers, chairs, bolsters, etc.,necessary to support
r
S;
3
Refer to Architectural Plans for Roof Covering System shall be treated with an appropriate preservative suitable for the exposure conditions.
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the reinforcing steel. Support items which bear on exposed concrete surfaces shall have
1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie,
noted assumptions. All requirements for site preparation and soil compaction ends which Cc re plastic tipped or stainless steel. 4. If ACQ treatment is used on any wood member,then all nailing shall require United Steel Products(USP), or Engineer approved equal.
DESIGN LIVE LOADS:
specified in the soils report shall be followed unless more stringent requirements are
specified in these plans. MASONRY: hot-dipped galvanized nails meeting ASTM Al 53, Class C,or ASTM B695,Class 50.
If borate treatment is used then galvanizing is not required. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM a)
Floors: a
F1554, Grade 36. .2)
Exterior Balconies: 40 psf U)
CONCRETE: General: CD
Exterior Decks: 40 psf 5. Prefabricated wood trusses shall comply with NDS and "National Design Standard for
Stairs: 40 psf(or 300 lb point load) 1. All concrete work shall be in accordance with"Building Code Requirements for 1. All masonry Nork shall be in accordance with"Building Code Requirements for Metal Plate Connected Wood Truss Construction(TPI 1-07)." 3. All metal connectors and hardware which are exposed to the exterior or in contact
Garages: 50 psf(or 2000 lb point load) Structural Concrete,"ACI 318-11,and "Specification for Structural Concrete,"ACI 301. Masonry Str ictures,"ACI 530-11, and Specifications for Masonry Structures,"ACI with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per FLORIDA C.A. NUMBER:25846
6. All trusses shall be designed by the Truss Manufacturers registered Engineer. ASTM Al 53, Class C, or ASTM B695,Class 50.
All Other Areas: 40 psf 530.1-11 a)
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Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: 7. The Truss Manufacturer shall submit shop drawings and design notes with a 4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with
Slabs on grade,footings, and misc.concrete: fc=2500psi 2. Grout shall onform to ASTM C476 with minimum 28 day compressive strength of
Without Storage: 10 psf registered Engineer's seal for approval. Design notes shall include the rated load Florida Product Approval)and installed according to the manufacturers instructions. CU
fc=3000psi 2000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 8"to 11". 6-
With Limited Storage: 20 psf Structural slabs,walls, beams and columns: capacity of the truss to truss connectors,and the manufacturer's license to fabricate Holes shall be cleaned of all debris and brushed out prior to installation of anchor 0
With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: fc=3000psi trusses utilizing the connector system proposed. The contractor shall approve adhesive.
3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
fabrication and installation drawings showing size,shape and layout. (D
3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) in brick veneer. ROOF COVERING: (1)
Roofs: 0
twe
Less than 4:12 slope: 20 psf 8. Jobsite handling and erection, including temporary bracing,during installation of Cn
4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) 4. The contraclor shall be responsible for the design and installation of all flashing. H IJ4
1. The contractor shall be responsible for the design and installation of the roof covering co
4:12 slope or greater: 16 psf trusses shall comply with TPI WTCA BCSI 1.
system. S,
5. Water shall be clean and free of injurious amounts of oil, acids,alkalis,salts,organic Concrete Masonry(CMU): %
DEFLECTION CRITERIA: 9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
material or other substances that are deleterious to concrete or steel reinforcement. to their supporting walls or beams with metal connectors as noted in the Truss 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the 5
NO, 2
1. Concrete m,,,sonry units(CM U)shall be ASTM C90-1 1 B,Hollow Load-Bearing manufacturer's requirements.
Walls: Connection Schedule.
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the Concrete Mc sonry Units, normal weight,with a minimum compressive strength of
Wind loads with plaster or stucco finish: L/360
structural drawings. All reinforcing details shall conform to"Details and Detailing of 1900 psi(f rr=1500 psi).
Wind loads with other brittle finishes: L/240 Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 10. All gable ends shall be balloon framed or braced in accordance with the applicable 3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation STAT�
Manual,"and the manufacturer's requirements. 6 9f-16
Wind loads with flexible finishes: L/120 or L/180* drawings. 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following detail as shown in the structural drawings.
L/1 80 for exterior walls with interior gypsum board finish. minimum lerigths: 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according PE
Floors: 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #4 bars: 20"minimum 11. Guardrails, handrails, and guard in-fill components(Balusters and Panel Fillers)shall to the manufacturer's requirements. ca
Live Load: L/480* be provided by others. 0 M I U I)J A 1,
Total Load: L/240* shall be in accordance with"Standard Tolerances for Concrete Construction and #5 bars: 25"minimum
Increased floor stiffness may be required by floor covering manufacturer materials,"ACI 117. Footing or slab edges may be up to 1/2"inside of the sill plate. #6 bart 30"minimum 12. Engineered lumber(LVL, Parallarn or LSL)shall meet the following minimum material 5. The contractor shall be responsible for the design and installation of all metal flashing a)
specifications: and valley material. co
3. Grout all cel s containing vertical reinforcement in 6-0"maximum lifts.
LVL or Parallam LSL
Roofs: 6-
Live Load: L/240 4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonry when the wall E=2,000,000 psi E=1,550,000 psi 0
Total Load: L/180 Fb=2,600 psi Fb=2,325 psi _0
a)
height exceeds S-O". Fc=750 psi Fc=900 psi a
0
5. Beam reinforcement shall be continuous across control joints. Fv=285 psi Fv=310 psi
0
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All window, door and soffit assemblies shall be designed to withstand the design
pressures indicated below and shall be installed in accordance with the
manufacturer's requirements.
Metal Connector Fastening Schedule
Simpson ID USP ID Uplift Capacity(Ibs) Faste ne rs Anchorage (I.I.O.N.) CU
(1i
WIND PRESSURES ON WINDOWS, DOORS & A35 MPA1 n/a (12)0.131"x 1 1/2" n/a ----------------------- cc
----------- .........------------- .............------------------------------------------------------------------------- ----------------------------------------------------------------------------------- (D
ABU44-Z PAU44-TZ 2200(SYP) (12)0,162"x 2/-,."or(12)0.162"x 31/2" 5/8"w/7"embed .2
SOFFITS (psf) PAU66-TZ 2300(SYP) (12)0.162"x 211-2"or(12)0.162"x 3%." 5/8"w/7"embed C6
CS I RS150 1705(SYP or SPF) (11)0.148"x 3"in each end-(22)total n1a
AREAOFOPENING EDGESTRIP(5) INTERIOR ZONE(4 DSP -R-SPT6-2 775(SYP or SPF)----- (8)0.148"x 11/2-into stud 3 n1a
Pos Neg Pos Neg - (6)0.148"x 11/2-in-to d-outle plate ___
DTB-TZ 2145(SYP) 1835(SPF) (8)Y4"X 11/2"SIDS 1/2"w/4'/12"embed (mono)and 7"embed(stem) a)
0 to 20 sf 23.4 -31.3 23.4 -25.3 Cn
GBC HC520 n/a (5)0.13 1' x 1 1/2"into gabl�.,brace n/a COD) 00N=1%
20.1 to 50 sf 22.4 -29.1 22.4 -24.4 (7)0.131"x 2"A"into dout le plate
50.1 to 100 sf 21.0 -26.3 21.0 -23.0 H2.5A nia- use RT7 600(SYP) (5)0.131"x 21/2"in each end-(10)total n/a G
100.1 to 200 sf 19.8 -24.4 19.8 -21.8
200.1 to 500 sf 18.8 -22.2 18.8 -20.8 H2.5T nia- use RT7 545(SY P or S P F) (5)0.131"x 11/2"in each end-(10)total n/a
-25.31 RT3A 455(SYP) (4)0.131 x 21/2"in each (�nd-(8)total nfa-, .............-.................. ------------------------ ............- ---------------
Soffit Design Pressure 23.4 -31.3 23.41 H3 ------------_-
H-6_ .......... ------------LF-TA6 ............ ...... 950(SYP)820(SPF) (8)0.131"x 21/217 in each 0nd-(16)total n/a CL
Base Design Pressure 19.80 GCpi ±0A8 0 >_
H8 RT8A 745(SYP) (5)0.148"x 11/21'in each end-(10)total n/a ------------------------------------_____---------- .................. ---------------------- 0
_----------------------- ---------- -------------_---------- ----------------------- ---------------------------------------.. .........---------------------------..................------------------ ......... ............ ................ ..............__ %_ W
HDQ8 n/a.- use UPHD8 7630(SYP)5495(SPF) (20)1/4"x 3"SIDS 7/8"w/ 15"embed(S ET-XP epoxy only)
HIDU5 PHD5 5645(SYP)4065(SPF) (14)1/41'x 21/2"SIDS 5/8"w/7"embed(mono)and 12"embed (stem')
.......... ..................__------------------------- ------------------------_----------------- ----------------- -----------__------------------------ --------------- 0
6970(SYP)5020(SPF) (20)%"x 3"S DS 7/8"w/ 15"embed(S ET-XP epoxy only)
HETA16 16 1810(SYP) (10)0.148"x 1'112." 4"embed ca
W
HTS20, HTS24 or HTS30 H7VV20, HTW24 or HTW30 1450(SYP) 1245(SPF) (10)0.148"x 3"i n each e id-(20.)t otal n/a 4-
HTSM16 or HTSM20 HTVV M 16 or HTW M 20 1175(SYP) (8)0.148"x 3"into wood n/a
(4)1/4"x 21/4"Tten into CfAU
(4)Y4"x V/14"Tten into ccncrete 0 LU
HTT4 4235(SYP) 3640(SPF) (18)0.162"x 21/2*' 5/8"wl 7 embed(mono)and 12"embed (stem)
5090(SYP) 4375(SPF) (26)0.162"x 21/2" 5/8"wl 7"embed(mono)and 12"em bed (stem)
TYPICAL EDGE STRIP(5) HTT5 HTT5 n/a UJ UJ UJ
LTP4 MP4F n/a (12)0.131"x 11/2" 0
a=5.0' LSTA18 LSTA 18 12:35(SYP) 111 O(S P F) (7)0.148"x 3"in each er d-(14)total n/a E
E 0
LTS12 LTW12 775(SYP)665(SPF) (6)0.148"x 3"in each er d-(12)total n/a 0 co
(9)0.148"x 3"in each erd-(18)total n/a 0 X
TYPICAL INTERIOR ZONE(4) MSTA24 MSTA24 1640(SYP) 1455(SPF) Cn UJ
MSTAM24 MSTAM24 1500(SYP or SPF) (9)0.148`x 3"into wood n/a
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Y4"x 21/4"Titen into C OU (D
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(5)Y4"x 13/4"Tten into concrete
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(22)total n/a
MSTA30 2050(SYP) 1820(SPF) (1110.1485'x 3"in each End
MSTA30
2050(S Y P or S P F) (13)0.148"x 3"in each End-(26)total n/a
MSTA36 MSTA36
MSTAM36 1870(SYP or SPF) (13)0.148"x 3"into wood n/a LU
MSTAM36
'8)Y"x 2%"Titen into C 0 U >
13
. ..... . (8)Y4"X /4"Tten into concrete
1000(SYP)860(SPF) (7)0-148"x 3"in each er d-(14)total n/a
MTS 12 or MTS20 MTWI 2 or M TW20 LU
n/a
MTSM16 or MTSM20 HTWM16 or HTVVM20 860(SYP) (.7)0.148"x 3 into wood 0
(4)Y4"x 21/4"Titen into CA U
(4)%"x V/4"Titen into concrete CL
PA51 TA51 2940(S Y P or S P F) (14)0.162"x 21/2"or(14)0.162"x 31/21' 4"embed JOB NUMBER:
n/a 16 :DUVAL
SPH4orSPH6 SPTH4 or SPTH6 680(SYP)585(SPF) (12)0.148"x 1 112" LU
n/a 0)
SSP RSPT6 350(SY P or S P F) (4)0.148"x 1 1/2"into studs 2 NTS
48"x 1 1/2'7 into double plate a)
(3)0.1 .0
I I - 114"embed W DO NOT SCALE THIS DRAWING
STHD14 ISTAD14 1421 O(SYP or S P F) 1(30)0.148"x 3 Y4'* 75
ELEASE DATE:
Notes� 06-10-16
NS:
1.All connector's are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.) OFFICE COPY
2.SYP = Southern Pine: SPF = Spruce-Pine-Fir
DRAWN BY:
3. Mono= monolithic concrete� stem = masonry sterriviall or bond beam
a) JCG
4.Anchorage refers to threaded anchors with noted diameters and embedment depths a
CM CHECKED BY: MJB-JKH
REVIEWED FOR CODE COMPLIANCE Lcu TITLE:
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En FOUNDATION PLAN
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ALL DIMENSIONS USING FINAL SHEET:
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FOUNDATIO 4 PLAN L—TO CONSTRUCTION
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NOTES:
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FULL HEIGHT WALL SHEATH
1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x6SPF No.2 00
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2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x4
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INSTALL SOLID BLOCKING
FASTENERAT EVERY JOIST/TRUSS
BETWEEN FLOORS
......... .
INTO TONGUE(BLIND NAILING).
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(2)1 Y4"x11Y4"LVL (2)2x6 HEADER-N DETAILS"A"&"B"ON SHEET SD-3-U.O.N. — :Z -,I
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EACH REAR POST SHALL BE TREATED �NOTE: Er 1/4" =V-0"(U.O.N.)
2)JACKS w
6x6 POST ON ABU66-Z POST BASE (2)2x—HEADER �o
MIN. CEILING SHALL BE SHEATHED: fn DO NOT SCALE THIS DRAWING
STRAP POST TO EACH BEAM ABOVE _J _K 75
USE 1x6 T&G DECKING WITH(1) Mm: ELEASE DATE:
WITH(1)H6-Z CLIP OR(1)MSTA24-Z FASTENER AT EVERY JOIST/TRUSS QUANTITY QUANTITY 1 06-10-16
TYPICAL ALL POSTS-(U.O.N.) INTO TONGUE(BLIND NAILING). C3 EVISIONS:
SEE DETAIL"U"ON SHEET SD-3 7w_T OFJACKS OF KING STUDS
ALTERNATE SHEATHING:
MINIMUM Y8"SHEATHING s NOTE: DRAWN BY:
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FASTEN WITH 6d COM OR BOX NAILS SD- ALL WOOD FRAMED LOAD BEARING HEADERS a
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AT 6"O.C.ON EDGES AND 12"O.C.IN THE TYPICALALL SHALL BE MINIMUM(2)2x6 No.2 OR BETTER MJB-jKH
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SYP.ALL EXTERIOR HEADERS SHALL BE 0)
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DOOR OPENINGS a)
INSTALLED WITH MINIMUM(2)JACKS AND -0 FIRST FLOOR
(1)KING STUD AT EACH HEADER. ALL
INTERIOR LOAD BEARING HEADERS SHALL BE r SHEET:
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OFFICE COPY INSTALLED WITH MINIMUM(1)JACK AND V_
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WOOD FRAMED HEADER LEGEND:
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1/4" =1'-0"(U.O.N.)
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(2)2x HE DER
DO NOT SCALE THIS DRAWING
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ELEASE DATE: 06-10-16
Q1 IA,NT EVISIONS:
L QUAN ITY
OFJACKS, OF KING STUDS
a) DRAWN BY:
NOTE: Q> JCG
ALL WOOD FRAMED LOAD BEARING HEADERS E
0) CHECKED BY:
SHALL BE MINIMUM(2) 2XIS No.2 OR BETTER MJB-JK1H
— TITLE:
SYP.ALL EXTERIOR HEADERS SHALL BE 2) WAILLILAYOUT
INSTALLED WITH MINIMUM(2)JACKS AND SECONDFLOOR
(1)KING STUD AT EACH HEADER. ALL
INTERIOR LOAD BEARING HEADERS SHALL BE HEET:
INSTALLED WITH MINIMUM(1)JACK AND
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DETAIL - OVERHANG TAIL AT TRUSS END >% I
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HANGER(TYP.) (3)0.131"x 3 1/4"NAILS a)
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NOTE: 0
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IF DORMER WALL ALIGNS WITH TRUSS cu
ATTRUSS (2)%"x 02"SDS SCREWS @ 16"O.C. WALLS-SHEATHING SHALL BE CONTINUOUS FROM DO NOT INSTALL BLOCKING AND
(EACH STUD) LOWER PLATE TO UPPER PLATE. NAIL @ 6"O.C.ON
ATTACH DORMER PLATE TO TRUSS E
vo CO L_
EDGES AND 12"O.C. IN FIELD WITH 0.131"x 2Y2"NAILS. Y%
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ALL WOOD MEMBERS EXPOSED TO WEATHER OR
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FLOOR TRUSSES WITH 0
UPLIFTS COMPUTED BY ENGINEER OF RECORD.
(3)0,131 x 3 Y4"NAILS AT EACH END. =3I
F09 UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS
J06 SHALL BE DISREGARDED. cn 0
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(2)Y2" BOLTS INSTALLED- F26 2)THE TRUSS LAYOUT AND NUMBERING SYSTEM
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(4)0.131"x 3"NAILS @ 16"O.C. J03- J03 BEAM I.D. BEAM SPECIFICATIONS DO NOT SCALE THIS DRAWING
RELEASE DATE:
06-10-16
BM1 (3)1 Y4"x 20"2.OE LVL d
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0 CD 0 0 CD 0 CD 0 CD 0
DRAWN BY:
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CHECKED BY:
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TITLE:
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OFFICE COPY `0
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06-10-16
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CHECKED BY:
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SILL PLATE PA51 STRAP NAILED TO GARAGE 3"MAXIMUM OVERHANG(OPTIONAL)
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1'4" TWO STORY-(2)#5 CONT. -811 TWO STORY-(3)#5 CONT. -811 FOUNDATION DETAILS
TWO STORY-(3)#5 CONT.
1141 TWO STORY-(3)#5 CONT.
SHEET:
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STUD REQUIREMENTS WITH(3)0.131"x 3)/4"NAILS-TOENAIL
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FLORIDA CIA. NUMBER:25846
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NAILING AT STUD
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APPLY SHEATHING HORIZONTALLY FOR STUCCO NAILING AT STUD STUD SIZE ENDNAIL TOENAIL
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lot
NAIL :ACH PLY WITH 0.131"x 3 Y4" 1 1.t" I H�/4
NAILING AT STUD 2x8 (4) (5) 12 ul
NAILS @ 6"O.C. STAGGERED (SEE DETAIL"G"ON SD-2) 16- 671 11 %*woo*
ALL NAILS NOTED ARE 0.131"x 3 X" TO SILL PLATE 0
2xlO %
(5) (6)
N
Ca
a I No6,13-162
ALL NAILS NOTED ARE 0.131"x 3%4" E ff
*J 6 F FR EY K.*ULSBERG,lf*
DETAIL - TYPICAL WALL FRAMING CONDITIONS rF rG DETAIL - TYPICAL WALL STUD CONNECTION cu
1\�-2 a) 0,,cII 4 OR 0t_-'
1\�-2
cu
NA�-
ROOF OR FLOOR FRAMING(AS NOTED
N 2x NO.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0,131"x 3Y4"ENDNAILS AT TRUSS 6-
SILL PLATE(BELOW) 0
CONNECTOR IF NOTED _0
ROOF COVERING(BY OTHERS) a)
2x-CORNER FRAMING FULL (SEE CONNECTION SCHEDULE) a
HEIGHT STUDS(TYPICAL) ROOF TRUSSES 0
CORNICE DETAIL .0
,,--(2)ROWS OF 0.131"x 3)/4" (BY OTHERS) NOTE: -0
H2.5A AT EACH LOOKOUT H2.5A AT EACH LOOKOUT NAILS @ 12"O.C. TRUSS TO WALL CONNECTION
� I ii -- 0
STAGGERED(TYPICAL) GYPSUM BOARD HARDWARE MUST BE INSTALLED a
2x4 LOOKOUTS @ 48"O.C.FOR 2x4 LOOKOUTS @ 48"O.C. a)
OVERHANG ON THE EXTERIOR SIDE OF THE ca
FOR OVERHANG cn
(2)2x-SYP#2 DOUBLE PLATE(U.O.N.) WALL
ROOF SHEATHING(AS NOTED) ROOF SHEATHING
2x SPF#2 STUDS @ 16"O.C.-U.O.N.
2x4 SYP BLOCKING BETWEEN (AS NOTED) -
2x6 OR 2x8 FRAMED WALL (SEE WALL LAYOUT)
X16"OR'Y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
LOOKOUTS 2x4 SYP BLOCKING --SILL PLATE(BELOW) GYPSUM BOARD 'Y32"RATED SHEATHING, EXPOSURE I-TILE ROOF cu
BETWEEN LOOKOUTS 2x4 CORNER FRAMING FULL I cli
BALLOON FRAMED THREADED ROD ASSEMBLY(IF NOTED) FASTEN WITH 0.113' x 2Y8"RING SHANK a
HEIGHT STUDS cm
BALLOON FRAMED STUDS(AS NOTED) STUDS(AS NOTED) _�"_�INTERIOR SHEARWALL(IF NOTED)SHALL-/ NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
MINIMUM OF(3)2x4 BLOCKS 12"LONG 3 GYPSUM BOARD
DOUBLE PLATE USE/16"RATED SHEATHING FASTENED C6
NAILED WITH(4)0.131"x 3)/4"NAILS TO AS NOTED. cu
6 fli F, SINGLE PLATE NAIL TO TRUSS INTERIOR VAULT A H JA ENT TU EETRU NNE TI N HEDULE)
'x3Y CONNECTOR AT EACH TRUSS
BOTTOM CHORD WITH 0.131' 4" ---EXTERIOR SHEATHING ALTERNATE:INSTALL SOLID STUD IN 2x-TREATED SYP#2 SILL PLATE WITH
NAILS @ 6-O.C. (2)2x-SYP#2 DOUBLE PLATE(U.O.N.) co
SHALL BE NAILED TO THIS SPACE SIMPSON 3/8"x 6"TITEN HD @ 48"O.C.MAX. a)
WALL SHEATHING SHALL EXTEND TO TOP OF DOUBLE PLATE
EXTERIOR SHEATHING SHALL BE UPPER PLY OF DOUBLE 2x4 CORNER FRAMING FULL 2x SPF#2 SOLE PLATE--------. IN ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C.TO THE TOP
NAILED TO BOTTOM CHORD OF TRUSS PLATE @ 6"O.C. cli
HEIGHT STUD
WITH 0.131"x 3 Y4"NAILS PLATE OF THE DOUBLE PLATE
7
'O.C.WITH 0.131"x 2Y2"
@ 6' WITH 0.131"x 2X2"NAILS.
"O.C.
NAILS. (2)R OWS 0 F 0.131 3.4" @ 8 -U.O.N. (NAILING MAY ALSO BE STAGGERED ACROSS BOTH PLATES)
(U.0.N.ON WALL LAYOUT) (U.O.N.ON WALL LAYOUT) 2x4 FRAMED WALL NAILS @ 12"O.C. if I . I`-,
GYPSUM BOARD
FLOOR BEAM(AS NOTED)
SLAB ON GRADE CONDITION RAISED FL( �TION 'Y32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. m
u�
cu
FASTEN WITH 8d COM OR 0.131"x M" NAILS @ 6"O.C. a)
DETAIL - BALLOON FRAMED GABLE END (LOW CEILING VAULT) DETAIL - BALLOON FRAMED GABLE END ��HIGH CEILING VAULT) SECTION - TYPICAL FRAMING AT 900 CORNERS SECTION - TYPICAL INTERIOR BEARING AND/OR SHEARWALL ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. :2
(U.O.N.) SEE IT"ON SD-2 cn
�-2 INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH INTERIOR CEILING PITCH EXCEEDSY2 OF EXT�RIOR ROOF PITCH 1\�-2 cm
< 2x-SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
co
I-
2x No.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0.131"x 3Y4"ENDNAILS AT TRUSS 2x-SOLE PLATE(U.O.N.)NAIL TO RIM
BOARD @ 6"O.C.WITH 0.131"x 3Y4" cn
a) 000I
ROOF COVERING(BY OTHERS) NAILS
NOTE: ROOF TRUSSES 2 Y32"RATED STURD-1-FLOOR(T&G)SHEATHING
ALL MEMBERS SHALL BE#2 SYP.
NAIL BRACE TO BLOCKING WITH(5)0.131"x 3Y4" CORNICE DETAIL NOTE: GLUED AND NAILED. FASTEN WITH 0.131"x2Y2"RING
3)0.131"x 3Y4"TOENAILS AT EACH LOOKOUT
NAILS TRUSS TO WALL CONNECTION SHANK @ 6"O.C.ON EDGES AND 12"O.C.IN THE
TO TOP CHORD OF TRUSS. (BY OTHERS) >.%
2x6 BLOCKING BETWEEN TRUSSES WITH HARDWARE MUST BE INSTALLED FIELD. CL
0
2x4 BLOCKING REQUIRED BETWEEN ON THE EXTERIOR SIDE OF THE
(3)0.131"x 3XV NAILS EACH END
FLOOR JOIST(I-JOIST SHOWN,SAWN
LOOKOUTS WALL
ROOF SHEATHING(AS NOTED) JOIST SIMILAR-SEE SECTION"ZION
2x-BARGE RAFTER SD-3 FOR OPEN WEB TRUSS) 0
ca
0
RATED SHEATHING,EXPOSURE I-SHINGLE ROOF Y8"CLEARANCE BETWEEN PANELS BETWEEN FLOORS 0
X16"OR'Y32
FASCIA(BY OTHERS)
%32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF
GYPSUM BOARD ca.
1/32"RATED SHEATHING, EXPOSURE I-METAL ROOF 0 uj
2x4 LOOKOUTS @ 48"O.C. 0
FASTEN WITH 0.113"x 2 Y8"RING SHANK RIM BOARD(LSL OR LVQ 3:
ca
H3 CLIP OR EQUAL AT EACH NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. NAIL JOIST TO PLATE WITH(2)0.131"x 3Y4"TOENAILS uj uj uj
0
LOOKOUT E
GYPSUM BOARD (2)2x-SYP#2 DOUBLE PLATE E 0
0
(U.O.N.) 0
CONNECTOR AT EACH TRUSS cn LLJ 1�_
GABLE END TRUSS(DROP GABLE)
(SEE TRUSS CONNECTION SCHEDULE) SEE DETAIL"EE"ON SD-3 FOR LLJ
CD
2x6 BRACE SPACED @ 48"O.C.UNLESS (2)2x SYP#2 DOUBLE PLATE(U.O.N.) BETWEEN FLOOR CONNECTIONS ii� cn
(D
CD ui
OTHERWISE NOTED ON ROOF LAYOUT.
WALL SHEATHING SHALL EXTEND TO TOP OF DOUBLE PLATE IN TOENAIL RIM BOARD TO PLATE WITH
ADD 2x4 T-BRACE NAILED @ 6"O.C.WITH a) uj 0
ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C.TO THE TOP 0) >
0.131"x 3)/4"NAILS @ 8"O.C.
0.131"x 2Y2"NAILS IF BRACE LENGTH PLATE OF THE DOUBLE PLATE(NAILING MAY ALSO BE OFFICE COPY CC-Q)
EXCEEDS 9'-0".
STAGGERED ACROSS BOTH PLATES) ui
:z
Lu
GYPSUM BOARD GYPSUM BOARD 0
__j
2x SPF#2 STUDS @ 16"O.C. U.O.N.(SEE WALL LAYOUT) w C)
2x-SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) (D
JOB NUMBER: COUNTTY:
'Y32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. _%2"FULL LENGTH RATED SHEATHING,EXPOSURE 1. 16-05591 DUVAL
FASTEN WITH 8d COM OR 0.131"x M2" NAILS 6"O.C. Lu
FASTEN WITH 8d COM OR 0.131"x MY' NAILS @ 6"O.C. cm
ON EDGES AND 12"O.C.ON INTERMEDIATE SUSPORTS. 11- 1/4" =V-0"(U.O.N.)
ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. (D
(U.O.N.) SEE"T"ON SD-2 .0
(U.O.N.)(BLOCK ALL EDGES)SEE IT"ON SD-2 < DO NOT SCALE THIS DRAWING
FOR STUCCO APPLICATIONS ELEASE DATE:
INSET WALLY2"FOR STUCCO APPLICATIONS INSET WALL;V2'
06-10-16
WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATE WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATE
V IN ALL LOCATIONS AND SHALL BE NAILED @ T-O.C. IN ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C.
GBC CLIP-(2)REOUIRED AT EACH BRACE
z 2x TREATED SYP#2 SILL PLATE WITH
TOENAIL BOTTOM CHORD OF TRUSS TO "- DRAWN BY:
LTP4 CLIP @ 48"O.C. 2x TREATED SYP#2 SILL PLATE WITH 0)
a) JCG
DOUBLE PLATE WITH 0.131"x NAILS SIMPSON Y8"x 6"TITEN HD(OR TITEN HD ROD COUPLER) a
3 Y4' SIMPSON Y8"x 6"TITEN HD(OR TITEN HD ROD COUPLER) -En CHECKED BY:
Of @ 8'.O.C. WITH 3"x 3 x%"WASHER @ 24"O.C. MJB-JKH
4, WITH 3"x 3"1 WASHER @ 24"O.C. uj
TITLE:
SECTIONS AND DETAILS
2x4 DRYWALL BA 6-OKING INSTALLED GYPSUM BOARD CEILING
(1 of 2)
CONTINUOUSLY I'ETWEEN BRACES
SHEET:
rN SECTION - TYPICAL EXTERIOR TWO STORY WALL
M SECTION - GABLE END WALL DIAGONAL 3RACING SECTION - TYPICAL EXTERIOR ONE STORY WALL rB
�-2 �,�-2 C)
C*4
@
co
ul)
-DOUBLE PLATE NAILING C%4
uj C-4
l2n
END VERTICAL BRACING REQUIREMENTS
BRITTLE FINISH FLEXIBLE FINISH EXTERIOR BEAM(AS NOTED) NAIL SHEATHING TO HEADER WITH(2) Li
ROWS 0.131"x M"NAILS @ 6"O.C. '01 1111111,I'll 10,011 I'll 1111,01 pill,011 11011,I'll 110 ------------------------- --i :03
!7:: - E Qw� 5; =�g
BRACING 16"O.C. 24"O.C. 16"O.C. 24"O.C. DOUBLE PLATE z .10,
0 rall
0 C/) 1��
NAIL SHEATHING TO HEADER WITH(6) cn
0"TO 53" 0"TO 67" �e r_
NONE REQUIRED 0"TO 47" 0"TO 59" NOTCH BEAM AS REQUIRED TO 0.131"x 2Y2"AT EACH END(TYPICAL) L) a)
E <
54"TO 114 68"TO 145" 60"TO 126" FIT BENEATH DOUBLE PLATE 3"O.C.NAILING WITH 0.131"x M" 1
2x4 L-BRACE 48"TO 99" cl�'
CD
NAILS Cc
BEAM BEARS ON(2)2x-JACKS INTO BOTTOM(TYPICAL) E
2x6 L-BRACE 115"TO 182" 100"TO 158" 146"TO 232" 127"TO (TYPICAL-U.O.N.) 3: Lu uj
CD r-
cn C.0
NOTE: .22 M In
NAIL SHEATHING TO KING STUD U) 114:
BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER CONDITION: 1 C=,
@ 12"O.C.MINIMUM. cp
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL,BRICK (NOTCHED BEAM) C'�
VENEER,ETC. uj C=)
RATED ROOF SHEATHING Z
L
__j
U)
2x L-BRACE NAILED TO r-
EDGE NAILING PER SHEARWALL t:f M
VERTICAL WEB REQUIREMENTS. NAILS MAYBE
WITH 0.131"x 3"NAILS @ 6"O.C. 0 < C6
STAGGERED ACROSS TWO JACK 00
TU
VERTICAL WEB IN GABLE END
NAIL SHEATHING TO DOUBLE PLATE WITH
TRUSS cu
Lu CL
(2)ROWS OF 0.131"x M"NAILS @ 6"O.C. EDGE OF PANEL(TYPICAL) 0 L
NAIL SHEATHING ALONG BOTTOM OF -2 t-
2x LOOKOUTS AT 48"O,C. oo
HEADER @ 3"O.C.
co
INSTALL DSP CLIPS @ 24"O.C.OR
Qr
Q
,;am
Lu W4
> 1 OR 12 SPH_@ 32"O.C.
cl SPACING(S ETA 11 ANCHOR BOLT REQUIRED WITHIN 6"
u
uj EXTERIOR BEAM(AS NOTED)
OF KING JACK UNIT-MAY BE cn
cu
DOUBLE PLATE LOCATED ON EITHER SIDE.
BEAM INSTALLED BENEATH DOUBLE PLATE ANCHOR BOLTS AS REQUIRED FLORIDA C.A. NUMBER:25846
BEAM BEARS ON(2)2x JACKS DROPPED HEADER CONDITION
FLUSH HEADER CONDITION
(TYPICAL-U.O.N.)
0
CONDITION: 2
(DROPPED BEAM) CD
(D
0
42
cu 101114is4i'Y'l
t`�p DETAIL - TYPICAL VERTICAL BRACING AT GABLE END K-7'� DETAIL - EXTERIOR BEAM TO WALL CONNECTION �,"R� DETAIL - EXTERIOR BEAM TO WALL CONNECTION DETAIL - OPENINGS WITH SOLID SAWN, LSL, LVL, OR PSL HEADER
SD- E
S
-04
%
GA
NAIL SCAB TO TOP CHORD WITH No. 52
ALTERNATE ANCHOR: 1 11
(4)0.131 x 3Y4"NAILS t6-10-16
NAIL EACH END OF BLOCKING TO
& Y2'x 6'TITEN HD ADD 2x4 VERTICAL SCAB IN EACH BOTTOM CHORDS WITH(3)0.131"x 3 Q EE§S B
(MECHANICALLY GALVANIZED)
cmu .4 cf�FE t
twa -
ZEXTERIOR'BEAM TRUSS IF NO WEB IS PRESENT - A
ROOF SHEATHING (AS NOTED) X8'WASHER Y4 I N--0_
L�LILH 2"x 1 (3)0.131"x 3Y4" NAILS TYPICAL AT INSTALL 2x4 BLOCKING BETWEEN aften.$."*
H6 CLIP FROM EACH TRUSS TRUSS BOTTOM CHORDS @ 12"O.C.
MONOLITHIC FOUNDATION-
POST TO BEAM cu
ROOF TRUSS(BY OTHERS)WITH 2x4 X-BRACE ACROSS LENGTH OF EXTERIOR
BOTTOM CHORD OF TRUSS
BRACE(IF REQUIRED) LAP BEAM PLIES AND SHEARWALL
1 11 Y8"x 6"TITEN HD SCREW ANCHOR 0
NAIL AS SHOWN-(5) NAIL EACH BLOCK TO DOUBLE PLATE
or Y8"x 6"SCREW ANCHOR BY
TO REPLACE(1)ROW OF LATERAL 0.131"x 3)/4"NAILS PER PLY NAIL SCAB TO PLATE WITH(3)
WITH(3)0.131"x 3)/4"NAILS 7=
BRACING INSTALL 2x4 No.2 SYP T-BRACE PT POST(AS NOTED) 0.131"x 3)/4"TOENAILS HURRI-BOLT,INC. 0
1_41 PT POST(AS NOTED) or Y8"THREADED ROD SET 4Y2"INTO 4)
NAILED TO EACH PLY OF TRUSS WEB AT ADHESIVE .0
ABU POST BASE DOUBLE PLATE 0
> 6"O.C.WITH 0.131"x 3"NAILS H6 CLIP FROM POST 2x4 BLOCKING BETWEEN TRUSSES 4-
< I (AS NOTED) TOENAILED TO DOUBLE PLATE WITH .4-
TO BEAM 0
TO REPLACE(2)ROWS OF LATERAL EXTERIOR MINIMUM X16"RATED SHEATHING,
Nd� f[A 0.131"x 3Y4"NAILS @ 4"O.C. STEMWALL FOUNDATION
(D
BRACING INSTALL 2x6 No.2 SYP T-BRACE EXTERIOR BEAM Y8"THREADED ROD EXPOSURE I FASTEN AS NOTED 16-
0. WITH NUT SET IN X2"THREADED ROD SET 7"INTO ca
NAILED TO EACH PLY OF TRUSS WEB (AS NOTED) ON WALL LAYOUT(BLOCK ALL
TRUSS(AS NOTED) ADHESIVE cn
------ -------------- WITH 0.131 x 3"NAILS @ 6"O.C. ADHESIVE m
.0 it EDGES)
PLAN VIEW AT TOP OF POST (7"EMBEDMENT)
INTERIOR APPLICATIONS- cu
----- ---------- DOUBLE PLATE
I IL
IF EDGE DISTANCE EXCEEDS 5"
\4 MINIMUM X16"RATED SHEATHING, USE MONOLITHIC CONDITION
4
cu
EXPOSURE I FASTEN AS NOTED
A
4 d A 4
i NOTE: A 1 ON WALL LAYOUT(BLOCK ALL EDGES) 4
T-BRACING TO BE USED WHEN
LJ
CONTINUOUS LATERAL BRACING IS
cc
IMPRACTICAL. SIDE VIEW AT BASE OF POST
SECTION - TYPICAL T-BRACE ��u DETAIL - TYPICAL CONNECTIONS AT EXTERIOR POST DETAIL - TYPICAL DTT2-Z INSTALLATION SECTION - INTERIOR SHEARWALL PARALLEL TO TRUSS
rT
k,,.�-3 (USP DTB-TZ SIMILAR) �D-3 THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED c/i
',,.�-3
CD
2x SPF#2 SOLE PLATE(U.O.N.)NAIL SECTION - CONNECTION OF PERP. SHEARWALL TO TRUSS
TO BAND BOARD WITH 0.131"x 3)/4" cc
THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED cli
NAILS @ 6"O.C. cu
LAST TRUSS IN ROW REQUIRING BRACING CD
NAIL DIAGONAL BRACE TO BLOCKING cn
cm
WITH(3)NAILS
cu
2x4 BLOCKING-TOENAIL OR ENDNAIL
2x BAND BOARD PER TRUSS CD
EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING Lu -TRUSS(AS NOTED) MONOLITHIC FOUNDATION- (n
w MANUFACTURER CID
EXTERIOR
(3)NAILS .5
`:�-2A SPF NAILER-NAIL TO TOP PLATE WITH x 12"TITEN HD SCREW ANCHOR
X8"CLEARANCE BETWEEN PANELS cn
BETWEEN FLOORS 0.131"x 3Y4"NAILS @ 6"O.C. or Y8"THREADED ROD SET 7"INTO
cm
ADHESIVE
___;_�NAIL DIAGONAL BRACE TO INTERMEDIATE
CL
WEBS WITH(2)NAILS 0
STEMWALL FOUNDATION-EXTERIOR 0
2
CID
2x4 SPF No.2 DIAGONAL BRACE Y32"RATED SHEATHING RIM BOARD- Y8"THREADED ROD SET 12"INTO
NAIL PORCH SHEATHING AS NOTED
�(TYPICAL AT EACH END OF NAIL TO TRUSSES WITH(6)0.131"x 2X2" ADHESIVE 0
SIMPSON Y8"O x 6"TITEN HD OR _0
CONTINUOUS LATERAL BRACING) NAILS. a
1"THREADED ROD SET IN ADHESIVE cu
EXTERIOR FRAMED WALL INTERIOR APPLICATIONS- 8
0
cn
NAIL DIAGONAL BRACE TO TRUSS WITH MINIMUM 4"EMBEDMENT
/P IF EDGE DISTANCE EXCEEDS 5"USE
WEB WITH(3)NAILS TOENAIL TRUSS TO PLATE WITH WITH 1"WASHER
)/2"x 12"TITEN HD SCREW ANCHOR
(2)0.131"x 3Y4"NAILS CL
0 uj
or Ya"x 8"TITEN HD SCREW ANCHOR Q
DOUBLE PLATE(U.O.N.) or Y8"THREADED ROD SET 6"INTO
ADHESIVE
44 .4 A Lu
4 0
DETAIL -ANCHOR BOLT E
.4 E 0
rz SECTION - TYPICAL OPEN WEB FLOOR TRUSS SECTION - EXTERIOR WALL PARALLEL TO TRUSS 0
U
1%�.�-3 CD LLJ ll�_
'-O,-CONTINUOUS LATERAL BRACE(QUANTITY
uj
cn
AND LOCATION DEFINED BY TRUSS SHOP
C3 CO
DRAWING.) (D
cn
5D uj
NAIL CONTINUOUS LATERAL BRACE TO
EACH TRUSS WEB WITH(2)NAILS SHEATHING
rBB DETAIL - TYPICAL HTT5 INSTALLATION (D LLJ
0
>
FIELD NAILING (USP PHD5 SIMILAR)
04,
ROOF TRUSSES(BY OTHERS)
uj
UPLIFT CONNECTOR(AS NOTED) SHEATHING EXTENDS DOWN ONTO
cii Lu 0
RIM JOIST MINIMUM 6"
---- MONOLITHIC FOUNDATION- ZDOUBLE PLATE
2x4 SPF BLOCKING-NAIL WITH(2) CD L)
TO ALLOW FOR NAILING EXTERIOR %w
NUT WITH 2"x 2"x-1"WASHER
0.131"x 3 X4-NAILS AT EACH END 6 5) JOB NUMBER: 11OUNTY
(3)TRUSSES MINIMUM (END NAIL OR TOENAIL) EDGE NAILING Y8"THREADED ROD SET 15"INTO ALTERNATE:SIMPlSON LBPSY2 SLOTTED a 16-0559 :DUVAL
FOR CONTINUOUS LATERAL BRACE AT SOLE PLATE ADHESIVE WASHER WITH 1"WASHER. Tmrm
1/4" =V-0"(U.O.N.)
ME, (D
F��RIM BOARD STEMWALL FOUNDATION-EXTERIOR Y8"0 THREADED ROD .0 DO NOT SCALE THIS DRAWING
75
NOTES: �2)ROWS 0.131-x 2 X2"NAILS Y8"THREADED ROD SET 15"INTO r ELEASE DATE:
TRUSS BOTTOM CHORD TAGGERED @ 6"O.C.REQUIRED ADHESIVE 1 06-10-16
SIMPSON Y8"O x 6 3/4"TITEN HD ROD COUPLER 6
1) CONTINUOUS LATERAL BRACES SHALL BE 2x4 No.3 SYP OR 2x4 N SPF OR BETTER(U.O.N.) IN UPPER AND LOWER SHEATHING INTERIOR APPLICATIONS- WITH 1"CUT WASHER
NAIL PORCH SHEATHING AS NOTED
MINA"SPACE BETWEEN PANELS IF EDGE DISTANCE EXCEEDS 5"USE OR!"THREADED ROD SET IN ADHESIVE WITH
8
I`— DRAWN BY:
2) ALL NAILS SHOWN SHALL BE 0.131"x 3"NAILS(U.O.N.) MINIMUM 5"EMBEDMENT WITH 1 CUT WASHER 0 JCG
SHEATHING EXTENDS ABOVE Y8"THREADED ROD SET 8"INTO CID
EXTERIOR FRAMED WALL -7
DOUBLE PLATE MINIMUM 6" ADHESIVE CHECKED BY:
MJ13-JKH
1 44.
TO ALLOW FOR NAILING A w TITLE:
SECTIONS AND DETAILS
EDGE NAILING AT DOUBLE PLATE
A (2 of 2)
OFFICE COPY
SHEET:
co
f*"*D�D S 7EE t#*7�F DETAIL - THREADED ROD ASSEMBLY T_
DETAIL - TYPICAL LATERAL TRUSS BRACING ECTION - EXTERIOR WALL PERPENDICULAR TO TRUSS DETAIL - TYPICAL SHEATHING NAILING BETWEEN FLOORS DETAIL - TYPICAL HDU8 INSTALLATION rcC C)
SD-3 SD-3 (USP PHD6 SIMILAR) �-3 04
@
,�-3 D�-1
All claims for error or defective material must be made within 5 days of receipt of goods and prior to installation. Otherwise, said claim will be denied, LOADING CRITERIA
321 2#1 8'2 1/2" Roof Floor
5' 6#1 257 1/2" 71 Top Chord Live Load 20.00 40.00 p.s.f.
Ito III LO It CID
I- T- J21(13) Top Chord Dead Load 7.00 10.00 P.S.f.
>-< �4 >-a>_� )-7( _�4�4 4 >_X 4 I)-< >-<A>-<>-<
J16 its '' J16 Bottom Chord Live Load 0.00 0.00 P.S.f.
N
W Bottom Chord Dead Load 10.00 5.00 P.S.f.
J17 J24
jig J 2 5 Total Load 37 55 P.S.f.
TU26 I \1 1 0
Gil HTU26 urat on actor 1.25 1.00
HTU26
HTU26 Building Code FBC 2014 RES
00 41 GIO Rotate Attic Access
Cot)
(No Attic Trusses in this Area)
HTY26
U26 710" LO in tan ar A E 7-10
I...
:4%4 CO e
J17 HTY26 11 1714
G08 H 6 Wind Speed 130 m.p.h.
J16 26 C; Wind Usage RES. CAT 11
HTU26
G07
HANGER SCHEDULE
Y _ HANGER Qty
HTIJ12�6 Building Exposure C
J25 HGU7.00 1
Building Type Closed
HTU26 HHUS48 14
T_
J24 HTU26 36
7 THA422 2
J16 NOTE
__V 0 THA426 6 It is the responsibility of the building designer or architect to
G06/ LO to THAC426 5
D provide an appropriate connection for trusses to supporting
structure per reactions shown on truss engineefing. Special
considerations for mechanical equipment andlor plumbing (and
CD N
, L 8'2 1/2" their connections) in truss space must be diagrammed by the
0 0 builder an approved truss layout prior to tabticaton.
04 1-w—A/C Chase (Below) LVL SCHEDULE
G04 \ I J Manning Building Supplies is a truss manufacturer whose
G03 if BEAM SPAN DEPTH Plies responsibilities are limited to those described in WTCA 1-1995
BM1 61 2010 3 (sections 6.0 and 7.0). Accordingly, it disclaims any
G02 responsibilities for the the construction design, drawings,
C5
documents including the insta on and bracing o trusses
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AHU �,' Warning:
B�Iow)j
J24 J24 Conventional framing, erection andlor permanent bracing is not
the responsibility of the truss designer, plate manufacturer, or
7
J16 J16 truss manufacturer Persons erecting trusses are cautioned to
seek professional advice regarding erection bracing which is
V, LO LO 1q` CID always required to prevent toppling and dominoing during
J26(7) N N
erection; and permanent bracing which may be required in
516" 267 1/2" 913" Recessed Can and/or Fan , specific applications. See "Bracing wood trusses commentary
and recommendations (BCS1 1-03) for further information.
Trusses shall be installed in a straight and plumb position.
2nd Story La out Where no sheathing is applied directly to the top andlor bottom
chords, they shall be braced as specified on the engineered
design. Trusses shall be handled with reasonable care duling
erection to prevent damage or personal injury.
30' 911 32'211 8'2 1/2" 15' 1 1/2"
Approved truss anchor by builder.
4' 0" 311011 41 11;1 1915" 2x4 minimum top and bottom chords.
Square cut overhangs. 12 Approved truss anchor by builder.
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Engineer of Record:
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150011 201711 25' 10" 24' 1 Off Job Name:
Hughes Residence
LotlBlk/Subdiv
1st Story Layout 631 Beach Avenue Atlantic Beach FL I
Sc Ve: Date: Drawn By. Job Number
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FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 15638..,,BLUELINX ON= ENTER=LVL 15354 ,,BLUELINX ON=CENTER BLI=JOIST 15432.... BLUELINX ON=CENTER RIMBOARD 15432 3/16 "-0"5/23/2016 JB J160226