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DESIGN SPECIFICATIONS: GENERAL NOTES:
Project has been designed in accordance with the 2010 Florida Building Code, 1. The scope of these plans is limited to the structural requirements of this project. 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over
Residential,and the Florida Building Code, Existing Building(as applicable). Architectural,civil(site),electrical, mechanical(plumbing and HVAC),waterproofing, minimum 6 mil. polyethylene(visqueen)vapor barner. Slabs shall be reinforced with I of
and flashing requirements are not addressed in these plans. 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185,
DESIGN CRITERIA: or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/Cy g
2. It is the intent of the Engineer of Record(Engineer)that this work be performed in complying with ASTM C1116(u.o.n.). €
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Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type
Basic Wind Speed: 130 mph of construction and occupancy. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and E
Building Risk Category: 11 other deleterious material.Structural fill shall be compacted to a density of at least €
- Wind Exposure: C(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the 95%of the Modified Proctor Maximum Dry Density(ASTM D1557). Fill shall be treated LL
Building Classification: Residential contractor's sole responsibility to determine the procedure,sequence,and temporary with termite poison before slab is placed. O
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during v w
Wind-Borne Debris: NOT located in the wind-borne debris region construction. 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be x
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compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density W
Unless otherwise noted, project site considerations shall be the responsibility of the 4. The contractor shall verify all conditions and dimensions at the job site prior to (ASTM D1557)for a depth of at least two feet(2'-0")below the bottom of the footing. z W a
owner and/or contractor. Examples of such items include, but shall not be limited to, commencing work. U,
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determination of grade elevations,drainage features,and special requirements 11. The following minimum concrete cover shall be provided for reinforcement: = o
associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply, locate,and build into the work all inserts,anchors,angles, 3" Concrete cast against and permanently exposed to earth s zUJI
plates,openings,sleeves,hangers,slab depressions,or other components as may be 2" Concrete exposed to earth or weatherw �a
DESIGN DEAD LOADS: required to attach and accommodate other work.
q 1 'h"Concrete not exposed to earth or weather � �O �.w o"
Floors: 6. All details and sections shown on the structural drawings are intended to be typical 12. All continuous reinforcing ste !' s the following
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 minimum lengths: °'
wood subflooring over wood truss,wood I-joist,or solid sawn lumber framing. The floor where indicated otherwise. #4 bars: 21"minimum
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be #5 bars: 26"minimum ° • m�r
notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor #6 bars: 32"minimumILE Co
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shall contact the Engineer for clarification in cases of conflict between the structural __ --
Roofs: drawings and any drawings prepared by others prior to commencing work. 13. Reinforcement in footings shl q 0P` p �" 'nnQ,r{�yrs shall bEii
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) € Il
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. 14. The s acers,chairs, bolsters, etc., necessary to support •°s W O > ��
Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of reinf Qrt items to urfaces shall h r ~
�' � off... .''
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the end Z
DESIGN LIVE LOADS: noted assumptions. All requirements for site preparation and soil compaction C'I►j+YOF ���"' ' ~ e;
r ,�N�,.,, P t ii4i?51� 2
specified in the soils report shall be followed unless more stringent requirements are MASO Y: SEE PE A�� C B a C9 g
Floors: specified in these plans. RAMS FOR ADD q Z w
Exterior Balconies: 40 psf Gener LU
REQUI�AND CONDDON NS. ! W
Exterior Decks: 40 psf CONCRETE: pQ g
Stairs: 40 psf(or 300 Ib point load) 1. All R�a a , u'I"ding Code Requi ments for UJ a
Garages: 60 psf(or 2000 lb point load) 1. All concrete work shall be in accordance with"Building Code Requirements for Masonry Structure s uctures,"ACI w o W
All Other Areas: 40 psf Structural Concrete,"ACI 318-08,and"Specification for Structural Concrete,"ACI 301. 530.1-08 o N
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Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of i W
Without Storage: 10 psf Slabs on grade,footings,and misc.concrete: fc=2500psi 2000 psi per ASTM C1019.Grout shall be mixed to provide a slump between 8"to 11". W LL
With Limited Storage: 20 psf Structural slabs,walls, beams and columns: fc=3000psi x w
With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: fc=3000psi 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used o
in brick veneer. ;
Roofs: 3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) _ N
Less than 4:12 slope: 20 psf Z LL m v
P P 4. The contractor shall be responsible for the design and installation of all flashing. J m „
4:12 slope or greater: 16 psf 4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) s
Concrete Masonry(CMU): a o h
to cYJ a
i DEFLECTION CRITERIA: 5. Water shall be clean and free of injurious amounts of oil,acids,alkalis,salts,organic
material or other substances that are deleterious to concrete or steel reinforcement. 1. Concrete masonry units(CMU)shall be ASTM C90-066, Hollow Load-Bearing $ p
Walls: Concrete Masonry Units, normal weight,with a minimum compressive strength of " SCALE:
Brittle Finish(wind load): U240 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the 1900 psi(fm=1500 psi). Y< =ro(u.o.N.l
n DO NOT SCALE
Flexible Finish (wind load): U120 structural drawings.All reinforcing details shall conform to"Details and Detailing of THIS DRAWING
Floors: Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following RELEASE DATE:
Live Load: L/480" drawings. minimum lengths: m 09-26-13
REVISIONS:
Total Load: U240* #4 bars: 20"minimum
Increased floor stiffness may be required by floor covering manufacturer 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #5 bars: 25"minimum
shall be in accordance with"Standard Tolerances for Concrete Construction and #6 bars: 30"minimum -
Roofs: Materials,"ACI 117. Footing or slab edges may be up to 1/2"inside of the sill plate.
Live Load: L/240 3. Grout all cells containing vertical reinforcement in 5'-0"maximum lifts.
Total Load: U180
DRAWN BY:
CMF
4. Provide cleanouts per ACI 530.1-08 in the bottom course of masonry when the wall CHECKED BY:
height exceeds 5'-0". FSS
SHEET:
5. Beam reinforcement shall be continuous across control joints.
S_1
r I�
Clay Masonry(Brick): , „
12. Fasten plies of 1 /o wide engineered lumber as follows: WINDOW,DOOR AND SOFFIT PRESSURES:
2-ply beams with(3)rows of 0.131"x3'/<"nails @ 12"o.c. Q
1. Brick shall conform to
ti ASTM C62,rade W s ll C652 for Building Brick, Facing Brick,and 3-ply beams with(3)rows of 0.131"x3'/"nails @ 8"o.c. (each side) 1. All window,door and soffit assemblies shall be designed to withstand the design o
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with (2)rows of Simpson 6'/<"long SDW screws @ 12"o.c. pressures indicated below and shall be installed in accordance with the manufacturer's
requirements. 9
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL:
vertical and 16"o.c.horizontal. Additional ties shall be provided around all wall _
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
11
o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions). E
- g
a.Welded connections: AWS D1.1 N
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 WIND PRESSURES ON WINDOWS, DOORS & T LL
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 SOFFITS (pSf) w
22 gage by 7/8"corrugated and fastened with 1 3/"galvanized roofing nails. LU
d.Structural steel tubing: ASTM A500 v
Adjustable or strand wire veneer ties shall be used at CMU walls. g w w
2. All structural steel connections and fabrications shall comply with AISC specifications.
AREA OF OPENING EDGE STRIP (5) INTERIOR ZONE (4) $ y w
4. Unless otherwise noted on the plans,a steel angle L4x4x1/4 shall be used for Pos Neg Pos Neg Z UJ a
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. g O S2
windows where brick is self-supporting. If the length of the opening exceeds 6'-0"then 0 to 20 sf 24.7 -33.0 24.7 -26.8 $ _
the steel angle shall be attached to the wood framing with 3/8"x 3"lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes 20.1 to 50 sf 23.6 -30.7 23.6 -25.7 z H
o.C.
shall not be used. 50.1 to 100 sf 22.2 -27.8 22.2 -24 2
100.1 to 200 sf 20.9 -25.7 20.9 23 r �
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. 200.1 to 500 sf 19.9 -23.4 19.9 _Z f ",B
Soffit Design Pressure 1 24.7 -33.0 24.7 :2'6 ,r
1. All wood framing has been designed in accordance with"National Design Specification Base Design Pressure 20.90 GCpi-t0.18 q `"
6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior g p - !
(NDS)for wood construction,"2005 edition.
to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". MJ
2. All wood members exposed to weather or in contact with masonry,concrete or soil 7 � � u ; ,
. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel �,�
shall be treated with an appropriate preservative suitable for the exposure conditions.
surfaces exposed and visible to the exterior of the structure. -✓ t I, ff.�!�� c Z m
3. If ACQ treatment is used on any wood member,then all nailing shall require 8. Field touch-up after installation where required to restore final finish. �:,, '• '
hot-dipped galvanized nails meeting ASTM A153, Class C, or ASTM 8695, Class 50.
If borate treatment is used then galvanizing is not required. tstFt' 9�mc ZWW
HARDWARE AND ANCHORS: F`�4j
$ ~= ZZ
4. Prefabricated wood trusses shall comply withNDS and"National Design Standard for 1. All framing anchors and connectors noted on the structural drawings shall be
Metal Plate Connected Wood Truss Construction (ANSI/TPI 1-07)." s a N
manufactured by Simpson Strong-Tie or Engineer approved equal. 2 Z o 'W
wLU ~�
5. All trusses shall be designed by the Truss M,anufacturer's registered Engineer. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
g LL
F1554, Grade 36. W I
6. The Truss Manufacturer shall submit shop drawings and design notes with a TYPICAL EDGE STRIP(5)
registered Engineer's seal for approval. Design notes shall include the rated load 3. All metal a=4.4' w o N
connectors and hardware which are exposed to the exterior or in contact
capacity of the truss to truss connectors,and the manufacturer's license to fabricate with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per t o M
trusses utilizing the connector system proposed.The contractor shall approve ASTM A153,Class C,or ASTM 8695,Class 50. TYPICAL INTERIOR ZONE(4) 0 = o
fabrication and installation drawings showing size,shape and layout. a
4. Anchor adhesives shall be either Epoxy-Tie SET or Acrylic-Tie AT by Simpson a �
Stw LL
7. o site handling and erection,including temporary bracing,during installation of .....�....
Strong-Tie(with Florida Product Approval)and installed according to the
trusses shall comply with TPI/WTCA BCSI 1. manufacturer's instructions. Holes shall be cleaned of all debris and brushed out prior o
to installation of anchor adhesive.
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8. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened L Z M v
to their supporting walls or beams with metal connectors as noted in the Truss ROOF COVERING: •• g N J � '
Connection Schedule. o Z
m N o y
1. The contractor shall be responsible for the design and installation of the roof covering r
9. All gable ends shall be balloon framed or braced in accordance with the applicable system.
detail as shown in the structural drawings. _
2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the SCALE:
I
10. Guardrails, handrails,and guard in-fill components(Balusters and Panel Fillers)shall E y,•=r.o"(U.O.N.I
manufacturer's requirements. DO NOT SCALE
be provided by others. DO NOT
RELEASE DATE:
3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation a 09-26-13
11. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material Manual,"and the manufacturer's requirements. .2 REVISIONS:
specifications:
LVL or Parallam LSL 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according
E=1,900,000 psi E=1,550,000 psi to the manufacturer's requirements.
Fb=2,600 psi Fb=2,325 psi
Fc=750 psi Fc=800 psi 5. The contractor shall be responsible for the design and installation of all metal flashing = DRAWN BY:
Fv=285 psi Fv=310 psi 9 Southern Yellow Pine member design incorporates design values for all sizes and CMF
and valley material. grades of visually graded Southern Pine dimension lumber per"Supplement No.13 to
CHECKED BY:
the 2002 Standard Grading Rules for Southern Pine Lumber,"published by the 9 FSS
Southern Pine Inspection Bureau(SPIB). SHEET:
S-2
I
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NOTE: a
53'4" DIMENSIONS SHOWN AT FRONT PORCH ARE
V-4" N Y d 1�1, TO EXTERIOR FACE OF FOUNDATION
20'-10" 12'-4" 7" �' 14'4" (SEE ARCHITECTURAL PLANS FOR DETAILS OF
FORMED"SILL"AT EDGE OF PORCH SLAB) g
1 Y"SILL
24"x 24"x 12"PAD FOOTING
`D WITH(2)#5 EACH WAY(TYP.) I I N
SEE DETAIL"E"ON SD-1 I I z w
10•_1" 10•4" s w
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I I CJ N _•�+'�y�, q n 19'_0" - �:=� I ��=ri,�t�:Ja�t m � �,,,Ez�� ,��' II
N D — — —— — 4"CONCRETE SLAB WITH a:: _ W
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— — 6x6 W1.4x1.4 WWF OR
N sD-, I
''"` � FIBERMESH OVER 6 MIL
rzoI s,:_
— �- — __::.� VAPOR BARRIER COVERING L,
= _= CLEAN,COMPACT,TREATED FILL. = _ w
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13'4" 1 64" 1 1 13'4" W LL
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o k I H CJ=SUGGESTED CONTROL JOINTS
EMBEDDED STRAP AT B __._ I I SD 2 I I m
LOCATIONS(SEE DETAIL"T"ON SD-2)
GARAGE DOOR OPENING
SEE DETAIL"F"ON SD-1 - - = - -- -- ¢ -
.. •:• �•---- — _ ' --�--•• DENOTES TWO STORY
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.. : : g� _4 . . - .• :._:._=:=: FOOTING CONDITION
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CONTRACTOR SHALL VERIFY ALL DIMENSIONS
THIS DRAWING
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USING FINAL APPROVED FLOOR PLAN PRIOR RELEASE DATE:
CO J J L TO CONSTRUCTION. REVISIONS:09-26-13
t3
N =
1Y2"SILL 24"x 24"x 12"PAD FOOTING
5.0" 5'0" 5'0" WITH(2)#5 EACH WAY(TYP.)
10" 10" 10 10" SEE DETAIL"E"ON SD 1 -
20'4" 13'-6" 18'-4" DRAWN BY:
CMF
53'4" g CHECKED BY:
e
FS
SHEET:
FOUNDATION PLAN S.3
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r NOTES:
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1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 2X6 SPF No.2
NOTE: STUDS @ 16"O.C.FOR PLATE HEIGHT UP TO 10'-1 Ys"-U.O.N.
EACH REAR POST SHALL BE __
TREATED 4x4 POST ON (2)1%"x 11 Ya"LVL 2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH 2X4
ABU44-Z POST BASE. Ilg PORCH BEAM of
m VIII SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 10'-1 Y"-U.O.N.
STRAP POST TO EACH BEAM „,
ABOVE WITH H6-Z CLIP. :€ w
SEE DETAIL"F"ON SHEET SD-7 �� o 3) THE FIRST FLOOR EXTERIOR WALL FINISH IS"FLEXIBLE"(SIDING) U.O.N.
NII NOTIFY ENGINEER OF ANY VARIATIONS. ~
NOTE: IIIc a € w
THIS OPEN PORCH CEILING REQUIRES A X a w
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MINIMUM%"SHEATHING.FASTEN WITH E IN (2)2x10 HEADER SD-7 m N
6d COM OR BOX NAILS AT 6"O.C.ON EDGES SD-7 Iv 21 2K SW-3 2 N w
AND 12"O.C.IN THE FIELD. — SW=3 — — — — W
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SHEATH KNEE WALL ,
A
ABOVE SHEARWALL
..............................................`
— — —SW-3—
M SHEARWALL LEGEND:'`r�>:,F; o
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Faa>ttrtrt r _ z
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3)2x4 BUILT-UP (2)2x6 BUILT-UP----_ BEARING WALL s Z LL o ti
LL POST(MIN.) POST(MIN.)ALIGNED m Z 0 W
BCLu
W-3_ �W- _,• wl POST ABOVE € W z
—SW-6— -
SOLID CORNER SHEARWALLS FASTENED WITH
ALIGNED wl 8d COM(0.131"x 2 Y2")NAILS @ a Lou W
(2)2X10 HEADER POST ABOVE 6"O.C.ON EDGES AND 12-O.C.
a a
NI .. ON INTERMEDIATE SUPPORTS. a W W
2J 1K (2)2x6 BUILT-UP o
POST(MIN.)ALIGNED a =Z
::uvl'Pf7ST ABOVE"`" SW-3 m >a
2 1 3/a"x 11%"LVL D = SHEARWALLS FASTENED WITH g
2J 2K � 2 2x10 HEADER --(2-)2-x 10 HEADER 8d COM(0.131"x 2 Y")NAILS @ W
�I 2J 1K 3"O.C,ON EDGES AND 12"O.C. o
2J 1K ON INTERMEDIATE SUPPORTS.
(2)2x6 BUILT-UP III III - o
POST(MIN.)ALIGNED SBS = SHEATH BOTH SIDES OF WALL a w m
wl POST ABOVE AT INDICATED SHEARWALL m
2F- Y Lo m
CONT. 2 SPANS _ NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U.O.N.
(2)zxs HEADER _ _ WOOD FRAMED HEADER LEGEND:
[fBETWEEN
I 1J 2K I E SW-3 SCALE:
SOLID BLOCKING I _ _ I SW 3l III E SIZE E Y,"_N o KALE l
SD-7 8 DO NOT SCALE
FLOORS ATII SD-7OF HEADER THIS DRAWING
OST LOCATIONS (2)JACKS (2)2x12 PORCH III RELEASE DATE:
MIN. III EAM(TYPICA NOTE: 2 2x_HEADER 09-26-13
M— EACH FRONT POST SHALL BE K = REVISIONs:
LLL
RAGE DOOR NOTES TREATED 4x4 POST ON
�MSTA30 STRAP AT EACH END ABU44-Z POST BASE. QUANTITY QUANTITY
GE DOOR HEADER.NAIL STRAP STRAP POST TO EACH BEAM OF JACKS OF KING STUDS
DER AND JACKS BELOW. ABOVE WITH H6-Z CLIP.
SEE DETAIL"F"ON SHEET SD-7
NOTE: DRAWN BY:
D STRAP AT EACH END OF GARAGE NOTE: cMFTHIS OPEN PORCH CEILING REQUIRES A ALL WOOD FRAMED LOAD BEARING HEADERS CHECKED BY:
ENING SEE DETAIL"F"ON SD-1 3 SHALL BE MINIMUM(2)2X6 No.2 OR BETTER F s
MINIMUM%"SHEATHING.FASTEN WITHGE DOOR SHALL BE RATED FORA 6d COM OR BOX NAILS AT 6"O.C.ON EDGES SYP.INSTALL MINIMUM(1)JACK AND o sHEET:
DESIGN PRESSURE OF 23.0 psf± AND 12"O.C.IN THE FIELD. (1)KING STUD AT EACH HE
(U.O.N.) = C��
WALL LAYOUT-FIRST FLOOR ® J
lil
h
-NOTES:
�I
1) ALL SECOND FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH ZX6 SPF No.2
STUDS @ 16-O.C.FOR PLATE HEIGHT UP TO V-1 Ya"-U.O.N.
2) ALL SECOND FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH 2X4 O i
` SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 9'-1 Ys"-U.O.N. �
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3) THE SECOND FLOOR EXTERIOR WALL FINISH IS"FLEXIBLE"(SIDING)-U.O.N. O
NOTIFY ENGINEER OF ANY VARIATIONS. 9 z
CONT. 3 SPANS Lu
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(2)2x6 HEADER
1J 2K F- y I
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2)JACKS Q O cwi� !
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SHEARWALL LEGENL`tk. '` •:;� T
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(2)2x6 BUILT-UP = NON-BEARING WALL is«;eers�r ® y
3)2x68UILT-UP :: POST(MIN:):::::.
— — — _ SW-3 — POST:(MIN.) O = BEARING WALL
06 z O Nw
::(3)2x12 DROPPED IIII 2)JACKS — — — w a
�. MIN. D� = SHEARWALLS FASTENED WITH
HEADER CONT. 2 SPANS
8d COM(0.131"x 2 Y")NAILS @
IIII (2)2X6 HEADER 6"O.C.ON EDGES AND 12"O.C. I ly,CLU a
1J 2K ON INTERMEDIATE SUPPORTS. s W o W
(2)2X6 BUILT-UP::. o =Z
1�1
POST(MIN.) —SW-3— $ }
O = SHEARWALLS FASTENED WITH LL LL
8d COM(0.131"x 2 Y")NAILS @ w W
3"O.C.ON EDGES AND 12"O.C.
ON INTERMEDIATE SUPPORTS. N
SBS = SHEATH BOTH SIDES OF WALL � Z
N J
AT INDICATED SHEARWALL ,
(2)JACKS Z
0'L MIN Em EmMi NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U.O.N. a N v a !
(2)2x6 BUILT-UP WOOD FRAMED HEADER LEGEND: i
SCALE:
POST MIN. 2)2x6 BUILT-UP
(MIN.) (2)2x6 HEADER SIZE
POST(MIN.) I DO NOT SCALE
1J 2K OF HEADER THIS DRAWING
CoN .(2)S ANSI^ S RELEASE DATE:
L J 2 2x_HEADER 09-26-13
K REVISIONS:
QUANTITY QUANTITY
OF JACKS OF KING STUDS W
Q i
i
NOTE: A DRAWN BY:
ALL WOOD FRAMED LOAD BEARING HEADERS CMF
SHALL BE MINIMUM(2)2X6 No.2 OR BETTER CHECKED BY:
FS
SYP.INSTALL MINIMUM(1)JACK AND SHEET:
WALL LAYOUT-SECOND FLOOR (1)KING STUD AT EACH HEADER(U.O.N.) o �1_5
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EACH REAR POST SHALL BE — — — — — — — —
TREATED 44 POST ON =
ABU44-Z POST BASE. III III O
STRAP POST TO EACH BEAM III III ' OJ
ABOVE WITH H61 CLIP.
- SEE DETAIL"F"ON SHEET SD-7 III III c
0
III III LL w
E III HTT5 III E w
SD-7 III HOLDOWN III SD-7 Oo w
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p A 111 2a
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HTT5 = J a
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HOLDOWN i'`�saasss _ ltFs er a
RODS @ 4'O.C.MAX
............................................. TT5
HTT5 HOLDOWN HOEDOWN
HTT5TT5 z
HOLDOWN HOLDOWN
_ DATTS2-LHOLDOWN
B
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TT2-Z HOLDOWN W '�L W
Lu =
AT SILL
TT5 it
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HOLDOWN W o
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75
HOEDOWN M
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- LL
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HTT5
HOLDOWN III II HOLDOWN THREADED ROD LEGEND: s
III • _ %"THREADED ROD FROM Z LL v o
FOUNDATION TO DOUBLE PLATE.
(4"MINIMUM EMBEDMENT REQUIRED) o Z
TT5 m Y _
HTT5 . HOLDOWN O = THREADED ROD FROM
HOEDOWN FOUNDATION TO UPPER
E FLOOR DOUBLE PLATE. SCALE:
8D_7 HTT5 III E (4"MINIMUM EMBEDMENT REQUIRED) Ye^=+ o^(u.o.N.)
DO NOT SCALE
HOLDOWN III SD-7 THIS DRAWING
o = HOLDOWN(AS NOTED) RELEASE DATE:
NOTE: III III INSTALLED AT SILL PLATE T 09-26-13
EACH FRONT POST SHALL BE —_ _— —_ —_ __ _— __ _ _ = REVISIONS:
TREATED 44 POST ON p = HOLDOWN(AS NOTED)INSTALLED
ABU44-Z POST BASE. AT SILL PLATE.COUPLE MINIMUM Y2"0
STRAP POST TO EACH BEAMGARAGE DOOR NOTES ROD TO HOLDOWN ANCHOR AND
ABOVE WITH H6-Z CLIP. CONTINUE TO DOUBLE PLATE ABOVE. 61
SEE DETAIL"F"ON SHEET SD-7 1. INSTALL(jj MSTA30 STRAP AT EACH END
OF GARAGE DOOR HEADER.NAIL STRAP p = HOLDOWN(AS NOTED)INSTALLED = DRAWN BY:
INTO HEADER AND JACKS BELOW. CMF
AT SILL PLATE.COUPLE MINIMUM Yz"0 CHECKED BY:
ROD TO HOLDOWN ANCHOR AND w FS
1 i
2. EMBEDDED STRAP AT EACH END OF GARAGE CONTINUE TO UPPER FLOOR SHEET:
THREADED ROD LAYOUT-FIRST FLOOR DOOR OPENING SEE DETAIL"F"ON SD-1 DOUBLE PLATE ABOVE. o —6
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W M
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= p I
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LLI
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N L
p
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O0W
SSP TOP&BOTTOM AND N Q =
Y"x 4Yz"SDS SCREWS
THROUGH SHOE PLATE INTO = J a
FLOOR TRUSS BELOW @ 32"O.C. $ w~ Z W W"
W o
8
Z � it4T�➢S'f71S S \9ss f'' Z
r— S16 BETWEEN
" FLOORS ALIGNED i a
DETAIL"G" •w/HOLDOWN BELOW a
ON SD-7 w�
....... .... u? �
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S16 BETWEEN .'
• 4
a Z
FLOORS TO "
0
HEADER BELOW
---A06�: W a
CS16 BETWEEN ........... IIII SSP TOP&BOTTOM @ 32"O.C.
ANDY4"x4Y2"SDS SCREWS a
FLOORS ALIGNED THROUGH SHOE PLATE INTOY W m
w/HOLDOWN BELOW
................ ......... EACH INTERSECTING FLOOR o
... ...
.. ::
'2 o
TRUSS BELOW =Z
� >aw I
...... . ... .
N
THREADED ROD LEGEND: o
• = e"THREADED ROD FROM Z LL 'b 'T
FOUNDATION TO DOUBLE PLATE.
(4"MINIMUM EMBEDMENT REQUIRED) o Z m
CS16 BETWEEN A Y t LL
FLOORS O = %"THREADED ROD FROM `E a a
01� FOUNDATION TO UPPER s
FLOOR DOUBLE PLATE. SCALE:
(4"MINIMUM EMBEDMENT REQUIRED) E Y'=V-D'(U.O.N.)
DO NOT SCALE
THIS DRAWING
❑ = HOLDOWN(AS NOTED) RELEASE DATE:
11 ElINSTALLED AT SILL PLATE a is
t
REVISIONS:
SSP TOP&BOTTOM AND O = HOLDOWN(AS NOTED)INSTALLED
Y,"x 4Y"SDS SCREWS AT SILL PLATE.COUPLE MINIMUM Y2"0
THROUGH SHOE PLATE INTO ROD TO HOEDOWN ANCHOR AND
FLOOR TRUSS BELOW @ 32"O.C. CONTINUE TO DOUBLE PLATE ABOVE.
p = HOLDOWN(AS NOTED)INSTALLED DRAWN B :
CIVIF
AT SILL PLATE.COUPLE MINIMUM Y2'0 CHECKED BY:
ROD TO HOLDOWN ANCHOR AND FS
CONTINUE TO UPPER FLOOR SHEET:
THREADED ROD LAYOUT-SECOND FLOOR DOUBLE PLATE ABOVE. o S-7
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2x8 LEDGER w/ p w
(4)0.131"x 3 y" >
NAILS @ 16"O.C. Lu
(EACH VERTICAL
N
TRUSS WEB) p Lu
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ui II
W
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(4)-"F03 O W
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RELEASE DATE:
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Lm REVISIONS:
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@ 24"O.C.AND 2x8 RIDGES
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BRACE OVERFRAMING TO TRUSSES OR SCALE:
RAFTERS AS REQUIRED TO MAINTAIN EE y"='II(U.O.N.)
302 MAXIMUM 8'0'SPANS. S
, � DO NOT SCALE
HTS24 AT HTS24 AT 2 THIS DRAWING
TRUSS TRUSS 2x6ovERFRAMINc x RELEASE 13
6-
TOENAILS(fYP '•REVISIONS:'13
ONS: i
SIMPSON H3 CLIP SII
' � I
2x8 No.2 SYP NAILED
TO TRUSS CHORD w/
(5) 31'x3r4 NAILS _
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DRAWN BY:
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S g SHEET:
UPPER ROOF LAYOUT o 9 S-
® v
I
BRICK VENEER WITH 1"AIR SPACE M
AND WALL TIES BRICK VENEER WITH 1"AIR a M
SPACE AND WALL TIES
CONT.FLASHING;PROVIDE WEEP HOLES FILL JOINT WITH ELASTOMERIC U
@ 33-O.C. CONT.FLASHING;PROVIDE SILL PLATE JOINT FILLER CN
SILL PLATE
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AND IN EACH CORNER. w
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ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
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SILL PLATE I I
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_NOTE'. IF STEMWALL HEIGHT EXCEEDS 48"CONTACT =Z
SD-1SD-1 NOTE. IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. Y w
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BRICK VENEER WITH 1"AIR SPACEof
**ALTERNATE:MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS(SEE DETAIL R ON SHEET SD-2)** x W LL
AND WALL TIES
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@ 33"O.C• BRICK VENEER WITH 1"AIRSPACE AND LL GARAGE DOOR POST.
GROUT AIRSPACE BELOW FLASHING WALL TIES J PA51 STRAP NAILED TO GARAGE t w
a DOOR POST.BEND STRAP INTO EMBED STRAP INTO FOOTING L- Z LL o
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FILL JOINT WITH ELASTOMERIC N v z a — N Y o LL H
6"MIN. GROUT AIR SPACE BELOW FLASHING
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✓� PLATECONCRETE SLAB '- #4 WITH 6"HOOK INTO FOOTING Z o SCALE:
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GRAD \� CONCRETE SLAB GRAD _ _ _ — AND BENT 12"MINIMUM INTO Y,"=r•o"(u.o.N.)
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' x 09-26-i 3
\ \\\ —• ° a u REVISIONS:
HOOK REBAR 12"INTO UPPER COURSE \i /`GRADE
OF BLOCKS AND 6"INTO FOOTING.
\ �° y \\ \/\/\/\ ° �—
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1'-8" TWO STORY-(3)#5 CONT. 6°►�1N: /,\i/\!/\!/�/r•
DRAWN BY:
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SECTION-STEMWALL AT GARAGE WITH BRICK DETAIL-PA51 INSTALLATION STEMWALL w CHECKED BY:
SECTION-MONOLITHIC AT GARAGE WITH BRICK F (STEMWALL) DETAIL-STHD14 INSTALLATION MONOLITHIC F
SD-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT SD-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT SHEET:
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. ® SD-1
I
I
i
SHOWER AREA SHOWER AREA
I I MONOLITHIC FOOTING (2)MSTAM36-Z STRAPS of �I
z A
8"CMU STEMWALL NAIL EACH STRAP TO CRIPPLE STUD
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� SCREWS INTO CONCRETE. € N
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SILL I 1)#4 CONT. //i//// m Lu
PLATE CONCRETE SLAB N PLATE , \,\\/\\48"O.C.AND IN EACH CORNER = STRAP SHALL BE COVERED WITH W w
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\ \ \ \\ FOOTING. \:\\ Q 2 0
EITHER THE PA51 STRAP(STEMWALL) E Z W
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AND z i/ /\\j// /�\\// THE STHD14 STRAP(MONOLITHIC). o O -J a
IN EACH CORNER.
$ w LL z W w to
FILL CELL SOLID IN EACH#4 REBAR. \ L SECTION-PORCH STEMWALL R DETAIL- EMBEDDED STRAP ALTERN
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�Ai A
1'-0" ONE STORY- 2 #5 CONT. ENGINEER FOR ADDITIONAL REQUIREMENTS. a
1'-8" ONE STORY-(2)#5 CONT.
V-8" TWO STORY-(3)#5 CONT.
TWO STORY-(2)#5 CONT.
NOTE:
Ji 14, \0?
SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS) ^ ¢_l I co
SECTION-STEMWALL AT EXTERIOR WALL SHOWER SECTION-MONOLITHIC AT EXTERIOR WALL SHOWER AS SOON AS THE CONCRETE HAS HARDENED ENOUGH 4 R:
O NOT TO BE DAMAGED DURING THE CUTTING PROCESS. Ni--� '
SD-2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT (TYPICALLY 1-4 HOURS IN WARM WEATHER t,.'`F 1. 4 z
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ENGINEER FOR ADDITIONAL REQUIREMENTS. ,' I Z
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REBAR.HOOK REBAR 16"INTO I-II U N
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TWO STORY-(3)#5 CONT. LL
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ENGINEER FOR ADDITIONAL REQUIREMENTS. M
m z LL Y
t y U a LL
BEARING POST(AS NOTED)
CURB HEIGHT VARIES TREATED POST
SILL--\ CONCRETE SLABCONCRETE SLAB
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PLATE I/l PAVERS BY OTHERS ABU_POST BASE WITH Y<"=V-0"(U.O.N.)
e"GALV.ROD EPDXIED INTO DO NOT SCALE
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\\/\ u? m RELEASE DATE:
/\\\/\ ° a • `\\\\//\/ - ¢ Z \/\�//\a \ a e \�//\ - • - w 09-26-13
REVISIONS:
2"SOLID GROUTED CMU PIER
ON 24"x 24"x 12"PAD FOOTING -
ONE STORY- 2 #5 CONT.
AS NOTED REINFORCEMENT AS NOTED) 9" (1)#4 CONT. WITH(2)#5 EACH WAY AND
O
TWO STORY- 3 #5 CONT. =
1'4" 2�-�p (2)#5 VERTICAL DOWELS(TYP.)
DRAWN BY:
Q SECTION-NON-BEARING STEPDOWN DETAIL-PAD FOOTING AT PAVERS CMF
SECTION-BEARING STEPDOWN P SECTION-INTERIOR BEARING PAD FOOTING � cHEcxeo BY: I
SD-2 SD 2 SD-2 SD-2 w FSS
SHEET
SD-
,
I
w
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ROOF COVERING(BY OTHERS)
ROOF TRUSSES
CORNICE DETAIL I $
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NUT WITH 3"x 3"x Y"WASHER
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"0 THREADED ROD / a
Xs"OR'%i'RATED SHEATHING,EXPOSURE I-SHINGLE ROOF Lu
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SIMPSON%"0 x 6"TITEN HD OR SIMPSON%"0 x 6 3/4"TITEN HD ROD COUPLER 2x_No.2 SPF OR No.2 SYP _ '%2"RATED SHEATHING,EXPOSURE I-METAL ROOF Q W
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OR THREADED ROD SET IN ADHESIVE WITH ENDNAILS AT TRUSS(U.O.N.) NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. G
WITH MINIMUM 4"EMBEDMENT a"
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FASTEN WITH 0.131"x 2 Y"NAILS @ 6"O.C.ON ,-
EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
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NUT WITH 1"CUT WASHER _ r
2x_SPF#2 SOLE PLATE(U.O.N.)NAIL TO RIM
ROOF COVERING(BY OTHERS) UA
BOARD WITH 0.131"x 3 Y"NAILS @ 6"O.C. ap�I a '.'w e z ` a
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2x_No.2 SPF OR No.2 SYP Viz"RATED SHEATHING,EXPOSURE I-METAL ROOF RIM BOARD
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GYPSUM BOARD (2)2x_SYP#2 DOUBLE PLATE(U.O.N.) � > I
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(2)2x_SYP#2 DOUBLE PLATE(U.O.N.)
THREADED COUPLING AS REQUIRED
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GYPSUM BOARD19
? LL m s
GYPSUM BOARD N w
2x_SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) o N
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EDGES AND 12"O.C.ON INTER SUPPORTS. NOTE: EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. SCALE:
NOTE: (U.O.N.)(BLOCK ALL EDGES) SILL PLATES ON EXTERIOR WALLS (U.O.N.)(BLOCK ALL EDGES) %^=t'-0"(U.O.N.)
SILL PLATES ON EXTERIOR WALLS SHALL BE ANCHORED BY THREADED DO NOT SCALE
SHALL BE ANCHORED BY THREADED THREADED ROD ASSEMBLY AT RODS SUPPLEMENTED BY ADDITIONAL THREADED ROD ASSEMBLY AT 2 THIS DRAWING
RODS SUPPLEMENTED BY ADDITIONAL NOTED SPACING(SEE DETAIL"C" x RELEASE DATE:
ANCHOR BOLTS AS REQUIRED TO ANCHOR BOLTS AS REQUIRED TO NOTED SPACING(SEE DETAIL"C" 09-26.13
THIS SHEET) MAINTAIN MAXIMUM 48"O.C.SPACING THIS SHEET)
^ MAINTAIN MAXIMUM 48-O.C.SPACING = REVISIONS:
2x_TREATED SYP#2 SILL PLATE WITH ANCHORS 2x_TREATED SYP#2 SILL PLATE WITH ANCHORS m
(SEE DETAIL"C"THIS SHEET) "FOR STUCCO (SEE DETAIL"C"THIS SHEET)
INSET WALL Y2"FOR STUCCO—\ INSET WALLYAPPLICATIONS W
' APPLICATIONS �
SEE FOUNDATION DETAILS DRAWN BY:
SEE FOUNDATION DETAILS CMF
B SECTION-TYPICAL EXTERIOR TWO STORY WALL W CHECKED BSS
A SECTION-TYPICAL EXTERIOR ONE STORY WALL SD-3 1 SHEET:
SD_3 ® SD-3
III
SILL PLATE(BELOW) J m
2x_CORNER FRAMING FULL UI $I
HEIGHT STUDS(TYPICAL)
2x_SPF#2 SOLE PLATE(U.O.N.)NAIL TO BAND (2)ROWS OF 0.131"x 3 Y" a
BOARD WITH 0.131"x 3Ya"NAILS @ 6"O.C' NAILS @ 12"O.C.
_ STAGGERED(TYPICAL) w
BAND BOARD
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2x6 OR 2x8 FRAMED WALL o
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1
OPEN WEB TRUSS
2x4 CORNER FRAMING FULL HEIGHT STUDS w
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MINIMUM OF(3)2x4 BLOCKS 12"LONG NAILED € Q H
SHEATHING CONTINUOUS FROM BAND BOARDWITH(4)0.131"x 3Ya"NAILS TO EACH ADJACENT $ W uj W
TO UPPER PLY OF DOUBLE PLATE. FASTEN WITH STUD p W
EDGE NAILING REQUIREMENTS OF UPPER WALL ALTERNATE:INSTALL SOLID STUD IN THIS 0 0 y
TOENAIL TRUSS TO PLATE WITH SPACE �
Z = G
(2)0.131"x 3 Y"NAILS — eLu
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NAILS @ 12"O.C. _ W
2x4 FRAMED WALL
C SECTION-TYPICAL OPEN WEB FLOOR TRUSS rF J SECTION-TYPICAL FRAMING AT 90°CORNERS J7 �
NAIL SCAB TO TOP CHORD WITH g
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ADD 2x4 VERTICAL SCAB IN EACH
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UPLIFT CONNECTOR(AS NOTED) (3)0.131"x 3)/4" NAILS TYPICAL AT (SEE CONNECTION SCHEDULE) `
Z
EACH TRUSS
/,-2,(4S LENGTH OF SPF BLOCKING-NAIL WITH(2) 2x4 X-BRACE ACRO,
i
$ O nz
0.131"x 3Ya"NAILS AT EACH END SHEARWALL
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NAIL SCAB TO PLATE WITH(3) Z o
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0.131"x3 4"TOENAILS w,w Z
GYPSUM BOARD
TRUSS(AS NOTED) g F
TRUSS BOTTOM CHORD 2x4 BLOCKING BETWEEN TRUSSES (2)2x_SYP#2 DOUBLE PLATE(U.O.N.) 9Lu
i
NAIL PORCH SHEATHING AS NOTED TOENAILED TO DOUBLE PLATE WITH m
0.131"x 3 Y"NAILS @ 4-O.C. • o M
'^LL
EXTERIOR FRAMED WALL DOUBLE PLATE 2x_SPF#2 STUDS @ 16-O.C.-U.O.N. V1 =Z
Jl-
MINIMUM/s"RATED SHEATHING,
(SEE WALL LAYOUT) g w LL
EXPOSURE I FASTEN AS NOTED
ON WALL LAYOUT(BLOCK ALL EDGES) s w
D SECTION-EXTERIOR WALL PERPENDICULAR TO TRUSS G SECTION-INTERIOR SHEARWALL PERPENDICULAR TO TRUSS
s0 a sD a SECTION ONLY APPLIES WHEN REFERENCED GYPSUM BOARD N
THREADED ROD ASSEMBLY(IF NOTED) # J m
INTERIOR SHEARWALL(IF NOTED)SHALL o ' m
/
¢
E RATED SHEATHING FASTENED
W o H
NAIL EACH END OF BLOCKING TO US /s" a LL
TRUSS(AS NOTED) BOTTOM CHORDS WITH(3)0.131"x 3 X" AS NOTED. a
INSTALL 2x4 BLOCKING BETWEEN SCALE:
TRUSS BOTTOM CHORDS 12-O.C. 2x_TREATED SYP#2 SILL PLATE WITH
2x4 SPF NAILER-NAIL TO TOP PLATE WITH e° E %^=r o^(u.o.N.�
ANCHOR(SEE DETAIL"C"ON SHEET SD-3) 8 DO NOT SCALE
0.131"x 3Y4'NAILS @ 6-O.C. THIS DRAWING
BOTTOM CHORD OF TRUSS t
2x_SPF#2 SOLE PLATE RELEASE DATE:
NAIL EACH BLOCK TO DOUBLE PLATE WITH(3) 09,26-13
0.131"x 3Ya"NAILS WITH 0.131"x 3 X"NAILS m REVISIONS:
@ 8"O.C.-U.O.N.
NAIL PORCH SHEATHING AS NOTED
DOUBLE PLATE �a u
FLOOR BEAM(AS NOTED) di
EXTERIOR FRAMED WALL MINIMUM Xs"RATED SHEATHING,
EXPOSURE I FASTEN AS NOTED
ON WALL LAYOUT(BLOCK ALL EDGES) SLAB ON GRADE CONDITION RAISED FLOOR CONDITION 2 DRAWN BY:
€ CMF
E SECTION-EXTERIOR WALL PARALLEL TO TRUSS H SECTION-INTERIOR SHEARWALL PARALLEL TO TRUSS K SECTION-TYPICAL INTERIOR BEARING AND/OR SHEARWALL CHECKED FBs
sDa sD a THIS SECTION ONLY APPLIES WHEN REFERENCED a SHEET:
SD-4
I I
TYPICAL HEADER TO KING STUD CONNECTION(SEE TABLE) (2)2x_SYP#2 DOUBLE PLATE(U.O.N.)NAIL w
(TYPICAL DOUBLE PLATE SPLICE) PLATES WITH 0.131"x 3"NAILS @ 8"O.C. z a
48"MINIMUM SPLICE LENGTH NAIL EACH PLY OF KING AND JACK STUDS TOGETHER > r
JOINT IN LOWER PLATE— JOINT IN UPPER PLATE I if
STAGGERED
MINIMUM NAILING OF WITH 0.131"x 3 Y"NAILS @ 6"O.C.STAGGERED STUD TO PLATE NAILING
(16)0.131"x 3"NAILS IN THIS ZONE. THREADED ROD ASSEMBLY CENTERED TYPICAL STUD TO
(TYPICAL) I I TYPICAL FRAMING AT CHANGE IN
ON SPLICE IN PLATE OR THREADED ROD // DOUBLE PLATE I
8"MAX. 6.NIAX. ASSEMBLY WITHIN 12"ON EACH SIDE OF JACK STUD AND KING CONNECTION PLATE HEIGHT STUD SIZE END NAIL TOENAIL
JOINT. 6"MAX. STUD REQUIREMENTS w
(SEE WALL LAYOUTI I MSTA36 STRAP CENTERED ON CHANGE IN 2x4 (2) (3)
PLATE HEIGHT e
E
2x8 (4) (5) 9IF LL
THREADED ROD ASSEMBLY WITHIN 2x10 (5) (6) � O
6"OF SPLICE IN LOWER PLATE 2x4 BLOCKING BETWEEN STUDS TOENAIL
ALTERNATE:IF ROD IS GREATER NAIL EACH PLATE TO JACK STUD I I OR ENDNAIL EACH END TO ADJACENT * J
THAN 6"FROM SPLICE-ADD ALL NAILS NOTED ARE 0.131"x 3 Ya"
Lu
SSP AT SPLICE. WITH(3)0.131"x 3 Y"NAILS-TOENAIL STUD WITH(3)0.131"x 3 Y"NAILS K
Q �
OR ENDNAIL(TYPICAL $ W Lu
W L
O a
Lu
n 2x_SPF#2 STUDS @ 16-O.C.(U.O.N.) Z = G
(SEE WALL LAYOUT)
HEADER NAILING REQUIREMENTS 5
DOUBLE SILL REQUIRED WHERE OPENING 2x6 (3)NAILS PER PLY 9 Ili LL
i:-: W w tD
I WIDTH EXCEEDS 61" U.O.N.)
THREADED ROD ASSEMBLY AT
2x8 (4)NAILS PER PLY .�`• 4if$ �9iPp^, a
NOTED SPACING
2x10 (5)NAILS PER PLY
1
n JOINT IN SILL PLATE y..� - �'M'`��
II
2x12 (6)NAILS PER PLY 2x_TREATED SYP SILL PLATE /f " '
`oP' \��r
jil 9Y"LVL (5)NAILS PER PLS L
11 1 II II 11 11 II II 11 II II 1 II II II S d
II 11 11 11 11 II 11 11 I 11 II II 7 x
u 1 n u n n 1 II n u 11 u n u II 11/a LVL (6)NAILS PER PLS - N 4 K} \
u u u u u u u� u u u u u u u � F+Hi�t
4"MIN.; ANCHOR AS REQUIRED TYPICAL STUD TO SILL PLATE 14"LVL (7)NAILS PER PLIC zo
THREADED ROD ASSEMBLY (SEE DETAIL"C"ON SHEET SD-3) CONNECTION oo
(BEYOND) 12"MAX. 16"LVL (8)NAILS PER PLY
BUILT-UP CORNER POST ANCHOR COUPLED TO THREADED ROD BUILT-UP POST(WHEN NOTED ON WALL LAYOUT) '✓ff�3 fF�y o,,._o
(SEE DETAIL"C"ON SHEET SD-3) NAIL EACH PLY WITH 0.131"x 3 Y"
L
NAILS @ 6-O.C.STAGGERED DETAIL-TYPICAL WALL FRAMING CONDITIONS w 1Z u-
F—i N
U
ui
LL
12"MAX.
a W
u. U.- T
�o �6
INSTALL MSTA24 STRAP " Y w
LOOPED OVER DOUBLE >a
INSTALL DSP CLIP @ 32"O.C. LL
� I PLATE.NAIL TO CRIPPLE ON
MAXIMUM SPACING (U.O.N.)
EACH SIDE WITH(6) s w
.131"x 1 Y2"NAILS. o
/ DOUBLE PLATE STRAP CRIPPLE w
JACKS AND KING STUDS TO HEADER WITH Z LL a o
(AS NOTED)
HEADER(AS NOTED) LSTA18 STRAP
J
75
F
o 0
a N LL
2x_BLOCKING(TYPICAL) ¢ a
- ----
(3)0.131"x3Y"TOENAILS AT EACH END ---------------------- __________________----_
jTYPICAL� THREADED --n---n---Ti---rl---7--- -n---n---Ti---ri----rr-- THREADED SCALE:
N ROD ASSEMBLY E
AIL EAC SILL PLY TO KING STUD ROD ASSEMBLY o %"=V-0"(U.O.N.)
NOT SCLE
WITH(3)0.131"x 3 Y"NAILS-TOENAIL DTHIS DRAWING
OR ENDNAIL(TYPICAL) NOTE: I NOTE:
m RELEASE DATE:
THREADED ROD ASSEMBLY THREADED ROD ASSEMBLY 09-26-13
BEVEL BLOCKING AS REQUIRED FOR MINIMUM 1 NOT REQUIRED AT GARAGE NOT REQUIRED AT GARAGE m REVISIONS:
Y"NAIL PENETRATION INTO MAIN FRAMINGDOOR OPENINGS(U.O.N.) DOOR OPENINGS(U.O.N.) -
MEMBERS.(TYPICAL)
(2)2x_SILL ii II ii ii w
u u u u
SHEATHING MAY CANTILEVER UP TO 2" ��ANCHOR AS REQUIRED ANCHOR AS REQUIRED -
MAXIMUM PAST SUPPORTS.ALL WINDOW FLUSH HEADER CONDITION DROPPED HEADER CONDITION DRAWN BY:
ATTACHMENTS MUST BE ANCHORED INTO 2x_ P CMF
MEMBERS. CHECKED BY:
M DETAIL-TYPICAL ARCH TOP OPENING N DETAIL-DOUBLE PLATE STRAPPING OVER WIDE OPENINGS FSS
SHEET:
SD-5 SD-5 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED ® C D
V
� I�
_ r
END VERTICAL BRACING REQUIREMENTS LAST TRUSS IN ROW REQUIRING BRACING
NAIL DIAGONAL BRACE TO BLOCKING WITH(3)NAILS UI o o)
BRITTLE FINISH FLEXIBLE FINISH /�;2x4 BLOCKING-TOENAIL OR ENDNAIL
BRACING 16"O.C. 24"0,C, 16"O.C. 24"O.C.
EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING
(3)NAILS
NONE REQUIRED 0"TO 53" 0"TO 47" 0"TO 67" 0"TO 59" x NAIL DIAGONAL BRACE TO INTERMEDIATE J
ROOF SHEATHING WEBS WITH(2)NAILS
2x4 L-BRACE 54"T0114" 48"TO 99" 68"TO 145" 60"TO 126" Q
2x4 SPF No.2 DIAGONAL BRACE s F"
2x6 L-BRACE ROOF TRUSS(BY OTHERS)WITH PICAL AT EACH END OF =
115"TO 182" ' p
NOTE: 100"T0158^ 146"TO 232" 127"TO 201" ; BRACE(IF REQUIRED) j CONTINUOUS LATERAL BRACING) 9 J
BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER 7,1,1 TO REPLACE(1)ROW OF LATERAL BRACING NAIL DIAGONAL BRACE TO TRUSS co
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL,
1-: INSTALL 2x4 No.2 SYP T-BRACE NAILED TO WEB WITH(3)NAILS O
EACH PLY OF TRUSS WEB AT 6"O.C.WITH A w
BRICK VENEER,ETC. > I I o�j
RATED ROOF SHEATHINGI I CONTINUOUS LATERAL BRACE(QUANTITY
< >°
I I 0.131"x 3"NAILS TO REPLACE(2)ROWS OF m OLu
0 L-BRACE NAILED TO 2x_ I I AND LOCATION DEFINED BY TRUSS SHOP w
LATERALBRACING INSTALL 2x6 No.2 SYP Z V)
� VERTICAL WEB WITH I'1 T-BRACE NAILED TO EACH PLY OF TRUSS <' <, > DRAWING.) V WUJI Ix
0.131"x 3"NAILS @ 6"O.C. -- ---- ----------- WEB WITH 0.131"x 3"NAILS @ 6"O.C. CL
NAIL CONTINUOUS LATERAL BRACE TO W
VERTICAL WEB IN GABLE - ---- -----
_ EACH TRUSS WEB WITH(2)NAILS 1< m O w
END TRUSS ROOF TRUSSES(BY OTHERS) E y W
2x_LOOKOUTS AT 48"O.C. NOTES: a
Lu
NOTE: (3)TRUSSES M IMUM I 1) CONTINUOUS LATERAL BRACES SHALL BE 1 Q ' "w�` r ,W o"
> FOR CONTINU S LATERAL B CE No.3 SYP OR 2x4 No.2 SPF OR BETTER '+
16"OR 24"O.C.
z T-BRACING TO BE USED WHEN CONTINUOUS ( k*)
WN SPACING SEE TABLE) LATERAL BRACING IS IMPRACTICAL.
2) ALL NAILS SHOWN SHALL BE 0.131 x,3 IIA'
(U.O.N.)
A DETAIL-TYPICAL VERTICAL BRACING AT GABLE END SECTION-TYPICAL T-BRACE DETAIL-TYPICAL LATERAL TRUSS BRACING L:
SD-6 SD-6 SD 6 >•r i � r
2x4 SYP BLOCKING BETWEEN ' Z mp s f
H2.5A AT EACH LOOKOUT 4"w "f ' k Z
LOOKOUTS NAIL BRACE TO BLOCKING WITH(5)0.131"x 3 Y"NAILS NUT&3"x 3"x Y"WASHER z Y,'
2x4 LOOKOUTS @ 48"Q_C.FOR (SEE THREADED ROD ASSEMBLY DETAILS.) [y '} p
EXTERIOR SHEATHING SHALL (3)0.131"x 3Y"TOENAILS AT EACH
BE NAILED TO BOTTOM CHORD OVERHANG 2x6 BLOCKING BETWEEN TRUSSES WITH 'A
LOOKOUT TO TOP CHORD OF TRUSS. W~
OF TRUSS WITH ROOF SHEATHING(AS NOTED) (3)0.131"x 3 Y"NAILS EACH END 12"LONG 2x_SCAB(MATCH BOTTOM CHORD)WITH Y2" a- ^�-,, ` z
2x4 BLOCKING REQUIRED BETWEEN SPACERS-NAIL W/(3)0.131"x 3"NAILS " w; CD o
0.131"x 2Y,"NAILS @ 6"O.C. ROOF SHEATHING(AS NOTED LOOKOUTS BW
(U.O.N.ON WALL LAYOUT) _ a N
BALLOON FRAMED STUDS 2x_BARGE RAFTER BOTTOM CHORD OF GABLE END TRUSS A ice- u-
o
(AS NOTED) I I THREADED ROD ASSEMBLY W a
FASCIA(BY OTHERS)
SINGLE PLATE NAIL TO TRUSS g LL
BOTTOM CHORDWITH 0.131"x 3 Y4" �� I I I SECTION A A 2x4 LOOKOUTS @ 48-O.C. cr
NAILS @ 6"O.C• I I I 2x4 LOOKOUTS @ 48"O.C. FOR OVERHANG Ri a
H3 CLIP OR EQUAL AT EACH H2.5A AT EACH LOOKOUT
LOOKOUTo o
II II II m =Z
GABLE END TRUSS(DROP GABLE) A W LL
ROOF SHEATHING(AS NOTED)
2x6 BRACE SPACED @ 48"O.C.UNLESS x
D DETAIL-BALLOON FRAMED GABLE END(LOW CEILING VAULT) I I I I I I I OTHERWISE NOTED ON ROOF LAYOUT. TOP CHORD OF GABLE END N
sD-6 INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN% OF EXTERIOR ROOF PITCH I I I I I I ADD 2x4 T-BRACE NAILED @ 6"O.C. TRUSS g M N
WITH 0.131"x MY NAILS IF BRACE VERTICAL WEB OF GABLE END w LL v
H2.5A AT EACH LOOKOUTI I I I i LENGTH EXCEEDS 9'-0". TRUSS
2x4 LOOKOUTS @ 48-O.C.FOR o m
OVERHANG I I I a I I NUT&3"x 3"x Y"WASHER m Y t -
ROOF SHEATHING(AS NOTED) , A
2x4 SYP BLOCKING BETWEEN 12"LONG SCAB scALE:
LOOKOUTSDO NOT(MATCH BOTTOM CHORD) E
/\ 'SPACERS 8 Y8 GALE I
--BALLOON--BALLOON FRAMED STUDS WITH YzTHIS DRAWING
/® (AS NOTED) \ i � RELEASE DATE:
SEE DETAIL"G"ON SD-6
DOUBLE PLATE GBC CLIP-(2)REQUIRED AT EACH BRACE os-zs-13
GYPSUM BOARD CEILING END TRUSS ORD OF GABLE L REVISIONS:
INTERIOR VAULT TOENAIL BOTTOM CHORD OF
EXTERIOR SHEATHING SHALL BE TRUSS TO DOUBLE PLATE WITH (2)2x_DOUBLE PLATE
NAILED TO UPPER PLY OF 0.131"x 3Y"NAILS @ 8-O.C. THREADED ROD ASSEMBLY
DOUBLE PLATE WITH 2x4 DRYWALL BACKING INSTALLED NOTE: _
0.131"x 2Yz"NAILS @ 6"O.C. \ CONTINUOUSLY BETWEEN BRACES ALL MEMBERS SHALL BE#2 SYP. 2x—STUDS DRAWN BY:
(U.O.N.ON WALL LAYOUT) — — € CMF
g CHECKED BSS
E DETAIL-BALLOON FRAMED GABLE END(HIGH CEILING VAULT) SECTION-GABLE END DIAGONAL BRACING G SECTION-PLATFORM FRAMED GABLE END Ji; SHEET:
sD s INTERIOR CEILING PITCH EXCEEDS Y OF EXTERIOR ROOF PITCH SD-6 THREADED ROD NOT SHOWN FOR CLARITY sD-s C D_/_6+
J
w
INSTALL SPH_CLIPS AT 32"O.C.AT DOUBLE of > >I
NOTE: PLATE o S
ATTACH DOUBLE PLATE TO STUD PER --
DETAIL"G"ON SD-7 - ALTERNATE:MSTA24 STRAP LOOPED OVER
EXTERIOR BEAM(AS NOTED) DOUBLE PLATE NAILED WITH(6)10d x 1 Y"NAILS g
UPPER LEVEL STUD INTO EACH SIDE OF STUD a
a CS16 STRAP(CUT TO LENGTH)FROM UPPER DOUBLE PLATE UPPER LEVEL STUD W
_ STUD TO BEAM BELOW @ 32"O.C.(U.O.N.). CS16 STRAP(CUT TO LENGTH)FROM UPPER E J
NAIL INTO UPPER STUD WITH(11)10d AND NAIL NOTCH BEAM AS REQUIRED TO STUD TO HEADER BELOW @ 32-O.C.(U.O.N.).
1 INTO BEAM WITH(11)10d NAILS. FIT BENEATH DOUBLE PLATE , NAIL INTO UPPER STUD WITH(11)10d AND NAIL € w
-BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE / INTO HEADER WITH(11)1od NAILS. a
BEAM BEARS ON(2)2x_JACKS 1W LU
BEGIN NAILING 1"MINIMUM BELOW TOP OF (TYPICAL-U.O.N.) BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE O
BEAM CONDITION: NAILING NOT REQUIRED BETWEEN UPPER SILL LU W
NOTCHED BEAM PLATE AND LOWER DOUBLE PLATE. 9 N
BEAM(AS NOTED) ( ) v Z W a
FLOOR SYSTEM(AS NOTED) O w
V O cn
A DETAIL-CONNECTION OF UPPER LEVEL STUD OVER BEAM -_ _
BEGIN NAILING 1"MINIMUM BELOW DOUBLE
SD-7 LU
THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED R PLATE e Q
-= \ -� •< � �(r �=NAIL SHEATHING TO DOUBLE PLATE WITH DOUBLE PLATE ,
akpt
MONOLITHIC FOUNDATION-EXTERIOR (2)ROWS OF 0.131"x 2 Y2"NAILS @ 6"O.C. LOWER LEVEL HEADER(AS NOTED)
NAIL SHEATHING ALONG BOTTOM OF HEADER @ 3-O.C. � Z L
%"x 8"TITEN HD SCREW ANCHOR
or 3 e"x 6"SCREW ANCHOR BY HURRI-BOLT,INC. INSTALL DSP CLIPS @ 24"O.C.OR $
or Y8"THREADED ROD SET 4%"INTO ADHESIVE SPH_@ 32"O.C.
G DETAIL-CONNECTION OF UPPER LEVEL STUD TO HEADER BELOV :, /
EXTERIOR BEAM(AS NOTED) %. €
STEMWALL FOUNDATION-EXTERIOR SD-7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED • LL
Y2'THREADED ROD SET 7"INTO ADHESIVE DOUBLE PLATE <,f✓ a a E ti
BEAM INSTALLED BENEATH DOUBLE PLATE
INTERIOR APPLICATIONSz J Z
BEAM BEARS ON(2)2x_JACKS m w g a
IF EDGE DISTANCE EXCEEDS 5" i (TYPICAL-U.O.N.)
USE MONOLITHIC CONDITION Metal Connector Fastening Schedule � W�_ z
CONDITION: 2 Simpson ID USP ID Uplift Capacity(lbs) Fasteners Anchorage(U.O.N.) mw?
A35 MPA1 n/a (12)0.131'x 1 Y." n/a g ITS�I x z z
(DROPPED BEAM) ABu44-Z PAu44-Tz 2200(SYP) (12)0.162-x 214"or(12)0.162'x31/.' 518'w/7'embed & V �,
ABU66-Z PAU66-TZ 2300(SYP) (12)0.162'x 2K"or(12)0.162'x 311' 5/8'w/7'embed o Q
B DETAIL-TYPICAL DTT2-Z INSTALLATION E DETAIL-EXTERIOR BEAM TO WALL CONNECTION CS16 RSPT 1705(SYP or SPF) (11)0.148'x 3"in each end-(22)tdal n/a = Z LU w
DSP RSPT6-2 775(SYP or SPF) (8)0.148'x 11'into studs n/ m r l w =Z
SD-7 USP DTB•TZ SIMILAR _ - F+I
( ) SD-7 DTT2Z DTB-TZ 2145 SYP 1835 SPF (6)0.148'x 1 Y"into double plate ¢ ~
2145(SYP)1835(SPF) (8)Y."x 1/:'SDS !/'w/414°embed(mono)and T embed(stem) a LL
GBC HC520 n/a (5)0.131'x 114"into gable brace n/a g
-MONOLITHIC FOUNDATION-EXTERIOR (7)0.131'x 2/"into double plate LU nw
H2.5A n/a:use RT7 600(SYP) (5)0.131'x 2K"in each end-(10)total n/a
Y2"x 12-TITEN HD SCREW ANCHOR Hz.sT nla:use RT7 545(SYP or SPF) (5)0.131'x 11/::"in each end-(10)total n/a 4 W o w
5 ALTERNATE ANCHOR: H3 RT3A 455(SYP) (4)0.131"x 214"in each end-(8)total n/a rr m
or/a THREADED ROD SET 7"INTO ADHESIVE I H6 LFTA6 950(SYPJ 820(SPF) (8)0.131"x 2Y:'in each end-(16)total n/a o
Y"x 6"TITEN HD u- = o
H8 RTBA 745(SYP) (5)0.148-x 1 Y"in each end-(10)total n/a x Z
EXTERIOR BEAM (MECHANICALLY GALVANIZED) Hoge n/a:use UPHD8 7630(SYP)5495(SPF) (20)%"x 3"SDS 7/8'wl 15"embed(SET epoxy only) 9 Y W
STEMWALL FOUNDATION•EXTERIOR � 5 a
5 " (AS NOTED) WITH 2"XV WASHER HDUS PHD5 5645(SYP)4065(SPF) (14)'/,"x 2X"SDS 518°w/7'embed(mono)and 12"embed(stem) 2 F--�
/a THREADED ROD SET 12"INTO ADHESIVE Hous PHD6 6970(SYP)5020(SPF) (20)1r.°x 3"SDS 7/8"w/15"embed(SET epoxy only)
H6 CLIP FROM HETA16 HTA16 1810(SYP) (10)0.148'x 1 Y' 4°embed s F�
of
INTERIOR APPLICATIONS- POST TO BEAM HTS20,HTS24 or HTS30 HTW20 HTW24 or HTW30 1450(SYP)1245(SPF) (10)0.148 x 3"in each end-(20)total n/a m
HTSM16 or HTSM20 HTWM16 or HTWM20 1175(SYP) (8)0.148-x 3 into wood n/a �
IF EDGE DISTANCE EXCEEDS 5"USE LAP BEAM PLIES AND - - - 9
_ (4)1/.'x 2/ Titen into CMU "' m
Y"x 12"TITEN HD SCREW ANCHOR NAIL AS SHOWN-(5) (4)v."x 1Y'Titen Into concrete'' s o
g HTT4 HTr4 4235(SYP) 3640(SPF) (18)0.162 x 21/:" 5/8'wl 7'embed(mono)and 12"embed(stem)
or/s x 8"TITEN HD SCREW ANCHOR 0.131"x 3Ya"NAILS PER PLY HTT5 HTT5 5090(SYP) 4375(SPF) (26)0.162 x 2%" 5/8'w/7'embed(mono)and 12"embed(stem) z q o
or "THREADED ROD SET 6"INTO ADHESIVE -- LTPa MP4F n/a (12)0.131'x IW' n/a s j m
PT POST(AS NOTED) LSTA18 LSTA18 1235(SYP)1110(SPF) (7)0.148'x 3"in each end-(14)total n/a co
DETAIL-TYPICAL HTT5 INSTALLATION LTS12 LTW 12 775(SYP)665(SPF) (6)0.148'x Yin each end-(12)total ¢ m o _
H6 CLIP FROM POST MSTA24 MSTA24 1640(SYP)1455(SPF) (9)0 148'x 3 m each end (18)total n/a t y d LL =
SD-7 (USP PHD5 SIMILAR) TO BEAM MSTAM24 MSTAM24 1500(SYP or SPF) (9)0.148'x 3 into wood n/a t
PT POST(AS NOTED) _. _--- ---- Into cant m`
(5)A"x 13' Titen into concrete -- --- �
EXTERIOR BEAM ABU POST BASE MSTA30 MSTA30 2050(SYP)1820(SPF) (11)0.148'x 3 in each end-(22)total n/a o SCALE:r-o"(u
(AS NOTED) .o.N.
MONOLITHIC FOUNDATION-EXTERIOR
(AS NOTED) MSTA36 MSTA36 2050(SYP or SPF) (13)0.148 x 3"in each end (26)total n/a �
/ MSTAM36 MSTAM36 1870(SYP or SPF) (13)0.148'x 3"into wood n/a .49 DO NOT SCALE
)
"THREADED ROD SET 15'INTO ADHESIVE %"THREADED ROD - (B)v z z/"sten into cNtu THIS DRAWING
PLAN VIEW AT TOP OF POST 0• WITH NUT SET IN � - W__..._ ... . (B)Ss"X i u"Tien into concrete RELEASE DATE:
STEMWALL FOUNDATION-EXTERIOR -O ADHESIVE MTS12 or MTS20 MTW12 or MTW20 1000(SYP)860(SPF) (7)0.148'x 3"in each end-(14)total n/a a 09.26.13
•. MTSM16 or MTSM20 HTW M16 or HTWM20 860(SYP) (7}0 148'x 3 into wood n/a ffi REVISIONS:
► 7/8"THREADED ROD SET 15"INTO ADHESIVE _ (7"EMBEDMENT) ----- (4)v x zv"Titan into cN1u
-77 (4)_.._--....__ ..... ..... ..... _. __ .... ..-.. .. Y."x 13/ then into concrete ..... -.__-.... ..... _. ..... ._...... w
INTERIOR APPLICATIONS- \ °a I I PA51 TA51 3685(SYP or SPF) (21)0 162 x 214 or(21)0.162'x 3/. 4'embed
1 ° / SPH4 or SPH6 SPTH4 or SPTH6 680(SYP)585(SPF) (3)0 1488x 114 mtodouble plate n/a
IF EDGE DISTANCE EXCEEDS 5"USE a ° ° a SSP RSPT6 350(SYP or SPF) (4)0.148"x 1/ in studs n/a
"THREADED ROD SET 8"INTO ADHESIVE 'I /
\ -� STHD14 STAD14 4430(SYP or SPF) (38)0.148"x 3 A' 14"embed
- - DRAWN BY:
SIDE VIEW AT BASE OF POST Notes. --�_--__ _ ........ _ _.. � CMF
1 All connectors are manufactured by Simpson Strong-Te or USP Structural Connectors(U.O.N) i CHECKED BY:
D DETAIL-TYPICAL HDU8 INSTALLATION KF DETAIL-TYPICAL CONNECTIONS AT EXTERIOR POST 2.SYP=Southern Pine SPF=Spruce-Pine-Fir _ w FSS
3 Mono=monolithic concrete;stem=masonry stemwall or bond beam SHEET:
SD-7 (USP PHD6 SIMILAR) SD 7 4.Anchorage refers to threaded anchors with noted diameters and embedment depths `D_
® J
a =
�PeLE TRUSS UI o o
w
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W O
OPTIMAL 22y° E V
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10° 0° c Q
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TYPICAL SDWC SCREW TRUSS BEARING EDGE GRAIN ON w Lu
"A"ON SD-7a OR
V w
"B"ON SD-7a SDWC SCREW IS ACCEPTABLE W LU
y" LU
MAX. U) w
BEARING WALL
TRUSS TO TOP PLATE SHOWNUS 2 p
(RAFTER TO TOP PLATE SIMILAR) EDGE GRAIN BEARING CONDITION a F
SDWC1560C NOTE: W
e:o2,es s t sr; J a
UTILIZE METAL INSTALLATION GUIDE TOOL W�o
r O
PROVIDED BY MANUFACTURER.
TRUSSpie
A DETAIL-STANDARD SDWC ROOF TO WALL INSTALLATION -
SD-7a (TRUSS ALIGNED WITH STUD) g
°
L
Z Y
� e4e0 2
ONLY CLIPS ARE ALLOWEDTRUSS BEARING ON t` ' ` I ''r� o
%WITH THIS CONDITION END GRAIN �, - w v o
(NO SDWC SCREWS) (EXTENDED VERTICAL)
SDWC SCREW IS NOT L)a
ACCEPTABLE m Z o w
Q. " wLu
® m< BEARING WALL
o lL
END GRAIN BEARING CONDITION "_ L
�y w w
µ.{U a
TRUSS TO TOP PLATE SHOWND DETAIL-SDWC AT EDGE I END GRAIN CONDITIONS o ?o
(RAFTER TO TOP PLATE SIMILAR) - J
I II SD-7a m Y a
MIN A
SDWC15600 ®=DO NOT INSTALL SDWC IN a x
HATCHED AREA
NOTES: o
B DETAIL-STANDARD SDWC ROOF TO WALL INSTALLATION 1. INSTALL SDWC SCREW SO THAT FASTENER HEAD IS FULLY COUNTERSUNK 2
INTO THE DOUBLE PLATE(±$"). W J v
SD-7a (TRUSS OFFSET FROM STUD)
� ZLL � m
2. VERIFY THAT THE ENTIRE SHANK OF THE SDWC SCREW IS INSTALLED INTO o
A WOOD MEMBER. ¢ 0 o
TRUSS(RAFTER SIMILAR)
3. SCREWS ARE SHOWN INSTALLED ON THE INTERIOR SIDE OF THE WALL. r a
INSTALLATIONS ON THE EXTERIOR SIDE OF THE WALL ARE ACCEPTABLE SCALE:
WHEN THE RAFTER OR TRUSS OVERHANGS THE TOP PLATE A MINIMUM OF E =1'-0"(U.O.N.)
Y27 MINIMUM EDGE DISTANCE
(WITH OR WITHOUT A PLATE SPLICE) 3?", w, DO NOT SCALE
2 THIS DRAWING
4. TYPICAL HURRICANE CLIPS(PER TRUSS CONNECTOR SCHEDULE)SHALL RELEASE DATE:
09.26-13
BE USED TO REPLACE MIS-INSTALLED SCREWS AND/OR SCREW € REVISIONS:
INSTALLATIONS WITH WOOD SPLITTING. REMOVE SCREWS BEFORE
INSTALLING CLIPS.
I~ SPLICE MAY 5. ATTACHMENT THROUGH END GRAIN VERTICAL IS NOT ALLOWED.
OFFSETY"FROM-- I
w
TOP PLATE
SPLICE FOR FULL BE IN UPPER
OR LOWER DRAWN BY:
VALUES PLATE € CMF
CHECKED BY:
FS
rc
DETAIL-SDWC MINIMUM EDGE DISTANCE a SHEET:
SD_7a ,,SD-7a