1776 MARITIME OAK DR - STRU DRAWINGS U
DESIGN SPECIFICATIONS: GENERAL NOTES: 8. All c:)ncrete slabs on grade shall be the thickness as indicated on the drawings over Clay Masonry(Brick): 13. Fasten plies of 1 1/4"wide engineered lumber as follows: a)
mini num 6 mil. polyethylene(visqueen)vapor barrier. Slabs shall be reinforced with 2-ply beams with(3)rows of 0.131"x3%"nails @ 12"o.c. a)
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1. The scope�pf these plans is limited to the structural requirements of this project. 6x6 Nl.4xl.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, 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) U-)
Project has been designed in accordance with the 5th Edition(2014)Florida Building C*4
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 1/4"long SDW screws @ 12"o.c. UJI CN
Architectural, civil (site),electrical, mechanical(plumbing and HVAC),waterproofing, or fibermesh reinforcement shall be used with a minimum fiber length of to 2" M
Code, Residential,and the Florida Building Code, Existing Building(as applicable). and flashing requirements are not addressed in these plans. 2) _j -
com)lying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per a) CD
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL: -0 LL C
DESIGN CRITERIA: cubic yard in accordance with manufacturer's recommendations. Cn
2. It is the intent of the Engineer of Record(Engineer)that this work be perfon-ned in vertical and 16"o.c. horizontal. Additional ties shall be provided around all wall _5 L6 :E-
openings greater than 16" in either direction, and shall be spaced no more than 36" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and =)
Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debds and 0
Basic Wind Speed: 130 mph of construction and occupancy. othe,deleterious material. Structural fill shall be compacted to a density of at least o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions). U)
a.Welded connections: AWS D1.1 1-0 2! -0
Building Risk Category: 11 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Termite protection 0 @)
Wind Exposure: C(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the shall be provided in accordance with applicable code requirements. If soil treatment 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 0 U)
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contractor's sole responsibility to determine the procedure,sequence,and temporary 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 Cn
Building Classification: Residential is used,the treatment shall be done after all excavation, backfilling,and compaction 0 a)
22 gage by 7/8"corrugated and fastened with 1 3/4"galvanized roofing nails. d. Structural steel tubing: ASTM A500
Building Type: Type V Construction 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. a)
Wind-Borne Debris: NOT located in the wind-borne debris region construction. CL
2. All structural steel connections and fabrications shall comply with AISC specifications. C
10. Foot ngs may bear upon undisturbed soil or upon structural fill. Structural fill shall be a) CN Cc
project site considerations shall be the responsibility of the 4. The contractor shall verify all conditions and dimensions at the job site prior to 4. Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for
Unless otherwise noted, com)acted to a density of at least 95%of the Modified Proctor Maximum Dry Density :M E
commencing work. (ASTM D1 557)for a depth of at least two feet(2'-0")below the bottom of the footing. 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 LU
owner and/or contractor. Examples of such items include,but shall not be limited to,
windows where brick is self-supporting. If the length of the opening exceeds 6-0"then Cn
determination of grade elevations,drainage features,and special requirements
associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply, locate,and build into the work all inserts,anchors,angles, 11. The following minimum concrete cover shall be provided for reinforcement: the steel angle shall be attached to the wood framing with x 3"lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes D Con M
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shall not be used. X C:)
plates,openings, sleeves, hangers, slab depressions,or other components as may be o.c.or Simpson Y4"x 3"SDS screws @ 12"o.c.
required to attach and accommodate other work. 3" Concrete cast against and permanently exposed to earth a) co
DESIGN DEAD LOADS: 2" Concrete exposed to earth or weather C14
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n.
`1 1/2"Concrete not exposed to earth or weather UJI C>
Floors: 6. All details and sections shown on the structural drawings are intended to be typical M
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 work except 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 LL
12. All c3ntinuous reinforcing steel in concrete shall be lap-spliced with the following 0
wood subflooring over wood truss,wood I-joist,or solid sawn lumber framing. The floor where indicated otherwise. (NDS)for Wood Construction,"2012 edition. to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". r U)
mini num lengths: =) C:)
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be #4 bars: 21"minimum 0 -1-
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notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor #5 bars: 26"minimum 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
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shall contact the Engineer for clarification in cases of conflict between the structural grades of visually graded Southern Yellow Pine dimension lumber per"Supplement surfaces exposed and visible to the exterior of the structure. _c_- . co
#6 bars: 32"minimum 4-
drawings and any drawings prepared by others prior to commencing work. No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber,"published by 1.- 00
Roofs: Cf) I-'
the Southern Pine Inspection Bureau(SPIB). 8. Field touch-up after installation where required to restore final finish. <:)
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 13. Reinforcement in footings shall be bent around corners or corner bars shall be used. M
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Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. CL 0 L
Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of 14. The contractor shall provide spacers,chairs, bolsters, etc.,necessary to support 3. All wood members exposed to weather or in contact with masonry,concrete or soil HARDWARE AND ANCHORS:
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the shall be treated with an appropriate preservative suitable for the exposure conditions. 00
reiriffircing steel. Support items which bear on exposed concrete surfaces shall have
noted assumptions. All requirements for site preparation and soil compaction 1. All framing anchors and Connectors shall be manufactured by Simpson Strong-Tie,
DESIGN LIVE LOADS: end� which are plastic tipped or stainless steel.
specified in the soils report shall be followed unless more stringent requirements are 4. If ACQ treatment is used on any wood member,then all nailing shall require United Steel Products(USP), or Engineer approved equal. co
specified in these plans. MASONY: hot-dipped galvanized nails meeting ASTM Al 53, Class C,or ASTM B695,Class 50. -2
Floors: 0
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 CID
Exterior Balconies: 40 psf C
F 1554, Grade 36. 0)
Exterior Decks: 40 psf CONCRETE: General: 5. Prefabricated wood trusses shall comply with NDS and"National Design Standard for .0
Stairs: 40 psf(or 300 lb point load) Cn
1. All concrete work 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) 1. All lasonry work shall be in accordance with"Building Code Requirements for
All Other Areas: 40 psf Structural Concrete,"ACI 318-11, and"Specification for Structural Concrete,"ACI 301. Masonry Structures,"ACI 530-11,and Specifications for Masonry Structures,"ACI with ACO pressure treated lumber shall be Type 316 stainless steel or galvanized per
6. All trusses shall be designed by the Truss Manufacturers registered Engineer. ASTM Al 53, Class C,or ASTM B695,Class 50. W FLORIDA C.A. NUMBER:25846
530.1-11
Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: (D
Slabs on grade,footings,and misc.concrete: fc=2500psi 7. The Truss Manufacturer shall submit shop drawings and design notes with a 4. Anchor adhesives shall be either SE'l`-XP or AT-XP by Simpson Strong-Tie(with
Without Storage: 10 psf 2. GrOL t shall conform to ASTM C476 with minimum 28 day compressive strength of
Structural slabs,walls, beams and columns: fc=3000psi 200( psi per ASTM C1019. Grout shall be mixed to provide a slump between 8"to 11". registered Engineer's seal for approval. Design notes shall include the rated load Florida Product Approval)and installed according to the manufacturers instructions. q Z
With Limited Storage: 20 psf cc
Designated radon zones only-all concrete: fc=3000psi 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 J 0
With Storage: 30 psf(fixed stair access) & Z - 0
3. Mort r shall conform to ASTM C270 and be Type M or S. Type N mortar may be used trusses utilizing the connector system proposed. The contractor shall approve adhesive. ll�_ -
3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) fabrication and installation drawings showing size,shape and layout. 2
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Roofs: in br ck veneer. Z a)
ROOF COVERING: 0 Mom >
Less than 4:12 slope: 20 psf 44 (D .0
4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) 8. Jobsite handling and erection, including temporary bracing,during installation of g3 0
4:12 slope or greater: 16 psf 4. The --ontractor shall be responsible for the design and installation of all flashing. 0 E
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trusses shall comply with TPI/WTCA BCSI 1. 1. The contractor shall be responsible for the design and installation of the roof covering cu .0, V
5. Water shall be clean and free of injurious amounts of oil,acids,alkalis,salts,organic Concrete Masonry(CMU): system. Z Z
DEFLECTION CRITERIA: 0 NO 0791 1
material or other substances that are deleterious to concrete or steel reinforcement. 9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened UJ
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Walls: 1. Concrete masonry units(CMU)shall be ASTM C90-1 1 B,Hollow Load-Bearing 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 1.. 0
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Wind loads with plaster or stucco finish: L/360 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the Concrete Masonry Units, normal weight,with a minimum compressive strength of Connection Schedule. manufacturer's requirements. 4 6 L_
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structural drawings. All reinforcing details shall conform to"Details and Detailing of LL 0 LL a STA
Wind loads with other brittle finishes: L/240 190C psi(f M=1500 psi). IU6
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Wind loads with flexible finishes: L/120 or L/180* 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
detail as shown in the structural drawings. Manual,"and the manufacturer's requirements. 0
L/180 for exterior walls with interior gypsum board finish. drawings. 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following CL L ca
mini num lengths: E
Floors: LU
11. Guardrails, handrails,and guard in-fill components(Balusters and Panel Fillers)shall 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according 8 >-%
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #4 bars: 20"minimum UJ W FLP
Total Load: L/240* shall be in accordance with"Standard Tolerances for Concrete Construction and #5 bars: 25"minimum be provided by others. to the manufactureros requirements. "am cc co
> M OMMENTS:
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 bars: 30"minimum
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12. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material 5. The contractor shall be responsible for the design and installation of all metal flashing cc
Roofs: 3. Grout all cells containing vertical reinforcement in 5-0"maximum lifts. specifications: and valley material.
LVL or Parallam LSL I-cc
Live Load: L/240 E=2,000,000 psi E=1,550,000 psi
Total Load: L/180 4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonry when the wall
Fb=2,600 psi Fb=2,325 psi 0
height exceeds 6-0". -a
Fc=750 psi Fc=900 psi a)
Fv=285 psi Fv=310 psi 7=
5. Bear n reinforcement shall be continuous across control joints. 0
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All window, door and soffit assemblies shall be designed to withstand the design co
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pressures indicated below and shall be installed in accordance with the
manufacturer's requirements.
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Metal Connector Fastening Schedule
WIND PRESSURES ON WINDOWS, DOORS & Simpson ID USP ID Uplift Capacity(Ibs) Fasteners Anchorage (I.I.O.N.)
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A35 MPA1 n/a (12)0.131"x 1 M2 n/a
-------------- .............. C6
SOFFITS (psf) ABU44-Z PAU44-TZ 2200(SYP) (12)0,162"x 21/2':or(12)0.162"x 31/2" 5/8"w/7"embed
ABU66-Z PAU66-TZ 2300(SYP) (12)0.162"x 21/2"or(12)0.162"x 31/2" 5/8"w/7"embed
----------- -----------------------............................ ............ ............................ ......................... ............
ch end (22)total n/a Cn
RS 150 1705(SYP or SPF) (11)0.148"x 3"i 6ea
AREA OF OPENING EDGE STRIP(5) INTERIOR ZONE(4) DSP RS P T6-2 775(SYP or SPF) (8)0.148"x 1'/Vinto studs n/a
Pos Neg Pos Neg (6)0,148"x 1112"into double plate
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DTT2Z DTB-TZ 2145(SYP) 1835(SPF) (8)Y4"x 11/2"SDS 1/2"w/41/,."em bed (m ono)and 7"em bed(stem)
0 to 20 sf 25.1 -33.6 25.1 -27.2 -0
GBC HC520 n/a (5)O�131"x 1112."into gable brace n/a a)
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20.1 to 50 sf 24.0 -31.2 24.0 -26.1 (7)0.11311�x 21/2'7 in�o double plate
50.1 to 100 sf 22.5 -28.2 22.5 -24.6 H2.5A n/a,. use RT7 600(SY P) (5)0.131"x 21/2"in each end-(10)total n/a
100.1 to 200 sf 21.2 -26.1 21.2 -23.4 H2,5T n/a-. use RT7 645(SYP or SP F) (5)0.131"x 11/2"in each end-(10)total n/a Cn
200.1 to 500 sf 20.2 -23.8 20.2 -22.31 H3 RT3A 455(SYP) (4)0.131"x 21/2"in each end-(8)total n/a
Soffit Design Pressure 1 25.11 -33.61 25.1 -27.21 H6 LFTA6 950(SYP)820(SPF) (8)0.131"x 214"i n each end-(16)total n/a
Base Design Pressure 21.24 GCpi ±0.18 H8 RT8A 45(SY P) (5)0.148"x 11/2"in each end-(10)total n/a
0
HDQ8 n/a: use UPHD8 7630(S Y P)5495(S P F) (20)1/4"x 3"S DS 7/8"w/ 15"embed(S ET-XP epoxy only) 0
HDU5 PHD5 5645(SYP)4065(SPF) (14)1/4"x 21/2"S DIS 5/8"wl 7"embed(mono)and 12"embed (stem)
----------------- --------------------------- -----------...... ................................ ...................... ................. .................-..............
DW PHD6 6970(SYP)5020(SPF) (20)1/4"x 3"S DS 7/8"w/ 15"embed(S E T-XP epoxy only) 0
HETA16 HTA16 1810(SYP) (110)0.148"x 11/2'* 4"embed
000muft%
HTS20, HTS24 or HTS30 HTW20, HTVV24 or HTW30 1460(SYP) 1245(SPF) (10)0.148"x 3"in each end-(20)total n/a CU
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HTS M 16 or HTS M 20 HTWM16 or HTWM20 1175(SYP) (8)0.148"x 3"intc wood n/a
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(4)1/4"x 21/4"Tten into CM U
(4)Y4"x 13/4"Titen into concret CL
0
TYPICAL EDGE STRIP(5) HTT4 HTT4 4235(SYP) 3640(SPF) (18.)0.162"x 21/2" 5/8"w/7"embed(mono)and 12"embed (stem) 0
HTT5 HTT5 5090(SYP) 4375(SPF) (26)0.162"x 21/2" 5/8"w/7"embed(mono)and 12"embed (stem) 3:: U) UJ
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LTP4 MP417 n/a (12)0.131"x I n/a UJ UJ
LSTA18 LSTA 18 1235(SYP) 1110(SPF) (7')0.148"x 3"in each end-(114)total n/a V5 W
TYPICAL INTERIOR ZONE(4) LTS12 LTVV12 775(SYP)665(SPF) (6)0.148' x 3"in each end-(12)total n/a E UJ
MSTA24 MSTA24 1640(SYP) 1455(SPF) (9)0.148"x 3"in each end-(18 1 total n/a 0
14. MSTAM24 MSTAM24 1500(S Y P or S P F) (9)0.148"x 3"into wood n/a
(5)1/4"x 21/4"Tten into CMU W LU
(5)%"x 13/4"Tten into concrete 0
MSTA30 MSTA30 2050(SYP) 1820(SPF) (11)0.148"x 3"i n each end-(22')t otal n/a
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MSTA36 MSTA36 2050(S Y P or S P F) (13)0.148"x 3"in each end-(26)total n/a a) U)
MSTAM36 MSTAM36 1870(SYP or SPF) (13)0.148"x 3"i nl o w ood n/a
(8)Y4"x 21/4"Titen into CMU LU
(8)%"x VX*'Tten into concrete >
NITS 12 or MTS 20 MTW12 or MTVV20 1000(SYP)860(SPF) (7)0.148"x3`in ach end-04)total n/a 6
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MTSM16 or MTSM20 HTVV M 16 or HTVV M 20 860(SYP) (7)0.148"x 3"into wood n/a
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(4)1/4"x 2'/4"Titen into CMU cz LLJ 0
(.4' Y4`x 13/4"Tten into concrete a)
2940(SYP or
SPF) '14)0.162"x 21/2"or(14)0.162"x 31/2" 4"em bed
PA51 TA51
SPH4orSPH6 SPTH4 or SPTH6 680(SYP)585(SPF%) (12)0�148"x 1112 n/a JOB 11113 COU
'R�16-0535 'ThUVAL
SSP RSPT6 350(SYP or SPF) (4)0.148"x 11/2"in:o studs n1a LU
te SCALE:
3)0.148"x I i n:o double p I a NTS
ISTHD14 iSTAD14 421 O(SY P or S P F) 1(30)0.148"x 3 1/ 114"embed
U) DO NOT SCALE THIS DRAWING
=3
ELEASE DATE:
Notes:
05-09-16
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.)
EVISIONS:
2. SYP= Southern Pine', SPF = Spruce-Pine-Fir
3. Mono= monolithic concrete'. stem = masonry stemwall or bond beam
(D RAWN BY:
4.Anchorage refers to threaded anchors with noted diameters and embedment depths CMF-DJM
CHECKED BY:
MJB/FSS
TITLE:
GENERAL NOTES
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---- ---- uj
1/4" =l'-O"(U.O.N.)
CJ SUGGESTED CONTROL
DO NOT SCALE THIS DRAWING
JOINTS LOCATIONS
cn 21'-0" ELEASE DATE:
81-6" 19#411 51'-91$ (SEE DETAIL"T"ON SD-1) 05-09-16
EVISIONS:
102'-l"
DENOTES TWO STORY DRAWN BY:
...... CMF-DJM
.............. FOOTING CONDITION
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cm FOUNDATION PLAN
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010 8 cc
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W LL SHALL CONSTRUCTEDWITH2x4 cn
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ONSTRUCT USING APA SPF No.2 STUDS 16"O.C. FOR PLATE HEIGHTS UP TO 10--1)/8" U.O.N.
3J ......... NARROW WALL METHOD
D S_ :
SOLID STU
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TRUSS M01 ABOVE
INSTALL SOLID BLOCKING OF HEADER 16-0535 DUVAL
BETWEEN FLOORS 1/4" =V-0"(U.O.N.)
(2)2x� HEADER
U) DO NOT SCALE THIS DRAWING
ELEASE DATE:
QUANTITY NTITY 05-09-16
C3 LVISIONS:
OFJACKS OF KING STUDS
NOTE: L- DRAWN BY:
0 CMF-DJM
ALL WOOD FRAMED LOAD BEARING HEADERS
E&D HECKED BY:
SHALL BE MINIMUM(2)2x6 NO2 OR BETTER MJB/FSS
uj TITLE:
SYP.ALL EXTERIOR HEADERS SHALL BE
WALILLAYOUT
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INTERIOR LOAD BEARING HEADERS SHALL BE r SHEET:
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1) ALL SECOND FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x6SPF NO.2
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STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO T-1 j/8"-U.O.N.
............... . ............... cc
.............. ................................. ........................ . . .. .
............. . ...... ..................... . . . ............... .......... 2) ALL SECOND FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x4 -2
. .. . . ............ ........... ....... .....................
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SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 9'-1 X8 U.O.N.
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3) THE SECOND FLOOR EXTERIOR WALL FINISH IS'FLEXIBLE"(SIDING)-U.O.N.
NOTIFY ENGINEER OF ANY VARIATIONS.
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SHEARWALL LEGEND:
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AT INDICATED SHEARWALL uj
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1/4" =l'-O"(U.O.N.)
2x� HEADER
cn DO NOT SCALE THIS DRAWING
_j _K _5
r ELEASE DATE:
1 05-09-16
QUANTITY UANTITY EVISIONS:
OF JACKS OF KING STUDS
DRAWN BY:
NOTE: CMF-DJM
(D
ALL WOOD FRAMED LOAD BEARING HEADERS S
CHECKED BY:
MJB/FSS
SHALL BE MINIMUM(2)2x6 NO2 OR BETTER LLJ TITLE:
SYP.ALL EXTERIOR HEADERS SHALL BE cm
WALL LAYOUT
I N STALLED WITH M I N I MUM(2)JACKS AN D SECOND FLOOR
cn
(1)KING STUD AT EACH HEADER. ALL =3
WALL LA OUT SECOND FLOOR INTERIOR LOAD BEARING HEADERS SHALL BE M: SHEET:
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(1)KING STUD.(U.O.N.) 04
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cn DO NOT SCALE THIS DRAWING
75
m ELEASE DATE: 05-09-16
BEAM SCHEDULE
I-NS:
BEAM I.D. BEAM SPECIFICATIONS
DRAWN BY: CMF-DJM
BM1 (3)1 Y4"x 20"2.OE LVL
CHECKED BY:
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1)ALL TRUSS CONNECTORS ARE BASED ON z
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CD UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS
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UJI
cn SCALE:
2)THE TRUSS LAYOUT AND NUMBERING SYSTEM
a) 1/4" =V-0"(U.O.N.)
SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER.
a) DO NOT SCALE THIS DRAWING
DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR 75
Mm: ELEASE DATE:
APPROVAL BY THE ENGINEER OF RECORD AND THE 1 05-09-16
CONTRACTOR. EVISIONS:
(mm
3)TRUSS CONNECTORS NOTED SHALL BE INSTALLED
DRAWN BY:
AS LISTED.DO NOT SUBSTITUTE WITHOUT PRIOR CMF-DJM
APPROVAL OF THE ENGINEER OF RECORD. 0-) CHECKED BY:
MJB/FSS
TITLE:
4) HTS24/HTS30 STRAPS MAY BE INSTALLED ON THE ROOF TRUSS
INTERIOR SIDE OF WALL. UPPER LEVEL
HEET:
ROOF TRUS LAYOUT= UPPER LEVEL 5) SEE SHEET SD4 FOR INSTALLATION DETAILS
WHEN USING SDWC 15600 SCREW
C)
IT
F
0
6
00
u')
CN
uj C-4
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0 i —cD
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cn
ui
con
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27 CD
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TREATED 6x6 POST ON ABU66-Z POST BASE
0 Qo
STRAP POST TO EACH BEAM ABOVE C0
OTE: co
WITH(1)H6-Z CLIP OR(1)MSTA24-Z
EACH COURTYARD POST SHALL BE ......... .........
c) CD
m
cu
TREATED 44 POST ON ABU44-Z POST BASE
R STRAP POST TO EACH BEAM ABOVE . . . . . . . .
co
SD-3 WITH(1)H6-Z CLIP OR(1)MSTA24-Z . . . . . . . . .
TYPICAL ALL POSTS-(U.O.N.)
cc
SEE DETAIL"U"ON SHEET SD-3 . . . . . . . . .
Li _0
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................
cn
cn
cu
TT5 HTT5/
HOLDOWN HOLDOWN
FLORIDA C.A. NUMBER:25846
. . ...... ...... TT5
..... .. ....... 4--
(,D
HOLDOWN a.
cu
A01
0
............ . ............
.................... . ............
>
uj
p
STA18 AT EACH cl 0 -0
cn
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END OF HEADER H T5 R R 0 co 4- eopis
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HOLDOWN
MSTA24 FRO
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BEAM TO WALL LL
TT5 E OX
HOLDOWN 0 'o zl:.o
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c cc
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cu
DTT2-Z-"Z E 00
HOLDOWN
cc p r
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cm
STA24 AT HEADER
cu
_c_-
BU88 POST BASE.
... (SHIM POST AS REQUIRED)
11:1
INSTALL CCQ COLUMN 0
CAP AT BEAM R TT5
HOLDOWN
SD-3
0
(2)HTS24 STRAPS----__
j�= cu
cn
FROM BEAM TO
HEADER BELOW
R
SD-3 cu
rR
TT5 HOLDOWN ALIGNED DTT2-Z/
ti WITH STRAPS ABOVE HOLDOWN
LSTA18 AT EA
END OF HEADER
ca
cn
cu
STA24 AT HEADER
13 E3 cn
CID
........... .. ..... .... ..
'---HTT5 ONSTRUCT USING APA ui
.. ............... . .
TT5 HOLDOWN TT5 HTT NARROW WALL METHOD
MSTA30 STRAP:
WITH HEADER CONTINUOUS
R HOLDOWN HOLDOWN HOLDOWN a)
ACROSS RETURN WALLS
SD-3 .... ............... 70
u) L ....... .
(SEE DETAIL"K"ON SD4)
.......... . ca
u�
cu
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0 "tr -2
C4
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cli
ANC 'BOLT . ............. . TT5 ..................
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Uj n > 4 _----HTT5 HOLDOWN cu
" d con 24"O.C. TT5 a : ALIGNED WITH
zo I<- m< coo HOLDOWN
uj < I HOLDOWN
c, cn- Lu STRAPS ABOVE. TT5 cn
a)
02 HOLDOWN
cn
j aj
U uj �E'
cn
CO r14
'n z
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u GARAGE DOOR NOTES cn
<
f n u<j ij =I:)
< <
1. INSTALL(jJMSTA30 STRAP
U) z HTT ANCHOR BOLTS @ 24"O.C.
0
o AT EACH END OF GARAGE
0
0 �-3 to 0 u'-1 111 0
a- �-- U) X: HOLDOWN
cn 0 n- in DOOR HEADER.NAIL STRAP INTO
'o uj
UJI HEADER AND JACKS BELOW
uj a- cn
ce 111* < m:
X 0
3: q14- . . ........... . ...... .. . ...... . . ......... .
......... . ......... . . 2. EMBEDDED STRAP AT EACH
cc
Lu
END OF GARAGE DOOR OPENING
SEE DETAIL"F"ON SD-1 LLI
. ............. ......
. ......... . 0
A
uj
cc
Lu
uj
0
L E
-u E
TT5 uj
(n UFO= 0 0
0
HOLDOWN
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cn LLj
TT5 a)
TT5 c)
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HOLDOWN cn
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HOLDOWN HTT5 >
HOLDOWN 6
13 Lu
LLJ
(D 0
A=
COUNTY:
16-0535 DUVAL
2)
1/4" =l'-O"(U.O.N.)
cn DO NOT SCALE THIS DRAWING
:3
ELEASE DATE:
05-09-16
THREADED ROD LEGEND:
cj
Y8H THREADED ROD FROM
FOUNDATION TO DOUBLE PLATE.
(4"MINIMUM EMBEDMENT REQUIRED)
a- DRAWN BY:
L
CMF-DJM
THREADED ROD FROM CHECKED BY:
FOUNDATION TO UPPER Lu TITLE:
CD
FLOOR DOUBLE PLATE. TIE-DOWN LAYOUT
(4"MINIMUM EMBEDMENT REWIRED) FIRST FLOOR
cn
SHEET:
13 HOLDOWN(AS NOTED) C.0
TIE=D WN LAYOUT FIRST FLOOR INSTALLED AT SILL PLATE T-
C)
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BETWEEN a cn
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FLORIDA C.A. NUMBER:25846
SECOND FLOOR SHEATHING _c_
SHALL LAP ONTO BEAM A MINIMUM
cu
OF 6".NAIL SHEATHING TO BEAM
0
W/(2)ROWS 0 F 0.131"x 2 Y2"
"O.C.STAGGERED
NAILS @ 6 CD
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FLOORS 0
qw cn
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ao
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SHALL LAP ONTO BEAM A MINIMUM
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OF 6".NAIL SHEATHING TO BEAM c__
FLOORS cu
w/(2)ROWS 0 F 0.131"x 2 Y2" _c_-
O.C.STAGGERED
NAILS @ 6 0
ALTERNATE:CS16 STRAPS @ 32"O.C. _0
0
ca_
0
-0
0
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cu
cn
co
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(2)CS1 cn
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..............
.............. .... A MINIMUM OF 6".NAIL SHEATHING TO cn
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(2�.CS16 NAILS @ 6"O.C.STAGGERED
CS16 cu
BETWEEN
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FLOORS
FLOORS cn
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(2)CS1 0
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cn ---�2)CS16 STRAPS
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< TO FLOOR GIRDER W
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BELOW
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FLOORS ci
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SECOND FLOOR SHEATHING
SHALL LAP ONTO GIRDER BELOW A
MINIMUM OF 6".NAIL SHEATHING TO JOB NUMBER: ICOUNTY:
16-05 DUVAL
GIRDER w/(2)ROWS OF 0.131"x 2Y2" I
SCALE:
NAILS @ 6"O.C.STAGGERED 1/4" V-0"(U.O.N.)
ALTERNATE:CS16 STRAPS @ 32"O.C. cn DO NOT SCALE THIS DRAWING
ELEASE DATE:
THREADED ROD LEGEND: 05-09-16
ci UNS:
THREADED ROD FROM a
FOUNDATION TO DOUBLE PLATE.
(4"MINIMUM EMBEDMENT REQUIRED)
DRAWN BY:
CD CMF-DJM
THREADED ROD FROM HECKED BY:
FOUNDATION TO UPPER Lu TITLE-
FLOOR DOUBLE PLATE. TIE-DOWN LAYOUT
(4"MINIMUM EMBEDMENT REQUIRED) SECOND FLOOR
cn
TlEmDOWN L�LYOUT SECOND FLOOR =3
13 HOLDOWN(AS NOTED) M: SHEET:
flo
INSTALLED AT SILL PLATE V_
C)
04
Cc/
F
BRICK VENEER WITH lu AIR SPACE
AND WALL TIES
00
U*)
c%4
BRICK VENEER WITH 1"AIR SPACE Lu C-4
cv')
CONT.FLASHING;PROVIDE WEEP AND WALL TIES 2)
--J W
u- c
HOLES @ 33-O.C.
GROUT AIR SPACE BELOW FLASHING Ld 4-:
F --j
SILL PLATE I E 5;
CONT.FLASHING;PROVIDE WEEP CONCRETE SLAB ID
0
HOLES @ 33"O.C. 0 U)
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GROUT AIR SPACE BELOW FLASHING n
CONCRETE SLAB F A T
< cn
SILL PLATE CID
CL
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uj
CONCRETE SLAB BEARING POST(AS NOTED) Lu
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cn
CONCRETE SLAB co
CONCRETE SLAB
GRADE 2
GRADE r c/) I:
4 1 1� — 4c:>
1)#5 CONT. '(1)#5 CONT. CONCRETE SLAB a) ci co
L�614
V
R
H.F. 'O.C.
8"CMU STEMWALL WITH(1)#4 48 1
ADD 8"x 16"CMU TO INSIDE OF UJI
0
U Ad, A 4
AND IN EACH CORNER.
c) Z Ad
C) STEMWALL AT POST LOCATION WITH Lu
;.. C) v- 1 1`- 1/ L u-
00 4 . 4 . 0
FILL CELL SOLID AT EACH#4 REBAR. .0 �01 0 15� -6- cn
(1)#4 VERTICAL IN EACH IG z r
CD
HOOK REBAR 12"INTO SLAB AND 6"INTO
0 < Q0
5 c_n co
co
(AS NOTED) REINFORCEMENT(AS NOTED) - c/) q:T,
11-51 ONE STORY-(3)#5 CONT. AS NOTED REINFORCEMENT(AS NOTED) (1)#5 CONT. (AS NOTED) REINFORCEMENT(AS NOTED) c�
11-811 ONE STORY-(2)#5 CONT. -L*l 0 m
11-81# 1 1 1,-g,, ' TWO STORY-(3)#5 CONT. ca -i
TWO STORY-(3)#5 CONT. 0�. 0 L
-2
w
�E TICIN - PA
SECTION - STEMWALL WITH BRICK SECTION - MONOLITHIC WITH BRICK SEC D FOOTING AT PORCH STEMWALL SECTION - PAD FOOTING AT PORCH THICKENED EDGE 1/�K SECTION - THICKENED EDGE 7-� SECTION INTERIOR BEARING PAD FOOTING cu
D�-1 NOTE: IF S EMWALL HEIGHT EXCEEDS 48"CONTACT D�-1 �D-1 -2
��D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT 0
cl>
EN( NEER FOR ADDITIONAL REQUIREMENTS.
ENGINEER FOR ADDITIONAL REQUIREMENTS.
cn
cu
CID
0
FLORIDA C.A. NUMBER:25846
CID
SILL PLATE IL- PA51 STRAP NAILED TO GARAGE
cn ;� — 3"MAXIMUM OVERHANG(OPTIONAL)
DOOR POST.BEND STRAP INTO 1,D
STHD14 STRAP NAILED TO
co m
z u- FOOTING AS SHOWN. CONCRETE SLAB
20 GARAGE DOOR POST.
CONCRETE SLAB
0 EMBED STRAP INTO FOOTING
2 SILL PLATE C) uj CONCRETE SLAB CID
co I,- AS SHOWN. BEE�i� >
W 00 00, x m p
Lu a) 0 s
�e u- 0 co
z 0
co A
z #4 WITH 6"HOOK INTO FOOTING (n g v4s E
ui CURB HEIGHT VARIES
V/ 2 A A I I
GRADE CONCRETE SLAB Z- AND BENT 12"MINIMUM INTO cr-
co 0 J-N�
THICKENED EDGE. 1)#5 CONT. LL E
GRADE CD GRADE XAO
—------ 'R N LL
J---d 7 LL
(1)#5 CONT. n m --7- =s I
� I - I I I I �&Ll GRADE CMU STEMWALL WITH(1)#4 48"O.C.
0 0
/8"CMU STEMWALL WITH(1)#4 48-O.C. so
AND IN EACH CORNER.
/60
IN\ V
? AND IN EACH CORNER. .4 FILL CELL SOLID AT EACH#4 REBAR.
C?
7 HOOK REBAR 16"INTO PORCH SLAB cu 0
>
FILL CELL SOLID AT EACH#4 REBAR.
HOOK REBAR 12"INTO SLAB AND 6"INTO "-RAD E E
ND 6"INTO FOOTING. 8" (1)44 CONT.
FOOTING.
cc
"y
COMMENTS:
6" 4 4'q 4.
>\>\ 611
ONE STORY-(2)#5 CONT. 1-0" ONE STORY-(2)#5 CONT. N (2)#5 CONT. cu
6
ll-811 TWO STORY-(3)#5 CONT. 11-401 TWO STORY-(2)#5 CONT.
ALTERNATE:INSTALL MSTAM36 STRAPS IN LIEU OF EITHER PA-51 STRAP OR STHD14 STRAP(SEE DETAIL R ON SHEET SD-1)
1**ALTERNATE
rB SECTION - STEMWALL SECTION - MONOLITHIC K7"-N DETAIL�- PA51 INSTALLATION (STEMWALL) DETAIL - STHD14 INSTALLATION (MONOLITHIC) SECTION - PORCH STEMWALL SECTION - NON-BEARING STEPDOWN 0
0
D�-1 NOTE: IF S EMWALL HEIGHT EXCEEDS 48"CONTACT 1\�D-I NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT �D-1
D�-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
EN( NEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. 0
ENGINEER FOR ADDITIONAL REQUIREMENTS. I
4-
0
CID
F F SHOWER AREA
SHOWER AREA
cn
I, I- WH
MONOLITHIC FOOTING
F�
BRICK VENEER WITH 1-AIRSPACE co
AND WALL TIES 8"CMU STEMWALL
�,j
co
--ORM EDGE C6
CONT.FLASHING;PROVIDE WEEP PLAN VIEW
P -AN VIEW
HOLES @ 33-O.C.
GROUT AIRSPACE BELOW FLASHING cl�
BRICK VENEER WITH 1"AIR SPACE co
a)
SILL PLATE AND WALL TIES
CD
SILL PLATE
(1)#5 CONT. CONT. FLASHING;PROVIDE WEEP coi
V
0)
FILL JOINT WITH ELASTOMERIC HOLES @ 33"O.C. (2)MSTAM36-Z STRAPS
GROUT AIR SPACE BELOW FLASHING 6"MIN. (1)#4 CONT. SILL PLATE cn a)
JOINT FILLER a_ NAIL EACH STRAP TO CRIPPLE STUD
SILL PLATE CONCRETE SLAB cn j�
HEIGHT OF CURB VARIES
:�-c � WITH(13)1 Od COM NAILS
CONCRETE SLAB Z C/)
u- cli
6"MIN. CONCRETE SLAB 20 FASTEN STRAP TO FOUNDATION co
0 0
1)#4 CONT. 0 CID
0 Lu
z HEIGHT OF CURB VARIES(8-MAX.) z WALL WITH(8)X"x 2Y4"CONCRETE SCREWS
MAX.) -0
6"MIN. HEIGHT OF CURB VARIES(8' p < C6
amaaa�—7 INTO MASONRY OR(8)Y4"x lY4'CONCRETE
00 GRADE CONCRETE SLAB GRADE
00
CONCRETE SLAB SCREWS INTO CONCRETE. CONCRETE
GRADE-
(1)#5 CONT. SCREWS SHALL BE POWERS"TAPPER"WITH ca
z
GRADE
G�RADE� 11 PERMA-SEAL FINISH OR EQUAL.
\lx 'O.C. a)
�MU STEMWALL WITH(1)#4 48-O.C. 4 8"CMU STEMWALL WITH(1)#4 @,�8'
H. All cn
ANU IN EACH CORNER. a)
AND IN EACH CORNER. STRAP SHALL BE COVERED WITH SIDING OR
C) 2�
FILL CELL SOLID AT EACH#4 REBAR. 8"CMU STEMWALL WITH(1)#4 48"O.C. STUCCO
co 0 0 4 H#4 REBAR.
C? C) FILL CELL SOLID AT EAC
AND IN EACH CORNER.
HOOK REBAR 12"INTO UPPER COURSE OF
x, HOOK REBAR 16"INTO PORCH SLffl AND
BLOCKS AND 6"INTO FOOTING.
FILL CELL SOLID AT EACH#4 REBAR. 6"INTO FOOTING.
/K/
w -, /I
H 12"INTO SLAB AND 6"INTO THIS DETAIL MAY BE SUBSTITUTED FOR
OOK REBAR
6" EITHER THE PA51 STRAP(STEMWALL)OR
FOOTING. 0
11-91 ONE STORY-(3)45 CONT. 6" 0
I V-011 ONE STORY-(2)#5 CONT. 6" THE STHD14 STRAP(MONOLITHIC).
-911 TWO STORY-(3)#5 CONT. 1 1 - I a)
-811
11-811 ONE STORY-(2)#5 CONT. ONE STORY-(2)#5 CONT. WO STORY-(2)#5 CONT. 11-811
(2)#5 CONT. 0
11-8" TWO STORY-(3)#5 CONT. 11-8" TWO STORY-(3)#5 CONT.
cu
_c_-
t'oo'R� DETAIL ALTERNATE FOR PA51 STRAP OR
SECTION STEMWALL AT GARAGE WITH BRICK SECTION MONOLITHIC AT GARAGE WITH BRICK le`G"� SECTION STEMWALL AT EXTERIOR WALL SHOWER SECTION MONOLITHIC AT EXTERIOR WALL SHOWER_ SECTION PORCH STEMWALL WITH BRiCK
rc CL
�D-1 NOTE: IF c.TEMWALL HEIGHT EXCEEDS 48"CONTACT �.�D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT .�D-1 0
1\�D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. STHD14 STRAP
EN(�INEER FOR ADDITIONAL REQUIREMENTS. uj
ENGINEER FOR ADDITIONAL REQUIREMENTS. 13 uj
uj
0 co
E
E uj 0
0 0
cn uj
SILL PLATE 0
cn
a) U) U)
(1)#5 CONT. NOTE:
a) ui
a)
AS SOON AS THE CONCRETE HAS HARDENED ENOUGH Go r,-
JOINT FILLER 6
M <
FILL JOINT WITH ELASTOMERIC SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS >
NOT TO BE DAMAGED DURING THE CUTTING PROCESS. TREATED POST �-: 0
Lu
CONCRETE SLAB SILL PLATE z
SILL PLATE SILL PLATE (TYPICALLY 1 -4 HOURS IN WARM WEATHER) LU
0
CN a)
ABU—POST BASE WITH (D C-)
PAVERS BY OTHERS S
z CURB HEIGHT VARIES GALV.ANCHOR EMBEDDED
7 V 6m MIN. 8 JOB NUMBE� COUNT
HEIGHT OF CURB VARIES(8-MAX.) CONCRETE SLAB 6-0535 bUVAL
12"(SET-XP ADHESIVE)
CONCRETE SLAB FILL CUT WITH 1"DEEPx WI SAW
GRADE GRADE--\ CONCRETE SLAB Y8" 0. 1/2" =V-0"(U.O.N.)
ELASTOMERIC CUT AT DENOT .0
7 V DO NOT SCALE THIS DRAWING
C U STEMWALL WITH(1)#4 48"O.C. FILLER LOCATIONS.
Lu RELEASE DATE:
.4
ND IN EACH CORNER. .4
4�
C)
FILL CELL SOLID AT EACH#4 REBAR. N A � 4 8"TALL, 12"SQUARE GROUTED Cj EVISIONS:
x\,x z
>
HOOK REBAR 12"INTO UPPER COURSE
4W ox�,;/\ CMU OR CAST-IN-PLACE
OF BLOCKS AND 6"INTO FOOTING.
DRAWN BY:
A A
PEDESTAL ON 24"X 24"X 12"PAD (D CMF-DJM
6" X (1) -
FOOTING WITH(2)#5 EACH WAY -c
\\z",\- CM CHECKED BY:
l'-O" , ONE STORY-(2)#5CONT. 11-411 ONE STORY-(2)#5 CONT. 21-0" c MJB/FSS
if 1 V-4" ONE STORY-(2)#5 CONT. CONCRETE SLAB—/ Lu TITLE:
-811 ONE STORY-(2)#5 CONT. TWO STORY-(2)#5 CONT. I c"
114" ll-811 TWO STORY-(3)#5 CONT. 11-8m TWO STORY-(3)#5 CONT. 16- FOUNDATION DETAILS
1 l-8" TWO STORY-(3)#5 CONT. a)
cn
SHEET:
SECTION rH SECTION - 11 TERIOR BEARING SECTION - BEARING STEPDOWN -"NN SECTION - TYPICAL SAW-CUT CONTROL J�INT K*"u DETAIL - PAD FOOTING AT PAVERS co
�D SECTION - STEMWALL AT GARAGE MONOLITHIC AT GARAGE rT� rT CD
41 04
D�-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48-CONTACT D�-1 - .�D-1 @
ENGINEER FOR ADDITIONAL REQUIREMENTS.
00
HEADER NAILING REQUIREMENTS
=3
'���DOUBLE PLATE 2x6 (3)NAILS PER PLY :03
E
JACKS AND KING STUDS 22 CD
2x8 (4)NAILS PER PLY -0
NOTE-REFER TO DETAIL'IS"ON SD-3 FOR NAILING c 0
(TYPICAL DOUBLE PLATE SPLICE) REQUIREMENTS AROUND OPENINGS IN WALL TYPICAL FRAMING AT CHANGE IN PLATE HEIGHT (AS NOTED) 0 cn c"
48"MINIMUM SPLICE LENGTH 000M HEADER cn �2e a
loop HEADER(AS NOTED) 2xio (5)NAILS PER PLY Tn 0 (D
MINIMUM NAILING OF TYPICAL HEADER TO KING STUD CONNECTION E < M
��(2)2x_SYP#2 DOUBLE PLATE(U.O.N.)NAIL NAILS AS NOTED 3 =3
'E'ON SD-2) ____`-�2x BLOCKING(TYPICAL) a)
(16)0.131"x 3"NAI LS I N TH I S ZON E. (SEE DETAIL PLATES WITH 0.131"x 3"NAILS @ 8"O.C. - IN TABLE 2x12 (6)NAILS PER PLY CN
C:>
NAIL EACH PLY OF KING AND JACK STUDS TOGETHER WITH STAGGERED 91' or 9Y2m cu
(3)0.131"x 3 Y4'TOENAILS AT EACH 41 E
JOINT IN LOWER PLATE JOINT IN UPPER PLATE 0.131"x 3"NAILS @ 6"O.C. STAGGERED TYPICAL STUD TO DOUBLE PLATE END(TYPICAL) JACK STUD LVL (5)NAILS PER PLY UJI Lu
cn
cn
JACK STUD AND KING CONNECTION NAIL EACH SILL PLY TO KING STUD KING STUDS 11 "orll Yam 2 cn
STUD REQUIREMENTS (SEE DETAIL"G"ON SD-2) WITH(3)0.131"x 3 Y4"NAILS-TOENAIL LVL (6)NAILS PER PLY 0�. co Nt
X c5
OR ENDNAIL(TYPICAL) cp
(SEE WALL LAYOUT) CN
NOTE: 14"LVL 1 (7)NAILS PER PLY S 4
BEVEL BLOCKING AS REQUIRED FOR 6=J UJI <=>
S PH4 6 INSTALLED HORIZONTALLY
MINIMUM 1 Y2"NAIL PENETRATION NAILED THROUGH KING STUD. 16"L 0
INTO MAIN FRAMING MEMBERS. r U)
cn
c:>
ZBUILT-UP HEADER WITH 0.13 I"x 3Y4" 2x-SPF#2 STUDS @ 16"O.C.(I.I.O.N.) (TYPICAL)
N f%I LS @ 12"0.C.TOP AND BOTTO =3 CN
AILING AT STUD (2)2x SILL 0 to
1_ 00
TO DOUBLE PLATE (U.O.N.) :t__ 00
NAIL EACH PLATE TO JACK STUD SHEATHING MAY CANTILEVER UP TO 4
C) CD
2"MAXIMUM PAST SUPPORTS.ALL
WITH(3)0.131"x 3 Y4'f NAILS-TOENAIL ca _j
WINDOW ATTACHMENTS MUST BE 0- 0
OR ENDNAIL(TYPICAL) ANCHORED INTO 2x MEMBERS. _20
:E co
DETAIL TYPICAL HEADER TO KING STUD CONNECTION Ca
DETAIL TYPICAL ARCH TOP OPENING K-E
%.�-2 'A,..�-2
DOUBLE SILL REQUIRED WHERE OPENING cn
cu
WIDTH EXCEEDS 61"(U.O.N.) CD
FLORIDA C.A. NUMBER:25846
,,--JOINT IN SILL PLATE _c_-
STUD TO PLATE NAILING
NAILING AT STUD CID
B U I LT-U P CORN E R POST K I -
TO SILL PLATE 0
I I APPLY SHEATHING HORIZONTALLY FOR STUCCO NAILING AT STUD STUD SIZE ENDNAIL TOENAIL s__
w In TO DOUBLE PLATE SIMP
>
CD %
0!-� 4 0
APPLICATIONS, EXCEPT THAT 7/ 16" STRUCTURAL 1 2x4 (2) (3) 0 s P_
4"MIN." If
ILI ILI ILI N-
ILI 2x TREATED SYP#2 SILL PLATE STUD
12"MAX. CID jr 0
12"MAX. 2x6 4 ,
RATED OR 15/ 32" RATED SHEATHING MAY BE (3) (4)
ANCHOR BOLT(AS NOTED) \-BUILT-UP POST(WHEN NOTED ON WALL LAYOUT TYPICAL STUD TO SILL PLATE 8
E
CONNECTION INSTALLED VERTICALLY.
N Al L EAC H PLY WI TH 0.131"x 3.y4" L NAILING AT STUD 2x8 (4) (5)
(SEE DETAIL"G"ON SD-2) of- i
NAILS @ 6"O.C. STAGGERED 4,
ALL NAILS NOTED ARE 0.131"0)/4" TO SILL PLATE 0
2xlO (5) (6)
N v6lk
cc
ALL NAILS NOTED ARE 0.131"x 3 Xm E FLO
DETAIL TYPICAL WALL STUD CONNECTION cc FL PE 6. 1
DETAIL TYPICAL WALL FRAMING CONDITIONS rF rG OMMENTS:
1\�-2 -�2
..�-2
ca OFFICE COPY
_c_-
ROOF OR FLOOR FRAMING(AS NOTED Cj�
2x No.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0.131"x 3X"ENDNAILS AT TRUSS
SILL PLATE(BELOW) 0
CONNECTORIFNOTED _0
2x CORNER FRAMING FULL (SEE CONNECTION SCHEDULE) ROOF COVERING(BY OTHERS)
HEIGHT STUDS(TYPICAL) ROOF TRUSSES
CORNICE DETAIL
) NOTE: 0
(2)ROWS OF 0.131'x 3 X"
(BY OTHERS) TRUSS TO WALL CONNECTION
H2.5A AT EACH LOOKOUT H2.5A AT EACH LOOKOUT NAILS @ 12"O.C. \41 0
STAGGERED(TYPICAL) GYPSUM BOARD HARDWARE MUST BE INSTALLED
2x4 LOOKOUTS @ 48"O.C.FOR 2x4 LOOKOUTS @ 48"O.C. ON THE EXTERIOR SIDE OF THE ca
OVERHANG 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.
- cu
(AS NOTED)
2x4 SYP BLOCKING BETWEEN 2x6 OR W FRAMED WALL (SEE WALL LAYOUT)
X 6"OR Y32'RATED SHEATHING, EXPOSURE I-SHINGLE ROOF
LOOKOUTS 2x4 SYP BLOCKING SILL PLATE(BELOW) GYPSUM BOARD c
BETWEEN LOOKOUTS 1Y32"RATED SHEATHING,EXPOSURE I-TILE ROOF ca
2x4 CORNER FRAMING FULL THREADED ROD ASSEMBLY(IF NOTED) FASTEN WITH 0.113"x 2 Y8"RING SHANK
BALLOON FRAMED
HEIGHT STUDS NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
STUDS(AS NOTED) INTERIOR SHEARWALL(IF NOTED)SHALL-/
BALLOON FRAMED STUDS(AS NOTED) MINIMUM OF(3)2x4 BLOCKS 12"LONG USE�/16"RATED SHEATHING FASTENED GYPSUM BOARD
DOUBLE PLATE CONNECTOR AT EACH TRUSS C6
NAILED WITH(4)0.131'x 3Y4'NAILS TO AS NOTED. cu
SINGLE PLATE NAIL TO TRUSS INTERIOR VAULT EACH ADJACENT STUD (SEE TRUSS CONNECTION SCHEDULE) a)
BOTTOM CHORD WITH 0.131"x 3)/4" 2x-TREATED SYP#2 SILL PLATE WITH
EXTERIOR SHEATHING ALTERNATE: INSTALL SOLID STUD IN (2)2x-SYP#2 DOUBLE PLATE(U.O.N.) a)
NAILS @ 6"O.C. ...............111111111111107 N Y8"x 6"TITEN HID @ 48"O.C.MAX. cn
10 SHALL BE NAILED TO THIS SPACE SIMPSO 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.T0 THE TOP
cli
NAILED TO BOTTOM CHORD OF TRUSS PLATE @ 6-O.C. HEIGHT STUD "x 3 Y4"NAILS PLATE OF THE DOUBLE PLATE
WITH 0.131
Id
@ 6"0.C.WITH 0.131"x 2 Y2" WITH 0.131'x 2 Y2'NAILS. y @ 8"O.C.-U.O.N. (NAILING MAY ALSO BE STAGGERED ACROSS BOTH PLATES) CD
___--(2)ROWS 0 F 0.131'x 3 Y4" _0
NAILS. H (U.O.N.ON WALL LAYOUT) 2x4 FRAMED WALL NAILS @ 12"O.C. I-, GYPSUM BOARD
(U.O.N.ON WALL LAYOUT) FLOOR BEAM(AS NOTED)--
SLAB ON GRADE CONDITION RAISED FLOOR CONDITION 'Y32-FULL LENGTH RATED SHEATHING,EXPOSURE 1. cc
ui
cc
FASTEN WITH 8d COM OR 0.131"x MY' NAILS@ 6-O.C. a)
BALLOON FRAMED GABLE END (LOW CEILING VAULT) 7NN DETAIL BALLOON FRAMED GABLE END (HIGH CEILING VAULT�_ rK SECTION - TYPICAL FRAMING AT 900 CORNERS SECTION - TYPICAL INTERIOR BEARING AND/OR SHEARWALL ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
DETAIL
(U.O.N.) SEE"F"ON SD-2 cn
III�-2 1\�-2 cn
�-2 INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN OF EXTERIOR ROOF PITCH �-2 INTERIOR CEILING PITCH EXCEEDS Y2� OF EXTERIOR ROOF PITCH < 2x-SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
cu
2x__SOLE PLATE(U.O.N.)NAIL TO RIM
2x-No.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0.131'x Am ENDNAILS AT TRUSS a)
cn
B&RD @ 6-O.C.WITH 0.131"x 3Y4'
ROOF COVERING(BY OTHERS) NAILS
2 -RATED STURD-1-FLOOR(T&G)SHEATHING
NOTE: ROOF TRUSSES Y3 2
ALL MEMBERS SHALL BE#2 SYP. NA L BRACE TO BLOCKING WITH(5)0.131"x 3X" CORNICE DETAIL NOTE: GLUED AND NAILED.FASTEN WITH 0.131"x 2Y2"RING c_
cm
(3)0.131"x 3 Y4"TOENAILS AT EACH LOOKOUT TRUSS TO WALL CONNECTION SHANK @ 6"O.C.ON EDGES AND 12"O.C.IN THE
NA LS TO TOP CHORD OF TRUSS. (BY OTHERS) FIELD. >-.
HARDWARE MUST BE INSTALLED ca.
2xE BLOCKING BETWEEN TRUSSES WITH 0
2x4 BLOCKING REQUIRED BETWEEN ON THE EXTERIOR SIDE OF THE
(3) 3.131"x 3 Y4'NAILS EACH END FLOOR JOIST(I-JOIST SHOWN,SAWN a)
LOOKOUTS WALL
RO D F SH EATH IN G(AS NOTED) JOIST SIMILAR-SEE SECTION"Z"ON
0
2x-BARGE RAFTER SD-3 FOR OPEN WEB TRUSS) -a
a OWEN%
cu
co
0
X16"OR 1Y32"RATED SHEATHING, EXPOSURE I-SHINGLE ROOf CLEARANCE BETWEEN PANELS BETWEEN FLOORS uj
FASCIA(BY OTHERS)
1 Y32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF',,
GYPSUM BOARD
1Y32"RATED SHEATHING,EXPOSURE I-METAL ROOF 0
2x4 LOOKOUTS @ 48"O.C. RIM BOARD(LSL OR LVL) 0
FASTEN WITH 0.113"x 2 Ye RING SHANK 3: ui
NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. ca C3 ui
LLJ SESSION
H3 CLIP OR EQUAL AT EACH NAIL JOIST TO PLATE WITH(2)0.131"x 3 Y4'TOENAILS 0
E U)
LOOKOUT
GYPSUM BOARD (2)2x-SYP#2 DOUBLE PLATE E Lu
0 0
(U.O.N.) 0 w
CONNECTOR AT EACH TRUSS cn
GABLE END TRUSS(DROP GABLE) :t_-
(SEE TRUSS CONNECTION SCHEDULE) SEE DETAIL"EE"ON SD-3 FOR cn LLj
CD
BETWEEN FLOOR CONNECTIONS 0
2x6 BRACE SPACED @ 48"O.C.UNLESS (2)2x-SYP 42 DOUBLE PLATE(U.O.N.) a) J
co
OTHERWISE NOTED ON ROOF LAYOUT. a)
WALL SHEATHING SHALL EXTEND TO TOP OF DOUBLE PLATdIN
TOENAIL RIM BOARD TO PLATE WITH a)
O.C.TO THE TOP Lli lz co
ADD 2x4 T-BRACE NAILED @ 6"O.CWITHI ALL LOCATIONS AND SHALL BE NAILED @ 3
0.131"x 2Y2"NAILS IF BRACE LENGTH PLATE OF THE DOUBLE PLATE(NAILING MAY ALSO BE 0.131"x 3 X"NAILS @ 8"O.C. >
6
EXCEEDS 9'-0". STAGGERED ACROSS BOTH PLATES) �-: w
z
GYPSUM BOARD UJ 0
GYPSUM BOARD
a _j
2x-SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT
2x-SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
JOB NUMBER: COUNTY:
'Y32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. I_-
'Y32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. FASTEN WITH 8d COM OR0.131"x2Y2" NAILS@6"O.C. 16-0535 DUVAL=
FASTEN WITH 8d COM OR 0.131'x 2Y2" NAILS @ 6"O.C. ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. En 1/4" =l'-O"(U.O.N.)
ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. (D
(U.O.N.) SEE"Fu ON SD-2
(U.O.N.)(BLOCK ALL EDGES)SEE"F"ON SD-2 Z3 DO NOT SCALE THIS DRAWING
--INSET WALL X2'FOR STUCCO APPLICATIONS INSET WALLY2"FOR STUCCO APPLICATIONS ELEASE DATE:
05-09-16
WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATIJ WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATE EVISIONS:
IN ALL LOCATIONS AND SHALL BE NAILED @ 3-O.C. IN ALL LOCATIONS AND SHALL BE NAILED @ 3-O.C.
GBC CLIP-(2)REQUIRED AT EACH BRACE
2x TREATED SYP#2 SILL PLATE WITH
TOENAIL BOTTOM CHORD OF TRUSS TO 2x TREATED SYP#2 SILL PLATE WITH %- DRAWN BY:
LTP4 CLIP @ 48"O.C. a) CMF-DJM
of J y I - <U SIMPSON%'x 6"TITEN HD(OR TITEN HID ROD COUPLER) c
DOUB_E PLATE WITH 0.131"x 3Y4'NAILS SIMPSON Y8"x 6"TITEN HD(OR TITEN HD ROD COUPLER) 5) CHECKED BY:
V: WITH 3"x 3"xY4"WASHER @ 24"O.C. I_- MJB/FSS
@ 8"0 C. 4 4, WITH 3"x 3"xY4"WASHER @ 24"O.C.
Z� TITLE:
SECTIONS AND DETAILS
DRYWALL BACKING INSTALLED GYPSUM BOARD CEILING (I of 2)
M
CONT NUOUSLY BETWEEN BRACES SHEET:
KB L0
rN SECTION - GABLE END WALL DIAIJ SECTION - TYPICAL EXTERIOR ONE STORY WALL SECTION - TYPICAL EXTERIOR TWO STORY WALL
rM "ONAL BRACING KA C)
�-2 -2 -2 04
��-2 @
ci
u
cl)
.s (a 00
0) L0
DOUBLE PLATE NAILING a c%4
Lu 04
cn
END VERTICAL BRACING REQUIREMENTS CD CL)
BRITTLE FINISH FLEXIBLE FINISH EXTERIOR BEAM(AS NOTED) NAIL SHEATHING TO HEADER WITH(2) LIS 4-:
X _j
ROWS 0.131"x 2 Y2"NAI LS @ 6"O.C. i
E
CV
BRACING 16NO.C. 24"O.C. 16"O.C. 24"O.C. DOUBLE PLATE -0
--- NAIL SHEATHING TO HEADER WITH(6) Jill 0 wj C7)
NONE REQUIRED 0"TO 53" 0"TO 47" 0"TO 67" 0"TO 59" NOTCH BEAM AS REQUIRED TO 0.131"x 2Y2"AT EACH END(TYPICAL) A2
cn
FIT BENEATH DOUBLE PLATE
2x4 L-BRACE 54"TO 114" 48"TO 99" 68"TO 145" 60"TO 126" 3"O.C.NAILING WITH 0.1311"xM" CL 04
CD
NAILS C-4 cu
ztt E
BEAM BEARS ON(2)2x JACKS INTO BOTTOM(TYPICAL) ui
2x6 L-BRACE 115"TO 182" 100"TO 158" 146"TO 232" 1 127"TO 201 (TYPICAL-U.O.N.) Lu
cn
cn
2 ce)
NOTE: NAIL SHEATHING TO KING STUD lzt
BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER CONDITION: 1 C:>
@ 12"O.C.MINIMUM. C-0
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL,BRICK (NOTCHED BEAM) 0)
VENEER,ETC. ui CD
RATED ROOF SHEATHING B Z m
LL
cn
0
< 2x L-BRACE NAILED TO EDGE NAILING PER SHEARWALL e
4-
,--------VERTICAL WEB g REQUIREMENTS. NAILS MAYBE
CN
to
WITH 0.131"x 3"NAILS @ 6"O.C. W//,/,mi 0
STAGGERED ACROSS TWO JACK c- 00
STUDS. 00
VERTICAL WEB IN GABLE END CO
NAIL SHEATHING TO DOUBLE PLATE WITH
Lu TRUSS co
(2)ROWS 0 F 0.131"x 2 Y2'NAI LS @ 6"O.C. EDGE OF PANEL(TYPICAL) 0 L
72
_j 2x LOOKOUTS AT 48"O.C. NAIL SHEATHING ALONG BOTTOM OF 00
< HEADER @ 3"O.C.
INSTALL DSP CLIPS @ 24"O.C.OR KNEE/r/m/m/m 0
ui
> 16"OR 24 SPH_@ 32"O.C.
0 ANCHOR BOLT REQUIRED WITHIN 6"
SPACING(SEE TA u u u
71 EXTERIOR BEAM(AS NOTED)
I I ILLJ OF KING JACK UNIT-MAY BE cn
DOUBLE PLATE LOCATED ON EITHER SIDE. cu
BEAM INSTALLED BENEATH DOUBLE PLATE ANCHOR BOLTS AS REQUIRED-----______� FLORIDA C.A. NUMBER:25846
DROPPED HEADER CONDITION
BEAM BEARS ON(2)2x JACKS FLUSH HEADER CONDITION
0
(TYPICAL-U.O.N.)
cu
0
CONDITION: 2
(DROPPED BEAM) SIMPS ,
0 >
ZQ s e
cn
0
ca
UL
DETAIL - EXTERIOR BEAM TO WALL CONNECTION KO'R DETAIL - EXTERIOR BEAM TO WALL CONNECTION DETAIL - OPENINGS WITH SOLID SAWN LSL LVL, OR PSL HEADER
�p DETAIL - TYPICAL VERTICAL BRACING AT GABLE END Ko's�
0
E
Of
NAIL SCAB TO TOP CHORD WITH a)
ik
L 0
(4) 'x 3Y"NAILS cu
ALTERNATE ANCHOR: 0.131 4 NAIL EACH END OF BLOCKING TO
Y2'x 6'TITEN HD F= FLOY
ADD 2x4 VERTICAL SCAB IN EACH BOTTOM CHORDS WITH(3)0.131"x 3 >-.
/EXTERIOR BEAM (MECHANICALLY GALVANIZED) a L P No.
TRUSS IF NO WEB IS PRESENT Y4 cc F
ROOF SHEATHING (AS NOTED) WITH 2'x X8'WASHER S
(3)0.131"x3Y4'- NAILSTYPICALAT INSTALL 2x4 BLOCKING BETWEEN
H6 CLIP FROM EACH TRUSS TRUSS BOTTOM CHORDS @ 12-O.C.
MONOLITHIC FOUNDATION-
POST TO BEAM ca
ROOF TRUSS(BY OTHERS)WITH 2x4 X-BRACE ACROSS LENGTH OF EXTERIOR _c_-
LAP BEAM PLIES AND ZL i.,,—BOTTOM CHORD OF TRUSS
BRACE(IF REQUIRED) SHEARWALL 3/8"x 6"TITEN HD SCREW ANCHOR
NAIL AS SHOWN-(5) NAIL EACH BLOCK TO DOUBLE PLATE
NAIL SCAB TO PLATE WITH(3) or Y8"x 6"SCREW ANCHOR BY a)
0.131'x 3 Y4'NAI LS P ER PLY WITH(3) Ca_
TO REPLACE(1)ROW OF LATERAL PT POST(AS NOTED) HURRI-BOLT,INC. 0.131"x 3 Y4'NAILS 0
'x 3Y I TOENAILS 0
BRACING INSTALL 2x4 No.2 SYP T-BRACE 0.131' 4' 0
PT POST(AS NOTED) r Y8"THREADED ROD SET 4 Y2"INTO a)
NAILED TO EACH PLY OF TRUSS WEB AT ABU POST BASE 2x4 BLOCKING BETWEEN TRbsSES ADHESIVE DOUBLE PLATE An
H6 CLIP FROM POST 0
6"O.C.WITH 0.131"x 3"NAILS (AS NOTED)
TO BEAM TOENAILED TO DOUBLE PLATE WITH 4-
0
TO REPLACE(2)ROWS OF LATERAL STEMWALL FOUNDATION-EXTERIOR MINIMUM X16"RATED SHEATHING,
BRACING INSTALL 2x6 No.2 SYP T-BRACE EXTERIOR BEAM Y8'THREADED ROD 0.131'x 3Y4"NAILS @ 4"O.C. EXPOSURE I FASTEN AS NOTED
i *0. WITH NUT SET IN Y2"THREADED ROD SET 7'INTO cc
NAILED TO EACH PLY OF TRUSS WEB I
(AS NOTED) 0 TRUSS(AS NOTED) ADHESIVE ON WALL LAYOUT(BLOCK ALL cn
i ADHESIVE CD
--- ----- --------- --- WITH 0.131 x 3"NAILS @ 6"O.C. ! .0 EDGES)
PLAN VIEW AT TOP OF POST (7"EMBEDMENT) .ZZ
INTERIOR APPLICATIONS-
--- ----- ---------- DOUBLE PLATE cu
IF EDGE DISTANCE EXCEEDS 5"
RATED SHEATHIN(:� USE MONOLITHIC CONDITION 70
MINIMUM X16
4 EXPOSURE I FASTEN AS NOTED cu
4 4 4 4 cn
<4 ON WALL LAYOUT(BLOCK ALL EDGES)
NOTE: 4i
I < 1
T-BRACING TO BE USED WHEN 1 -1 a)
Li _0
CONTINUOUS LATERAL BRACING IS (6
cc
IMPRACTICAL. SIDE VIEW AT BASE OF POST a)
cn
SECTION TYPICAL T-BRACE r7� DETAIL - TYPICAL CONNECTIONS AT EXTERIOR POST DETAIL - TYPICAL DTT2-Z INSTALLATION SECTION - INTERIOR SHEARWALL PARALLEL TO TRUSS
�D-I ��-3 (USP DTB-TZ SIMILAR) THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED
,�-3
2x SPF 42 SOLE PLATE(U.O.N.)NAIL SECTION - CONNECTION OF PERP. SHEARWALL TO TRUSS _0
a
ca
TO BAND BOARD WITH 0.131"x 3 Y4" THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED
,�-3 u�
NAILS @ 6-O.C. cc
LAST TRUSS IN ROW REQUIRING BRACING 0
_0
NAIL DIAGONAL BRACE TO BLOCKING cli
cn
WITH(3)NAILS
cu
2x4 BLOCKING-TOENAIL OR ENDNAIL 2x BAND BOARD PER TRUSS _0
Lu 0
RATED ROOF SHEATHING -TRUSS(AS NOTED) MONOLITHIC FOUNDATION- cn
EACH END TO ADJACENT TRUSS WITH UJ MANUFACTURER (D
co EXTERIOR
(3)NAILS
�:�-2x4 SPF NAILER-NAIL TO TOP PLATE WITH
CLEARANCE BETWEEN PANELS Y2"x 12"TITEN HD SCREW ANCHOR
cn
0.131"x 3Y4"NAILS @ 6"O.C. or Y8"THREADED ROD SET 7"INTO
x BETWEEN FLOORS
.2)
NAIL DIAGONAL BRACE TO INTERMEDIATE
WEBS WITH(2)NAILS 0
STEMWALL FOUNDATION-EXTERIOR 0
2 a)
RATED SHEATHING RIM BOARD- THREADED ROD SET 12'INTO
2X4 SPF No.2 DIAGONAL BRACE 3/32
NAIL PORCH SHEATHING AS NOTED
(TYPICAL AT EACH END OF NAIL TO TRUSSES WITH(6)0.131'x 2 X2" ADHESIVE 0
SIMPSON 3/8"0 x 6"TITEN HD OR
CONTINUOUS LATERAL BRACING) NAILS. 31
EXTERIOR FRAMED WALL INTERIOR APPLICATIONS- FTHREADED ROD SET IN ADHESIVE co
co
WITH MINIMUM 4"EMBEDMENT
NAIL DIAGONAL BRACE TO TRUSS IF EDGE DISTANCE EXCEEDS 5"USE _c_- Q
TOENAIL TRUSS TO PLATE WITH cm
WEB WITH(3)NAILS WITH 1"WASHER LLJ
Y2"x 12"TITEN HD SCREW ANCHOR 0
(2)0.131"x 3)/4"NAILS I CL
A 0
or Y8"x 8"TITEN HD SCREW ANCHOR
171 DOUBLE PLATE(U.O.N.) or Y8"THREADED ROD SET 6"INTO uj
ADHESIVE cu ui
.4 4. ui
0
E
SECTION - TYPICAL OPEN WEB FLOOR TRUSS SECTION - EXTERIOR WALL PARALLEL TO TRUSS DETAIL-ANCHOR BOLT
E
0 0
SD-3 SD-3
cn
'---CONTINUOUS LATERAL BRACE(QUANTITY
ca ui
AND LOCATION DEFINED BY TRUSS SHOP
0
DRAWING.) CD
cn
U)
NAIL CONTINUOUS LATERAL BRACE TO U)
SHEATHING
EACH TRUSS WEB WITH(2)NAILS rBB DETAIL - TYPICAL HTT5 INSTALLATION uj
FIELD NAILING SD-3 (USP PHD5 SIMILAR)
ROOF TRUSSES(BY OTHERS)
w
z
UPLIFT CONNECTOR(AS NOTED) SHEATHING EXTENDS DOWN ONTO A
1 6 UJ 0
RIM JOIST MINIMUM 6' MONOLITHIC FOUNDATION- DOUBLE PLATE E
I- -i
2A SPF BLOCKING-NAIL WITH(2) TO ALLOW FOR NAILING EXTERIOR c]> 0
of NUT WITH 2"x 2"x-1"WASHER cl>
0.131 x 3 Y4"NAILS AT EACH END 16
JOB NUMBER: COUNTY:
THREADED ROD SET 15-INTO
(3)TRUSSES MINIMUM (END NAIL OR TOENAIL) ------------------------- EDGE NAILING ALTERNATE:SIMPSON LBPSY2 SLOTTED 1 -0535 DUVAL
FOR CONTINUOUS LATERAL BRACE AT SOLE PLATE ADHESIVE WASHER WITH 1"WASHER. uj
1/4" =V-0"(U.O.N.)
RIM BOARD STEMWALL FOUNDATION-EXTERIOR Yb"O THREADED ROD (D DO NOT SCALE THIS DRAWING
%8'THREADED ROD SET 15'INTO ELEASE DATE:
ROWS 0.131"x 2 Y2"NAILS
NOTES: ADHESIVE 05-09-16
PAGGERED @ 6-O.C.REQUIRED
TRUSS BOTTOM CHORD SIMPSON Y8"O x 6 3/4"TITEN HD ROD COUPLER
1) CONTINUOUS LATERAL BRACES SHALL BE 2x4 No.3 SYP OR 2x4 No.2 SPF OR BETTER(U.O.N.) IN UPPER AND LOWER SHEATHING INTERIOR APPLICATIONS- WITH 1"CUT WASHER
NAIL PORCH SHEATHING AS NOTED
MIN.Y8"SPACE BETWEEN PANELS IF EDGE DISTANCE EXCEEDS 5"USE OR!"THREADED ROD SET IN ADHESIVE WITH
8
2) ALL NAILS SHOWN SHALL BE 0.131"x 3"NAILS(U.O.N.) MINIMUM 5"EMBEDMENT WITH 1 CUT WASHER DRAWN BY:
SHEATHING EXTENDS ABOVE %8'THREADED ROD SET 8'INTO CMF-DJM
EXTERIOR FRAMED WALL anHESIVE —7
DOUBLE PLATE MINIMUM 6" CHECKED BY:
A MJB/FSS
Lli TITLE:
TO ALLOW FOR NAILING 4
2) SECTIONS AND DETAILS
EDGE NAILING AT DOUBLE PLATE
.4
(2 of 2)
HEET:
LO
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SHEATHING TO ALL FRAMING @ 3'O.C. /0'd EDGE GRAIN BEARING CONDITION
NOTE:SHEATHING ONLY SHOWN FOR SDWC15600
USE 0.131'x 2Y2"NAILS AT ALL LOCATIONS(U.O.N.) //. NOTE: cn
NARROW WALL SECTION.
UTILIZE METAL INSTALLATION GUIDE TOOL
0 REMAINING SHEATHING NOT
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FASTEN PLATE TO HEADER .7.X SHOWN FOR CLARITY. TRUSS
DETAIL-STANDARD SDWC ROOF TO WALL INSTALLATION 0
w/(2)ROWS OF 0.131'x 3Y4'@ 3"O.C. 0 MINIMUM(3)STUDS
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DO NOT INSTALL SDWC IN
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STHD14 EMBEDDED STRAP HATCHED AREA W 0
EPDXIED ANCHOR BOLT z w
NOTES:
w/(7)MIN. EMBEDMENT w/ (OR HITT5 IF NOTED) DETAIL-STANDARD SDWC ROOF TO WALL INSTALLATION 1. INSTALL SDWC SCREW SO THAT FASTENER HEAD IS FULLY COUNTERSUNK UJ 0
MINIMUM 2"x 2"X 3/16" INTO THE DOUBLE PLATE a) C)
PLATE WASHER (TRUSS OFFSET FROM STUD)
0) JOB NUMBER: COUNTY:
0 0,0 2. VERIFY THAT THE ENTIRE SHANK OF THE SDWC SCREW IS INSTALLED INTO 16-0535 DUVAL
/./ 'pl/ A WOOD MEMBER.
14/0/ x z 3v, /6/a/a CONCRETE FOOTING SCALE:
3,1 /-/_- I a . a PER FOUNDATION PLAN TRUSS(RAFTER SIMILAR) 3. SCREWS ARE SHOWN INSTALLED ON THE INTERIOR SIDE OF THE WALL.
'd cn DO NOT SCALE THIS DRAWING
INSTALLATIONS ON THE EXTERIOR SIDE OF THE WALL ARE ACCEPTABLE Z3
Y2"MINIMUM EDGE DISTANCE WHEN THE RAFTER OR TRUSS OVERHANGS THE TOP PLATE A MINIMUM OF ELEASE DATE:
(WITH OR WITHOUT A PLATE SPLICE) 05-09-16
31' 6 NS:
2
. 4
4
4. TYPICAL HURRICANE CLIPS(PER TRUSS CONNECTOR SCHEDULE)SHALL
BE USED TO REPLACE MIS-INSTALLED SCREWS AND/OR SCREW
DRAWN BY:
INSTALLATIONS WITH WOOD SPLITTING. REMOVE SCREWS BEFORE (D CMF-DJM
4 INSTALLING CLIPS. a
Ean HECKED BY:
OFFSETY4"FROM---� a MJB/FSS
TOP PLATE Sl LICE MAY 5. ATTACHMENT THROUGH END GRAIN VERTICAL IS NOT ALLOWED. Lu TITLE:
BE IN UPPER
SPLICE FOR FULL RAISED HEEL&
OR LOWER (D
VALUES -0 SDWC DETAILS
PLATE cn
DETAIL- NARROW WALL METHOD DETAIL SHEET:
DETAIL-SDWC MINIMUM EDGE DISTANCE