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Shingle fasteners shall be 12 gage
with 3/8 —inch diameter head , of a
length to penetrate through the
roofing materials and a minimum of
:z
Q� 3/4 inch into the roof sheathing .
Where the roof sheathing is less
than 3/4 the fastener shall penetrate
the sheathing .
TEST PENETRATION IN A SMALL ROOF
SEE ELEVATIONS
12 AR�A tO VERIFY COMPLIAN Q* E PRIOR
PROCEEDING WITH REST OF INSTALLATION.
. . . . . . . . . . .
. . . . . . . . . . . .
. . . . . . . . . . . .
2X1 2 RAFTER
. . . . . . . . . . . .
. . . . . . . . . . . .
. . . . . . . . . . . .
. . . . . . . . . . . .
AS SqOWN OR
. . . . . . . . . . . .
PER �NGINEER
EAVE DETAIL AND
Ld
RAFTER CUT TO BE
DETERMINED BY
+ +.+ Cn
OWNER AT A LATER
TIME VERIFY PRIOR
C/
Ld
TO FRAMING
ry
PLYWOOD
FLOORING
12
------------
9
4 2X1 0 RAFTER
++. 2 '
AS SHOWN OR
SIDING ON ------------------
4
PER ENGINEER
TYVEC 0 N
+ ATTIC FLOORING OPTIONAL
PLYWOOD + 2X6 OUTRIGGERS Z
FOR EXPOSED
S H EATH RAFTERS OR PER
OWNER .-,,
TYP. 24 DEEP
+ + 2x12 CEILING
++. OPEN WEB +++
+ +++ JOIST OR
FLOOR TRUSS +++ PER ENGINEER
2X6 STUD WALLS
Cn
SYSTEM 2X6 STUD WALLS
SEE FLOOR PLANS
+ ++: 0
Ld
+ +
LLI +.+
+ + +
X
+ +: SIDING ON +*+
+ + + +
Ld +
TYVEC ON +'+
+.+
PL�WOOD +++
.++
SHEATH +'+
Cn
+
+.+ + + DETACHED
+ + +'+
GARAGE
DIST. FROM TOP
+ ++. OF FOUND WALL
TO SLAB VARIES
CONCRETE S B
WITH SLOPE
OF SLAB TO
GARAGE DOOR
.7
A
CONC. SLAB
STEEL DOWEL
STEM WALL
FOUNDATION
STEM WALL
F4 FOUNDATION
DETACHED GARAGE WALL SECTION
NO SCALE
F=- E:3 FZ E3 I E-= IIE-- FZ I E3 L-J EEB E-- 9--3 E:3 -1117 F=- E:3 FZ C: 9--3 EEB -I- FZ LJ EM -1117 1 E3
DRAWING NUMBER %^.f I11-- IES F=- C: -r 1 C3 " EEB .404, EEB 1 " EM L-- 1-=: F-jOL-I" I L-'%r FZ 1-= EEB 1 1:30 E-E- C: I--
SCAL-E: 3/4" OR 3/8" REVISED: PROJECT ADDRESS: LOT 27, 5TH STREET DRAWN BY: _j 1 1 1 1 1
2120 MAYRORT RD. ATLANTIC BEACH, FL
A DATE: 05Z 1 6/201 3 REVISED: ATLANTIC BEACH, FLORIPA 904- 24-9 0072 90-4- 994- 6596
OF 1 0 FZ C: 1 -7- 1-- 1= -1117 LJ FQF- 404, L-- CONTRACTOR KE L- I -T- F-=- E:3 M F-=' 16a I 1111-=6
GENERAL NOTES:
DESIGN SPECIFICATIONS:
8. All concrete slabs on grade shall be the thickness as indicated on the drawings over 81
1. The scope of these plans is limited to the structural requirements of this project.
Project has been designed in accordance with the 2010 Florida Building Code, yethylene(visqueen)vapor barrier. Slabs shall be reinforced with
e, Existing Building(as applicable). Architectural,civil(site),electrical, mechanical(plumbing and HVAC),waterproofing, minimum 6 mil. pol
Residential,and the Florida Building Cod
and flashing requirements are not addressed in these plans. 6x6 W1.4x1A WWF lapped 8"at edges and ends in conformance with ASTM-A 185, g
or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/CY
DESIGN CRITERIA:
Engineer of Record(Engineer)that this work be performed in complying with ASTM C1 116(u.o.n.). 9
2� It is the intent of the
conformance with all requirements of the authorities having jurisdiction over this type
-6nd Design Method ASCE 7-10 tural fill which shall be clean sand free of debris and
of construction and occupancy. 9. Slabs on grade shall bear on struc E
Basic Wind Speed: 130 mph other deleterious material.Structural fill shall be compacted to a density of at least
Building Risk Category: 11 3. The contractor is responsible for the means and methods of construction. It is the 95%of the Modified Proctor Maximum Dry Density(ASTM D1 557). Fill shall be treated LL
Wind Exposure: B(Enclosed Structure) tractor's sole responsibility to determine the procedure,sequence,and temporary with termite poison before slab is placed. 0
con
Building Classification: Residential bracing as to insure the safety of the building and its component parts during
Building Type: Type V Construction Structural fill shall be
10. Footings may bear upon undisturbed soil or upon structural fill. UJ UJ
Wind-Borne Debris: NOT located in the wind-borne debris region construction. LU
compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density
8 U)
-0")below the bottom of the footing. z UJ
4. The contractor shall verify all conditions and dimensions at the job site prior to (ASTM D1 557)for a depth of at least two feet(2' . 2 U)
Unless otherwise noted, project site considerations shall be the responsibility of the _J1 0
owner and/or contractor. Examples of such items include,but shall not be limited to, commencing work. <,i X
determination of grade elevations,drainage features,and special requirements 11. The following minimum concrete cover shall be provided for reinforcement: '1419111 1 W
5. The contractor shall supply, locate,and build into the work all inserts, anchors,angles, 3" Concrete cast against and permanently exposed to earth ul
associated with FEMA flood hazard and/or DEP zones.
slab depressions,or other components as may be 2" Concrete exposed to earth or weather "o,
plates,openings,sleeves, hangers,
required to attach and accommodate other work. 1 1/2"Concrete not exposed to earth or weather
DESIGN DEAD LOADS: g
fith the If9IQL_
cal 12. All continuous reinforcing steel in concrete shall be lap-spliced w
Floors: 6, All details and sections shown on the structural drawings are intended to be typi
any similar situation elsewhere in the work except minimum lengths:
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or and shall be construed to apply to co :Z,
d 1-joist,or solid sawn lumber framing- The floor where indicated otherwise. #4 bars- 21"minimum LO - 1 &
61
wood subflooring over wood truss,woo #5 bars' 26"minimum U)
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be
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"minimum
shall contact the Engineer for clarification in cases of conflict between the structural
drawings and any drawings prepared by others prior to commencing work. 13. Reinforcement in footings shall be bent around comers or comer bars shall
e M
Roofs: Ize
cessary to su o >
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. 14. The contractor shall provide spacers,chairs, bolsters,etc., ne p I �
Concrete or Clay Tile: 15 psf The design of the project structure assumes an allowable soil bearing capacity of reinforcing steel. Support items which bear on exposed concrete surfaces shal e 20
Refer to Architectural Plans for Roof Covering System Z
0
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the ends which are plastic tipped or stainless steel
g" S
p rt
noted assumptions. All requirements for site preparation and soil compaction COFY <
DESIGN LIVE LOADS: MASONRY:
specified in the soils report shall be followed unless more stringent requirements are Z 0 W
r
ified in these plans- Z
Floors: speci General: FILE 9 D
s: 40 psf
Exterior Balconie CONCRETE:
Exterior Decks: 40 psf 1. All masonry work shall be in accordance with -dmeteg"e uirdments for f
Stairs: 40 psf(or 300 lb point load)
1. All concrete work shall be in accordance with"Building Code Requirements for Masonry Structures,"ACI 530-08,and Specifications for Masonry Structures,"ACI I
Garages: 60 psf(or 2000 lb point load)
Structural Concrete,"ACI 318-08,and"Specification for Structural Concrete,"ACI 301 530.1-08 0
All Other Areas: 40 psf co
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
Attics: 11
Slabs on grade,footings,and misc.concrete: fc=2500psi 2000 psi per ASTM C1019. Grout shall be mixed to provide a s IP
Without Storage: 10 psf Structural slabs,walls, beams and columns: fc=3000psi
With Limited Storage: 20 psf Designated radon zones only-all concrete: fc=3000psi 3. Mortar shall conform to ASTM C270 and be Type M or S. Typ tirtar may b e
With Storage: 30 psf(fixed stair access) in brick veneer. It
2 "_
.5 1 C�
3. Cement shall conform to"Specification for Portland Cement"(ASTM C1 50) J! W -, 6 g
tallati
0
Roofs: 4. The contractor shall be responsible for the design and ins 9
0
Less than 4:12 slope: 20 psf
4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) 4ZE Z
4:12 slope or greater: 16 psf Concrete Masonry(CMU): 0 2
5- Water shall be clean and free of injurious amounts of oil, acids,alkalis,salts,organic
DEFLECTION CRITERIA: material or other substances that are deleterious to concrete or steel reinforcement. 1 Concrete masonry units(CMU)shall be ASTM C90-0613, Holl r
Concrete Masonry Units,normal weight,with a minimum com h of SCALE:
Walls: IX I Y4-=V-0-(I.I.O.N.)
hall be ASTM A615 Grade 40 unless otherwise noted on the 1900 psi(f m=1500 psi). I DO NOT SCALE
Brittle Finish(wind load): U240 6. Reinforcing steel s 0 A THIS DRAWING
structural drawings.All reinforcing details shall conform to"Details and Detailing of 4. RELEASE DATE:
Flexible Finish (wind load): U120 2. All continuous reinforcing steel in masonry shall be lap-splice Ot T in
Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural �i 06-04-13
Floors: minimum lengths: 2 REVISIONS:
drawings. ;T*9 9
Live Load: U480* #4 bars: 20"minimum ON 0
Total Load: U240*
7- Tolerances for foundation and slab alignment as well as placement of reinforcement #5 bars: 25"minimum
Increased floor stiffness may be required by floor covering manufacturer lerances for Concrete Construction and #6 bars: 30"minimum
shall be in accordance with"Standard To
ab edges may be up to 1/2"inside of the sill plate. cog
Materials,"ACI 117. Footing or sl
Roofs: 3. Grout all cells containing vertical reinforcement in 6-0"maxi 04 9- DRAWN BY:
Live Load- L1240 F CMF
when the I 's
Total Load: L/1 80 4. Provide cleanouts per ACI 530.1-08 in the bottom course of CHECKED BY:
FSS
height exceeds 5'-0".
SHEET:
5� Beam reinforcement shall be continuous across control joints. S_1
Clay Masonry(Brick): 12- Fasten plies of 1 3/4"wide engineered lumber as follows: WINDOW,DOOR AND SOFFIT PRESSURES:
2-ply beams with(3)rows of 0.131"x3 1/4"nails @ 12"o.c.
1� All window,door and soffit assemblies shall be designed to withstand the design
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.G. (each side) pressures indicated below and shall be installed in accordance with the manufacturer's
Hollow Brick,respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 3/4"long SDW screws @ 12"o.c.
requirements.
STRUCTURAL STEEL:
2, Brick veneer shall be anchored with approved ties spaced no more than 16' o.c.
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
o.c.and placed within 12"of the openings- Erection of Structural Steel for Buildings(latest editions).
a.Welded connections: AWS D1.1 WIND PRESSURES ON WINDOWS, DOORS & U.
0
No.9 gage wire and shall b. Structural steel shapes, plates: ASTM A36
Strand wire veneer ties shall not be less in thickness than C4
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)
22 gage by 7/8"corrugated and fastened with 1 %"galvanized roofing nails. d.Structural steel tubing: ASTM A500 W LU
LU
Adjustable or strand wire veneer ties shall be used at CMU walls. AREA OF OPENING EDGE STRIP (5) INTERIOR ZONE (4) 1 0
mply with AISC specifications. Z LU
2. All structural steel connections and fabrications sha co Neg Pos Neg _J E
Pos
4. Unless otherwise noted on the plans,a steel angle L4x4x1/4 shall be used for
s angle will not be required for arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
supporting brick veneer over openings. Thi 0 to 20 sf 18.3 -24.5 18.3
W UJ
rting. If the length of the opening exceeds U-13"then -19.1 E
E�
windows where brick is self-suppo 20.1 to 50 sf 17.5 -22.8 17.5 LL
4. Holes required for bolted connections may be drilled or punched. Flame-cut holes 0
16.41 -20..6 16.4 -18.0 0 _J
the steel angle shall be attached to the wood framing with 3/8!'x 3"lag screws @ 12" 50.1 to 100 sf
0
15.5 -17.1 -0
O.C. shall not be used. to 200 sf .5
100.1
200.1 to 500 sf 14.7 -17.41 14.7
18.3
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tighV'condition-u.o.n.
Soffit Design Pressure 18.3 -24.51
w
Base Design Pressure 15.50 GCpi ±0.18 44/
ational Design Specification 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior
1. All wood framing has been designed in accordance with"N
-6"Commercial Blast Cleaning".
(NDS)for wood construction 2005 edition- to painting,steelwork shall be cleaned per SSPC SP LC
7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel
2- All wood members exposed to weather or in contact with masonry,concrete or soil Z
shall be treated with an appropriate preservative suitable for the exposure conditions. surfaces exposed and visible to the exterior of the structure. r
Ile
I
2
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.
$'sit
=0
hot-dipped galvanized nails meeting ASTM Al 53,Class C,or ASTM B695,Class 50. W Z
TYPICAL EDGE STRIP(5) Z0 -
then galvanizing is not required. HARDWARE AND ANCHORS: = 00
If borate treatment is used f- Z ZU
a=35
4. Prefabricated wood trusses shall comply with NDS and"National Design Standard for 1. All framing anchors and connectors noted on the structural drawings shall be U_
Z 0
n Strong-Tie or Engineer approved equal. TYPICAL INTERIOR ZONE(4) LU
Metal Plate Connected Wood Truss Construction(ANSI/TPI 1-07)." manufactured by Simpso
5. All trusses shall be designed by the Truss Manufacturer's registered Engineer. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
F1554, Grade 36.
6. The Truss Manufacturer shall submit shop drawings and design notes with a
registered Engineer's sea[for approval. Design notes shall include the rated load 1 All metal connectors and hardware which are exposed to the exterior or in contact
D
cturer's license to fabricate with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per g U_
capacity of the truss to truss connectors,and the manufa 5 >
posed.The contractor shall approve ASTM Al 53,Class C, or ASTM B695, Class 50.
trusses utilizing the connector system pro
fabrication and installation drawings showing size,shape and layout-
4� Anchor adhesives shall be either Epoxy-Tie SET or Acrylic-Tie AT by Simpson
ing,during installation of Strong-Tie(with Florida Product Approval)and installed according to the
7. Jobsite handling and erection, including temporary brac:
trusses shall comply with TPI/WTCA BCSI 1. manufacturers instructions. Holes shall be cleaned of all debris and brushed out prior
to installation of anchor adhesive.
6 9
8. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
to their supporting walls or beams with metal connectors as noted in the Truss ROOF COVERING: Z g f
Connection Schedule.
The contractor shall be responsible for the design and installation of th
applicable 1 e roof covering
9. All gable ends shall be balloon framed or braced in accordance with the system. SCALE:
detail as shown in the structural drawings. rding to the Y4'=T-O"(U.0-N.)
2. Asphalt shingles shall comply with ASTM D3161 and be installed acco DO NOT SCALE
.42 THIS DRAWING
10. Guardrails,handrails,and guard in-fill components(Balusters and Panel Fillers)shall manufacturers requirements. 1 RELEASE DATE:
be provided by others. 9 06-04-13
and Clay Roof Tile Installation REVISIONS:
3. Clay and tile roofs shall be installed per the"Concrete
11. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material Manual,"and the manufacturer's requirements.
_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 DRAWN BY:
responsible for the design and installation of all metal flashing Southern Yellow Pine member design incorporates design values for all sizes and 9 CMF
Fc=750 psi Fc=800 psi 5. The contractor shall be
visually graded Southern Pine dimension lumber per"Supplement No.13 to 2 CHECKED BY:
Fv=285 psi Fv=31 0 psi and valley material. grades of
the 2002 Standard Grading Rules for Southern Pine Lumber,"published by the FSS
SHEET:
Southern Pine Inspection Bureau (SPIB)_
J S-2
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67'-0"
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6'4' 16"x 16"PILASTER ON ow", uj t-
2T-11" T-0- %N1 CIA
30"x 30"x 12"PAD FOOTING
16"x 16'"PILASTER ON 11'4" T-9-
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30"x 30"x 12"PAD FOOTING WITH(3)#5 EACH WAY :o 0
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WITH(3)#5 EACH WAY SEE DETAIL"E"ON SD-1
SEE DETAIL"E"ON SD-1 ———
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VAPOR BARRIER COVERING 04
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30"x 30"x 12"PAD FOOTING �"� 8-.
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SD-2
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ED 45
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SCALE,
E )r=T-0-(LI.O.N.)
16"x 16"PILASTER ON I DO NOT SCALE
-n. 29-6" THIS DRAWING
30"x 30"x 12"PAD FOOTING 21'-2" 6!-o" w C:) RELEASE DATE:
WITH(3)#5 EACH WAY CD
U) 06-04-13
SEE DETAIL"E"ON SD-1 R7'-0" CJ SUGGESTED CONTROL JOINTS REVISIONS:
LOCATIONS(SEE DETAIL-r ON SD-2)
DENOTES TWO STORY
FOOTING CONDITION
i! �RAWN BY
s C
CONTRACTOR SHALL VERIFY ALL DIMENSI E CHECKED BY:
USING FINAL APPROVED FLOOR PLAN PRIO ji FSS
I SHEET:
TO CONSTRUCTION.
FOUNDATION PLAN S-3
NOTES: >
1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x6SPF NO.2
STUDS @ 16"O.C.FOR PLATE HEIGHT OF 10'-1 Y8'-U.O.N_
2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x4 i
:2 0
SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 10--1 Y8'-U_O.N. E
? 0
3) THE FIRST FLOOR EXTERIOR WALL FINISH IS FLEXIBLE'(SIDING)-U.O.N. LL
NOTIFY ENGINEER OF ANY VARIATIONS.
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BLOCK SOLID BETWEEN
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FLOORS AT ALL STUD POSTS
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ALTERNATE:
HUC41 0 or
SD-7
EQUIVAl ENT �—NOTE: 40 IF
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NOTE: SW_3 SW-3 SW-3 H FRONT EXTERIOR POST LL-
_Lll�- ---- -- - - - Ap
EACH REAR EXTERIOR POST fflr_T� — — SHALL BE TREATED 6)(6 POST ON
(2—)2kl__2 — — - — : fz�',
SHALL BE TREATED 8X8 POST ON C? 2 2XIO HEADER-% ABU66-Z POST BASE.STRAP POST TO
ABU88-Z POST BASE.STRAP POST TO EACH BEAM ABOVE WITH H6-Z CLIP-
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SEE DETAIL"F"ON SHEET SD-7
EACH BEAM ABOVE WITH H6-Z CLIP. 61
SEE DETAIL"F"ON SHEET SD-7 s
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c�
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00 Z zi
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SHEARWALLS FASTENED WITH
�,(3)2X6 BUILT-UP
JILT-UP 8d COM(0.131'x 2 Yf)NAILS @ w
A3)2X6 BI .& Lli
..�TO" POST(MIN.) lll�/(p 6"O.C�ON EDGES AND 12"O.C. 1 0
2�1 J....... POST(MIN.) - <
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(2)2X6 BUILT-UP
(4)2X6 BUILT-UP--- SW_3
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POST(MIN.)
< cq SHEARWALLS FASTENED WITH 3
Lu ALIGNED W/ 'x 2 Y2')NAILS @
cl) 8d COM(0.131
POSTABOVE
3"0-C.ON EDGES AND 12"O.C.
CR4 ON INTERMEDIATE SUPPORTS.
SHEATH BOTH SIDES OF WALL
SA AT INDICATED SHEARWALL j
(2)2x6 BUILT-Up Z5 S R
(2)2X12 POST(MIN
(L2XU
___jREAIED_ NOTE:ALL EXTERIOR WALLS SHALL BE'SW-6'U.O.N�
ALTERNATE: E
WOOD FRAMED HEADER LEGEND: .1
(2)2x10 HEADER 5 SCALE:
:=i ii
HUC41 0 or SD-7 V-0-(U.0-N-)
EQUIVALENT 1�K SIZE DO NOT SCALE
OFHEADER A THISDRAWING
7�� 1 RELEASE DATE:
'(2)2x7 HEADER 06-04-13
i REVISIONS:
i K 9
QUAN�TI�TYQUANTITY
OFJACKS OF KING STUDS
NOTE: DRAWN BY:
CIVIF
ALL WOOD FRAMED LOAD BEARING HEADERS .9
k CHECKED BY:
SHALL BE MINIMUM(2)2x6 No.2 OR BETTER FSS
SYP.INSTALL MINIMUM(1)JACK AND SHEEr:
WALL LAYOUT-FIRST FLOOR (1)KING STUD AT EACH HEADER(U.O.N.)
S-4
NOTES:
1) ALL SECOND FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED wiTH2x6SPF N,_2
STUDS @ 16-O.C.FOR PLATE HEIGHT OF T-1 U_O.N.
2) ALL SECOND FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x4
SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 9-1 Y8'-U.C.N.
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a U.
3) THE SECOND FLOOR EXTERIOR WALL FINISH IS FLEXIBLE'(SIDING)-U.O.N. 0
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NOTIFY ENGINEER OF ANY VARIATIONS. 0
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POST(MIN.)
POST(MIN.) NOTE'
_,-_'i=BALCONY POST SHALL BE TREATED co =z
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(2)2x12 4X4 POST STRAPPED TO FRAMING BELOW cl
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WITH MSTA36-Z STRAP.STRAP POST TO z
BEAM ABOVE WITH H6-Z CLIP.
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Ic" r 15
(3)�M BUILT UP
< all POST(MIN.;,\\ z 0
ui
y !R
(3)-tY4"x9Y2" L SW-6
(3)1 Y4':114'LVL(RAISED) 9 S2
SOLID� SHEARWALLS FASTENED WITH u-
CORNER 8dCOM(0.131'xM-)NAILS@
....... . E Lu
...... 1 T-MiRMS EX 6"O�C�ON EDGES AND 12"O.C_
(3)1 Y4"x 9 Y2"IJVL
i W<
ON INTERMEDIATE SUPPORTS-
3J 1 K:: V
m
0 W
L)WO_RAISEDUA�.�.
(4)2X6 BUILT-UP- ....... SW-3
..........
U) of
Z uj POST(MIN. SHEARWALLS FASTENED WITH cr
< 0 Y_ ;I....... r
c"j
Al KIUUt ..... . . ....
Lu ....... ......... 8d COM(0.131'x 2 Y2')NAILS @
2)JACKS................................... ,(4)2x4 BUILT-UP . �11 I
,;-, m 3"O�C.ON EDGES AND 12"O-C. 7.
'T< (MIN.) ....... .............. 'ORTS
Z C'4 — ��ujll ON INTERMEDIATE SUPF
0 — :;2 EXTEND WALL UP TO ....... 04
..........
ROOF&NAIL SHEATHING ........:: 11 cc,'
INTO TOP PLATE @ 6'O�C. ....... ....... SHEATH BOTH SIDES OF WALL
5,
AT INDICATED SHEARWALL
C?
co
(Z,2xjpMED_BEAM_ NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U_O.N. 0)
WOOD FRAMED HEADER LEGEND: SCALE-
E X=1'-0'(U,0.N.)
SIZE DO NOT SCALE
OF HEADER THIS DRAWING
N RELEASE DATE:
�ER
(2)2x 7H�D 06-04-13
11REVISIONS:
9
QUANTITY-/ '-QUANTITY
OFJACKS OF KING STUDS
NOTE: -9 DRAWN BY:
F CMF
ALL WOOD FRAMED LOAD BEARING HEADERS .9 —
2 CHECKED BY:
SHALL BE MINIMUM(2)2x6 NO.2 OR BETTER FSS
SYP.INSTALL MINIMUM(1)JACK AND SHEEr:
(1)KING STUD AT EACH HEADER(U.O.N.) S2
WALL LAYOUT-SECOND FLOOR
S-51,
Ll
ATHREADED ROD LEGEND:
THREADED ROD FROM FOUNDATION TO DOUBLE 5
PLATE.(4-MINIMUM EMBEDMENT REQUIRED)
Y8'THREADED ROD FROM FOUNDATION TO UPPER FLOOR
DOUBLE PLATE.(4 MINIMUM EMBEDMENT REQUIRED)
0
13 = HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE 0
U.
NJ = HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE.COUPLE
MINIMUM X-0 ROD TO HOLDOWN ANCHOR AND CONTINUE It
TO DOUBLE PLATE ABOVE. LL
HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE-COUPLE Lu
0 ui
U)
MINIMUM Y2'0 ROD TO HOLDOWN ANCHOR AND CONTINUE 0: uj
TO UPPER FLOOR DOUBLE PLATE ABOVE. 0 2 U)
ui 0
uJ uJ
C.4
-J
A LTERNATE
E
HUC410or
r
HTT5
5 r--HTT5 E NOTE: -m
5— HTT'
OW
EQ HOLTDT N //HCLDOWN��. f
11, SD-7 H FRONT EXTERIOR POST
:: �:441 M
NOTE: UIVALENT SHALL BE TREATED 6X6 POST ON :C0
/�H'OLDO IHOLDOWN�
0
ABU66-Z POST BASE.STRAP POST TO B w :z
EACH REAR EXTERIOR POST
SHALL BE TREATED 8X8 POST ON HTT5 TT5 EACH BEAM ABOVE WITH H6-Z CLIP.
TT5 HTT5 = . .
-Z POST BAS HOLDOWN s (1)*.
ABU88 E.STRAP POST TO HOLDOWN HOLDOWN SEE DETAIL"F"ON SHEET SD-7 s c
HOLDOWN
EACH BEAM ABOVE WITH H6-Z CLIP. > ce
0
SEE DETAIL"F"ON SHEET SD-7
LO
cl
z STA18 AT EACH
—HTT5
79
END OF HEADER p"0 Z;a
HOLDOWN TT5 = z
HOLDOWN =>
z z
0
0
Ljj
HTT5 HOLDOWN-
AT SILL
HTT5-----
.�To" mm"1 75 HOLDOWN..... .......
----HTS24 AT---- HOLDOWN w is,
GIRDER ........ HTS24 AT TT5
...........
...... GIRDER HOLDOWN i
..........
94
STAl 8 AT EACH CS16 FROMI
END OF HEADER T
GIRDER To 1\
WALL cc
ALIGNED _j
HOLDOWNS"
HTT&-�
HOLDOWN
75 HTT5
HOLDOWN TT5
;lOLDOWN. HOLDOWN
ILL
E SCALE:
ALTERNATE: EXTEND RODS TO TOP 'HTS24 AT Y,'=l--0'(U.O.N.)
HU0410 or OF SOLE PLATE ABOVE SD-7 GIRDER DO NOT SCALE
EQUIVALENT THIS DRAWING
RELEASE DATE:
06-04-13
REVISIONS:
J!
DRAWN BY:
CIVIF
CHECKED BY:
FSS
HE]
THREADED ROD LAYOUT-FIRST FLOOR
THREADED ROD LEGEND:
YB'THREADED ROD FROM FOUNDATION TO DOUBLE
PLATE.(4-MINIMUM EMBEDMENT REQUIRED)
THREADED ROD FROM FOUNDATION TO UPPER FLOOR OW
DOUBLE PLATE.(4-MINIMUM EMBEDMENT REQUIRED) 0
-J
13 = HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE U.
r
z
= HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE-COUPLE 0
L)
MINIMUM Y2'0 ROD TO HOLDOWN ANCHOR AND CONTINUE ui
TO DOUBLE PLATE ABOVE.
HOUDOWN(AS NOTED)INSTALLED AT SILL PLATE-COUPLE Lu
o Lu
MINIMUM Y2'0 ROD TO HOLDOWN ANCHOR AND CONTINUE IX
CS1 6 STRAP TO UPPER FLOOR DOUBLE PLATE ABOVE- a UJI
ul 2
BETWEEN FLOORS 0
CS1 6 STRAPA AND SPH6 AT DOUBLE X:
uj uj
BETWEEN FLOORS PLATE @ 32-0-C. 0: �-!
AND SPH6 AT DOUBLE ALONG WALL
PLATE @ 32-O.C.
110
ALONG WALL rE
NOTE'
/79) LCONY POST SHALL BE TREATED
CS16 TO — —
U)
44 POST STRAPPED TO FRAMING BELOW Z: ,
BEAM BELOW ADDITIONAL z -,�7
:111i WITH MSTA36-Z STRAP.STRAP POST TO Eg
AND SPH6 UJI
CS1 6 STRAP BEAM ABOVE WITH H6-Z CLIP. B u) :z U-) v-
AT DOUBLE BETWEEN FLOORS
TYPICAL ALL POSTS-(U.0-N.)
PLATE
C>
All
. ............ ..
...........
...............
ADDITIONAL- "u
co 9
CS16 STRAP
BETWEEN FLOORS 0
...... HTS�4 AT BEAM- Z
AND CS16 TO r
,,-SSP TOP&BOTTOM AND
u-
GIRDER BELOW z 0
CS'16 TO Y4"x OF SDS SCREWS THROUGH Lu
SHOE PLATE INTO GIRDER !;�
D
BEAM BELOW O.C.
UB BELOW 32
AND SPH6 PH AT DO LE
. . .................. . ....... PLATE&CSi�
AT DOUBLE .........I........... ................. .. rE
BETWEEN 0ORS
PLATE<A SD-7
�\�HTS24 AT BEAM
M d
&CS16 BETWEEN
ADDITIONAL--� ....... SP AT TOP PLATE
CS16 STRAP FLOORS
CS1 6 STRAP ....... >AAND CS16 BETWEEN
BETWEEN FLOORS
AND SPH6 AT DOUBLE BETWEEN FLOORS FLOORS
................................. . ........
PLATE @ 32-O.C,
AnnITIONAI����
p
B
ALONG WALL
.................................
13 ....... ...... .
CS16 STRAP .......
BETWEEN FLOORS
g
AND SPH6 AT DOUBLE ADDITIONAL
PLATE CS1 6 STRAP ....... 5 a
z
DSP AT TOP PLATE 2
BETWEEN FLOORS
L AND CS1 6 BETWEEN
FLOORS
SCALE:
Yg"=T-0'(U.0.14-)
&BOTTOM AN DO NOT SCALE
THIS DRAWING
/4 A 0 2 OuO S REWS,IN 1 0
C n— IS DRAWF
IOFACH� LOORTRUSSBELOW RELEASE DATE:
6-
0:04-13
IREVISIO—NS:
9
DRAWN BY:
CMF
CHECKED BY:
FSS
SHEEr:
THREADED ROD LAYOUT-SECOND FLOOR
S-L�
0
Lu
Lu
W
0
= L?
w
C14
Ig IIIIQ _j
-H8 CLIP AT EACH 2 t 0
u
EXTERIOR FLOOR TRUSS -2xlO TREATED LEDGER ATTACHED #
NN
TO TRUSS wl(2)Y4"x 3 Y2"SDS SCREWS j7,
AT EACH VERTICAL(16'O.C.MAX)
—Eor
F— F03
F06 I —LU28-Z(TYP.)
a. ttK-,--
m cr. cro cr. cr, a, cr, cr. a. �&
C>C c: a c a c C a c Z 0
Li-I.I. ILL ILL ILL LL LL LL ILL LL izIT--0
FOR
0
F07 0 H 7-
-uf F03
F03
NOTE: F07
lz
NO'l
INSTALL H8 CLIP AT EACH F07 F03 BLOCK BETWEEN
—7 fflr Z.
FLOOR TRUSS BEARING OVER FLOOR TRUSSES UNDER fo< 8
Z �Z,
REAR COVERED PORCH F07 F03 BEARING WALLS ABOVE(TYP.) o7 0
J-
M 19
T F03 14A JL z<
F07 rl 1.1 11 FF i 0 —" 11 w-j
If 0
Hill F06 H LU j!
F03 Fla u w t�
III GIRDER
F06 Fig
F03 Lu
0
........... F12
F03
TS24—'� .... . F03 u- m �j
M z
...... H 24 A4-/' w
....... F17 (L
RDE R
Jill !co�, .......
F17
S241
.1 F03 RD I
--=BETWEEN -113
0 F03 4
FLOOR TRUSSES C, 01 c� c� C, ::: z: Z:
F03 ILL LL
C9 AT SHEARWALL I.L LL LL
cr A
w 6
F03
U)
ou
2x FLO
F03 DIST Q 2
Ful
o
C.,
HTS24 AT
\-BLOCK BETWEEN
HTS2tAT TS24 AT SCALE-
FLOOR TRUSSES GIRDER GIRDER X=V-0'(U.C.N.)
AT SHEARWALL DO NOT SCALE
THIS DRAWING
RELEASE DATE:
06-04-13
REVISION&
9 DRAWN BY:
CMF
CHECKED BY:
di FSS
SHEET:
J
LOWER TRUSS LAYOUT
S-8
0
U.
r
z
0
UJI
Lu
0 Lu
w
0
Z Ul
c%&
0,
414%
a.
Loo
s I
cf) Z
co
0
U26(TYP-)
IU-11
VAUL I ED jF.
z
0 FALSE C-5 >uwj
............. (12 CE -ING JOISTS @ 161,O.C. =--'> 8 cr
............ cn 2'.
m FRAME b -
c�A DOWN z 0
0
0 ce) CD
0<
_X -LUS210-3
C4 j z-0
(n,j
VAULTED-i,
,VAULTED F-
C3 3 1 Y4"x 141VL�:LRI�SEP
=L
ZRE:- LL
HU�412
@a 4"OT
2X6 CEIIN G OIJS T( .
m
(3)1 Y4"x 16"LVL RAISED)
mo
2x10 IS DB 6
U210(TYP.) —1jr—
Lu Uj z
o
0 UJI
U- t5
0
CD
........ u c, LLJ
.................... x I G .--:-==�� !4 *, _j ;-, m
_j C-4 CEILM.F31WR.............. �011
::JOISTS 24'O.C. UJI
ui
acIl
.2
x
co 9 9
0
D z
.2
-(3)EVENLY SPACED SCALE:
2X4'RAT RUNS'EXTENDING W=V-0-(U.0,14.)
Do NOT SCALE
MIN.6 THIS DRAW114G
RELEASE DATE-
06-04-13
REVISIONS:
F
3�
9 DRAWN BY:
CmF
CHECKED BY:
FSS
SHEEr:
3�
CEILING L YOUT-SECOND FLOOR
S-9
NOTE: ROOF SHEATHING <
BRACE OVERFRANING TO TRUSSES OR d
RAFTERS AS REQUIRED TO MAINTAIN
MAXIMUM 6�0"SPANS.
I 3Y4 '_�2x(50VERFRAMIING
TOENAILS(TYP)
r
a
5
SIMPSON H3 CLIP A
0
___2x8 No.2 SYP NAILED
TO TRUSS CHORD w/
(5).131*x 3Y4'NAILS p__
p 0
—TRUSS TOP CHORD OR RAFTER Z
cc
uj I-
U.
U.
2X10 RAFTERS 16'O_C� (:K�VECTION-TYPICAL OVERFRAMING AT EXISTING ROOF :9
0
0 0
(3)2x6 POST /-OVERFRAME FRONT PORCH �10
TO BEARING ROOF ONTO UPPER ROOF
Vk"dal Y
co
F'
Z pi
Li tr-
Lu
0
w
0
:z
0
---2x6 RAFTERS @ 24"O�C_
FOR FRONT PORCH ROOF
_Nz
ZR
0
z
!z
<
Z LL
F-Z
BRACE BOV M
WAL TO RAFT�IRS
6 F�
f CA TIL
Lu
REQUIRED
(3)2x6 POST As
<
B RACE,AB EW,, LT( RAF ERS TO BEARING Hi 11 11 0
01 AL L 0
I u_ M
CANTILEVER RIDGE 14'LVL RIDGE Le
AS REQUIRED S 1.4
-(3), — -- I S
2X6 POST '4�m POS 2XI3 I
3
T�BE TING,
TC BEA ING ;;---OB IN
. .... .... .... .... .... .... .... .... ... ...
... ... ... ... (2)1 Y4"x
2X8 RAFTERS 124'O.C,- 11 LVL RIDGE
FOR LOWER PORCH ROOF
... ... ... ... Roof Framing Notes:
2X41POST �2)2x6 POST _6
I ALL CONVENTIONAL FRAMING SHALL BE Ni or BT.SYP
Ti� BE TING, TO BEARING
2. ALL RAFTERS SHALL BE MIN.2x10's A 24"oc.(U.O.N.)
>
3. FASTEN ALL RAFTERS TO PLATES WITH SIMPSON H8 CLIPS .6 0
Z
IS WITH(5)10d x 1Y2"NAILS EACH END. ?6 2
4. FASTEN ALL RAFTERS AT RIDGES WITH COLLAR TIES.FACE-NAIL
COLLAR TIES TO RAFTERS WITH(5).131"x 3)/4'NAILS.
2xl 0 LEDGER WITH 5. FASTEN ALL JACK RAFTERS TO HIPS AND VALLEYS WITH(4)
i SCALE:
(5)0.131'x 3 Y4'NAILS .131"x3y4"TOE-NAILS. E Yg'=V-0-(I.I.O.N.)
6. ALL RIDGES,HIPS,AND VALLEYS SHALL BE(1)NOMINAL SIZE LARGER DO NOT SCALE
@ 16-O.C.(EACH STUD) 0
THAN ADJOINING RAFTERS.(I THIS DRAWING
7. FASTEN RAFTERS TO CEILING JOISTS WITH 13 Y�"NAILS. RELEASE DATE:
8. FASTEN RAFTERS AND CEILING JOISTS TO TOP PLATES WITH(3) 06-04-13
.131'x 3)/4"TOENAILS. REVISIONS:
9. FASTEN ALL HIPS AND VALLEYS TO PLATES WITH(2)SIMPSON MTS12
NOTE: TWIST STRAPS WITH(7)10d x I Y2"NAILS EACH END OF STRAP.
IN LIEU OF THE SPECIFIED COLLAR TIES,
MSTA24 STRAPS INSTALLED ACROSS THE
TOP OF THE RAFTERS CENTERED ON THE RIDGE
MAY BE USED.(5)13"NAILS I SHALL BE DRAWN BY:
INSTALLED ON EACH SIDE(10 TOTAL PER STRAP) CMF
CHECKED BY:
FS
—SHEET:-
ROOF FRAMING LAYOUT IS-10
$2
_!j
NOTFS:
J.-
1 ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED wiTH2x6SPF No.2
STUDS @ 16'O.C.FOR PLATE HEIGHT OF 9--1 X8'-U.O.N.
THE FIRST FLOOR EXTERIOR WALL FINISH IS"FLEXIBLE'(SIDING)-U.O.N.
NOTIFY ENGINEER OF ANY VARIATIONS.
23'-8"
p UJI
U)
19'-2" T-0
0
r-—— ————
Lu
U) LU
z
4"CONCRET�SLAB WITH
6x6 Wl 4xl 14 WWF OR ui
FIBERMESH OVER 6 MIL UJI
z
VAPOR BARRIFR COVERING
K D
GARAGE DOOR NOTES CLEAN,COMPACLTREATED FILL. I
f:�0
'41L SD-1,F
�o 0
I. INSTALL( Z� c- cr
MSTA30 STRAP AT EACH END All
OF GARAGE DOOR HEADER-NAIL STRAP
ci =c? low
c?
INTO HEADER AND JACKS BELOW. ZN 40 m
C14
cli
0) 11
ct) :z Q
2. EMBEDDED STRAP AT EACH END OF GARAGE
DOOR OPENING SEE DETAIL"F"ONSD-1
w
�SDA) ir,
3. 18'GARAGE DOOR SHALL BE RATED FOR A
IFEMBEDDED STRAP AT
MINIMUM DESIGN PRESSURE OF 17A psf--t
GARAGE DOOR OPENING
r
SEE DETAIL'F'ON SD-1
f
SHEARWALL LEGEND.
I L
W!;�
NJ ZO
........... t7-R 'n 9
2)13/4'x 113/8"LV .......... NON-BEARING WALL 0 -
I i pm (DO
2J I ')K 0 9
< U)
2'-84- Z-81fT sa :3 S2
2- 18'-3� 4004 BEARING WALL
WALLLAYOUT lzo cn
r4 Lu y!�j
23'-8" SW_6 Z
SHEARWALLS FASTENED WITH
1 0 LL
FOUNDATION PLAN 8d COM(0.131'x 2y2j NAILS @ �2
_& Lu
6"O.C_ON EDGES AND 12"O-C. 040
W<
ON INTERMEDIATE SUPPORTS. a
F)�
0
m
w
SW-3 P4 ;,-m
RODS @ 4'0.C-MAX W T7'
SHEARWALLS FASTENED WITH
..................... ...... . 8d COM(0.131'x 2 YY)NAILS @
3"O.C.ON EDGES AND 12"O-C-
ON INTERMEDIATE SUPPORTS.
26
SHEATH BOTH SIDES OF WALL z
AT INDICATED SHEARWALL
z
GARAGE DOOR NOTES 2
1- INSTALL(j-)MSTA30 STRAP AT EACH END NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U.O.N.
b
d OF GARAGE DOOR HEADER.NAIL STRAP THREADED ROD LEGEND: WOOD FRAMED HEADER LEGEND:
j SCALE:
INTO HEADER AND JACKS BELOW. X,=l'-O'(I.I.O.N.)
Y8'THREADED ROD FROM FOUNDATION TO DOUBLE SIZE I
0 DO NOT SCALE
PLATE.(4!'MINIMUM EMBEDMENT REQUIRED) OF HEADER THIS DRAWING
2. EMBEDDED STRAP AT EACH END OF GARAGE
DOOR OPENING SEE DETAIL"F"ONSD-1 RELEASE DATE:
(2)2x
THREADED ROD FROM FOUNDATION TO UPPER FLOOR —HEADER 06-04-13
I REVISIONS:
DOUBLE PLATE.(4-MINIMUM EMBEDMENT REQUIRED) i K
KN HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE QUANTITYJ "QUANTITY
OFJACKS OF KING STUDS
HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE.COUPLE
MINIMUM Y2'0 ROD TO HOLDOWN ANCHOR AND CONTINUE NOTE: .8 DRAWN BY:
TO DOUBLE PLATE ABOVE. CMF
ALL WOOD FRAMED LOAD BEARING HEADERS
2. CHECKED BY:
HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE.COUPLE SHALL BE MINIMUM(2)2x6 NO.2 OR BETTER Ifi FSS
SYP_INSTALL MINIMUM(1)JACK AND SHEET-
THREADED ROD LAYOUT MINIMUM Y2'0 ROD TO HOLDOWN ANCHOR AND CONTINUE
TO UPPER FLOOR DOUBLE PLATE ABOVE. (1)KING STUD AT EACH HEADER(U.O.N.)
s—i i
Of
r
Lu
o
Lu
.. ...... .. ... ....... .. ...... .. ...... ... ....... .. ....... . LL
0 Lu
0
w ui
U)
0
2x i FT IRS @ 6'O.C.
z UJ
tl A
S-12 W.
'k S-12 r,
ui
Q-
C
12..CEI,LING JOIST 3 Ca 16..0...
4z
RA
:uj Lo
*'.0 6
*;o> "Z
2xi i P. IFT RS 0 1" I-C-
s�
"' o
>Z6
Ig
Z OF,
CEILING LAYOUT ENDNAIL(2)0.131"x 3Y4'NAILS AT EACH LOOKOUT W
z 0
r
2x6 BLOCKING AT EACH DIAGONAL BRACE Lu
2x6 DIAGONAL BRACE @ 48-O.C.WITH RAFTER(AS NOTED) Z
.O.N-)
(5)0.131'x 3Y4'NAILS AT EACH END(U LL
ROOF FRAMING LAYOUT 2x4 FLATWISE LOOKOUT @ 48-0-C.
ROOF SHEATHING(AS NOTED) FASTEN SHEATHING TO LOOKOUT WITH
SHEATHING END NAILING REQUIREMENTS.
W<
H3 CLIP @ LOOKOUT(TYPICAL)
2x4 L-BRACE AT EACH LOOKOUT MAIL WITH
. U)LL
0.1
31'x 3Y,'NAIL SPF MATERIAL
NOTE ZCEPTABLE
7
MAXIMUM 12"OVERHAN 2x SUBFASM NAIL TO LOOKOUT WITH
(2)0.131'x 3Y4"NAILS
ENDWALL RAFTER NOTCHED FOR FLAT LOOKOUT
NAIL SHEATHING @ 6-O.C.TO RAFTER WITH
O-l3l'x2X'NAILS
NAIL PLATE TO RAFTER WITH 0.131"x 3 X"
.ie 'D.C.
lx4 LATERAL BRACE @ 4 NAILS @ 6
a"O.C.NAILED
TO EACH JOIST WITH(2)0.131'x 3-NAILS PLATE(AS NOTED)
INTO(4)CEILING JOISTS.OVERHANG SOLID BLOCKING AT EACH LOOKOUT LOCATION
MINIMUM 270 AVOID SPLITTING. f
N WITH(4)0.131'x 3Y4'NAILS INTO LOOKOUT
A'RATED SHEATHING CONTILIOUS SCALE:
MINIMUM/ -(U.0
TO BOTTOM OF LOOKOUTS )V l'-O -N.)
IMUM 12'OVERHAN
DO NOT SCALE
77" NAIL JOIST TO GABLE STUDS WITH THIS DRAWING
(4)0.131'x 3 Y4'NAILS @ 16-O.C. RELEASE DATE
TOENAIL GABLE STUDS TO DOUBLE 06-04-13
NOTE RE—VISIONS:
8!-O"SOLID DECKING MAY BE INSTALLED:N LIEU OF PLATE WITH(3)0.131'x 3Y4'NAILS
LATERAL BRACING AND DIAGONAL BRAC NG.. LSTAl 8 STRAP @ 48-O.C.
CEILING JOIST(AS NOTED)
DRAWN BY:
�A SECTION-GABLE END WALL DIAGONAL BRACING 9 CMF
CHECKED BY:
S-12
SHEET: FSS
S-12
BRICK VENEER WITH 1"AIR SPACE
AND WALL TIES BRICK VENEER WITH VAIR �2
SPACE AND WALL TIES (1)#5 CONT. on
CONT.FLASHING;PROVIDE WEEP HOLES SILL PLATE /--FILL JOINT WITH ELASTOMERIC SILL PLATE
@ 33'0�C. CONT.FLASHING:PROVIDE JOINT FILLER
SICL PLATE GROUT AIR SPACE BELOW FLASHING WEEP HOLES @ 33-O.C_ CONCRETE SLAB 9 HEIGHT OF CURB VARIES(8-
2 — GROUT AIR SPACE BELOW F 6"MIN. MAX�)
CONCRETE SLAB ;T co
cli SILL--\— FLASHING CONC
GRADE RETE SLAB
PLATE UL
Z
CONCRETE SLAB GRAD
(1)#5 CONT.
N�
GRADE GRAD
8'CMU STEMWALL WITH(1)#4 48'0.C� AND IN EACH CORNER-
FILL CELL SOLID AT EACH#4 REBAR.
AND IN EACH CORNER. v,
HOOK REBAR 12"INTO UPPER COURSE uj
HLL ULLL SOLID AT EACH#4 REBAR. ;.I UJI
OF BLOCKS AND 6"INTO FOOTING- Lu
HOOK REBAR 12"INTO SLAB AND 6"INTO 11-0. ONE STORY-(2)#5 CONT. z 0) lz
I uj I—
FOOTING. 1'4" TWO STORY-(2)#5 CONT. 0
6
o
,_8 ONE STORY-(2)#5 CONT.
1 ONE STORY-(2)#5 CONT. ONE STORY-(3)#5 CO T. #5 CONT.
11-8" TWO STORY-(3)#5 CONT, V-9. TWO STORY-(3)#5 CONT. 'E Z UJ
_3 e,
SECTION-STEMWALL AT GARAGE
KA-� SECTION-STEMWALL WITH BRICK SECTION-MONOLITHIC WITH BRICK K—D SECTION-MONOLITHIC AT GARAGE ,,pow
Lu
NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT \,�Dl NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. Io-
0
Q)
CONCRETE SLAB
w :z z
. :uj �o
F
I 1v
SILL PLATE
SILL S,
CONCRETE SLAB
x 'LLI 1 45' ........
CONCRETE SLAB P�T
co GRAD�
CONCRETE SLABAN,
GRADE-
GRADE--\
H.-
1)#5 CONT, Zm
MU STEMWALL WITH(1)#4 48-O.C_ G D 1-4 pt
'M
EINFORCEMENT(AS NOTED)
0 Is, zo
<
AND IN EACH CORNER.
'CMU STEMWALL WITH(1)#4
FILL CELL SOLID AT EACH#4 REBAR.
HOOK REBAR 12"INTO SLAB AND 6"INTO w 3�
@48-O.C.AND IN EACH CORNER.
FOOTING. L CELL SOLID AT EACH#4 REBAR.
6' - 11 HOOK REBAR 12"INTO SLAB AND 6" REINFORCEMENT(AS NOTED)
-0. ONE STORY-(2)#5 CONT.
V-8" ONE STORY-(2)#5 CONT� V-4- I VVOSTORY-(2)#5 CONT. V-8- (2)#5 CONT. INTO FOOTING. Lu
V-8- TWO STORY-(3)#5 CONT-
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m
S rE S 0
B ECTION-STEMWALL SECTION-MONOLITHIC ECTION-PAD FOOTING AT PORCH STEMWALL SECTION-PAD FOOTING AT PORCH THICKENED EDGE p M"
\,�Dl NOTE: IFSTEMWALL HEIGHT EXCEEDS 48"CONTACT D 6
NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT z
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
w
�D
BRICK VENEER WITH VAIR SPACE ALTERNATE:MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS(SEE DETAIL R ON SHEET SD-2) uj
AND WALL TIES
—CON STHD14 STRAP NAILED TO
T.FLASHING'PROVIDE WEEP HOLES
@ 33-O.C. BRICK VENEER WITH VAIR SPACE AND GARAGE DOOR POST.
U) _j
GROUT AIRSPACE BELOW FLASHING WALL TIES " P___ ——PA51 STRAP NAILED TO GARAGE EMBED STRAP INTO FOOTING
co DOOR POST.BEND STRAP INTO
1)#5 CONT. CONT-FLASHING;PROVIDE WEEP AS SHOWN.
a z
u_ FOOTING AS SHOWN.
SILL PLATE — X_
HOLES @ 33'0-C- 0 < CL .2
ILL JOINT WITH ELASTOMERIC 0 w
F 6"MIN_ GROUT AIR SPACE BELOW FLASHING of
< ix U)
JOINT FILLER �R (f) Lu Z
2 Z)ILL HEI HT OF CURB VARIES(WMAX.) �,c u-
:3Z Z 0 SCALE:
�_i 1 11.1 OOK INTO FOOTING U5
PLATE CONCRETE SLAB ;z—#4WITH6"H
Lu Y4*=V-0"(U.O.N.)
AND BENT 12"MINIMUM INTO w DO NOT SCALE
CONCRETE SLAB GRAD R, <
GRAD THICKENED EDGE. cl) THIS DRAWING
S= I I I I, I I A I
8"CMU STEMWALL WITH(1)#4 @48-O.C. b ;z, GRADE RELEASE DATE:
I F 06-04-13
.1 49
REVISIONS:
AND IN EACH CORNER.
\1 N
FILL CELL SOLID ATEACH#4 REBAR_ �,�GRAD
77/7
HOOK REBAR 12"INTO UPPER COURSE
K, x x
6.
OF BLOCKS AND 6"INTO FOOTING.
ONE STORY-(3)#5 CO T_
<
TWO STORY-(3)#5 CONT.
V-9"
)NE STORY-(2)#5 CONT-
9 DRAWN BY:
CONT. - CMF
CHECKED BY-
SECTION-STEMWALL AT GARAGE WITH BRICK SECTION-MONOLITHIC AT GARAGE WITH BRICK DETAIL PA51 INSTALLATION(STEMWALL) DETAIL-STHD14 INSTALLATION(MONOLITHIC) SHEET- FS,
NOTE: IFSTEMWALL HEIGHT EXCEEDS 48"CONTACT NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
SD-1
SHOWER AREA -Z STRAPS
SHOWER AREA MONOLITHIC FOOTING (2)MSTAM36 D �j
<> NAIL EACH STRAP TO CRIPPLE STUD
8"CMU STEMWALL WITH(13)10d COM NAILS
7- 3"MAXIMUM OVERHANG FASTEN STRAP TO FOUNDATION
(OPTIONAL)
FORM EDGE 30
PLAN VIEW CONCRETE SLAB WALL WITH(8)kx2k CONCRETE
�3� SCREWS INTO MASONRY OR
PLAN VIEW LL
(8)Y4'x I Y4'CONCRETE r
L AL X/11\/ /�,x SCREWS INTO CONCRETE. a 0
CONCRETE SCREWS SHALL BE Ls�
U)
POWERSTAPPER"WITH PERMA-SEAL
(1)#4 CONT. GRADE�, ,1) CONT- FINISH OR EQUAL.
ul
6"MIN. U STEMWALL WITH(1)#4 @ I
I I \48" C.AND IN EACH CORNER. STRAP SHALL BE COVERED WITH a uj
SILL--\ ,,,,—HEIGHT OF CURB VARIES FE SILL 4 CONT. uj
# SIDING OR STUCCO It
L SOLID AT EACH#4 Ui I--
x FILL CEL z U)
c,4 PLATE 0
PLATE CONCRETE SLAB HEIGHT OF CURB VARIES(8-MAX.) m U)
EB HOOK REBAR 16"INTO NOTE: P
9 6"MIN\ < o
2 ORCH SLAB AND 6"INTO THIS DETAIL MAY BE SUBSTITUTED FOR
.0mommor GRADE-\
I RETE SLAB FOOTING-
9 EITHER THE PA51 STRAP(STEMWALL) Z UJI
x /�CONC OR
GRAD 16
(2)#5 CONT. Is
V-8- THE STHD14 STRAP(MONOLITIJOf' .. Lu
V,
8-CMU STEMWALL WITH(1)#4 @ 48-0�C.
lux
AND IN EACH CORNER. < DETAIL- EMBEDDED STRAP U-NWE
SECTION-PORCH STEMWALL rR
1; a.
FILL CELL SOLID AT EACH#4 REBAR. ///7\//
. I I/ I el� \,�D-2
/7111/gx -2
HOOK REBAR 12"INTO SLAB AND 6"INTO �,�D NOTE IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
FOOTING- ENGINEER FOR ADDITIONAL REQUIREMENTS. U) iz CD
T-0"/ ONE STORY-(2)#5 CONT. , :IA—Lo 1- WZ
vi -.0 0 u -i U�l
ONE STORY-(2)#5 CONT. V-4- TWO STORY-(2)#5 CONT. NOTE: s 0
z
TWO STORY-(3)#5 CONT- SAW-CUT CONTRACTION JOINTS(i.e-CONTROL JOINTS)
AS SOON AS THE CONCRETE HAS HARDENED ENOUGH
NOT TO BE DAMAGED DURING THE CUTTING PROCESS. ........
SECTION-STEMWALL AT EXTERIOR WALL SHOWER SECTION-MONOLITHIC AT EXTERIOR WALL SHOWER (TYPICALLY I-4 HOURS IN WARM WEATHER)
CONCRETESLAB >
NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT 8,-',
ENGINEER FOR ADDITIONAL REQUIREMENTS. Z OF, 0
000 Z5
P-4= Z
SAW z
FILL CUT WITH 1"DEEPxY8"WIDE
ELASTOMERIC CUT AT DENOTED
. z 2
FILLER LOCATIONS- ui 5E L'i
(l)#5 CONT. t�E �-z
CONCRETE SLAB GRADE-\ J
SILL- 8"CMU STEMWALL WITH(1)#4 @
1 0 u-
CONCRETE SLAB
PLATE 48"O.C.AND IN EACH CORNER.
FILL CELL SOLID AT EACH#4
REBAR,HOOK REBAR 16"INTO
All, 'GRAD
CH SLAB AND 6"INTO (0-
FOOTING.
CONCRETE
(2)#5 CONT. i7j
(1)#5 CONT. w
V-4- ONE STORY-(2)#5 C NT-
L---] 94
V-8- -' TWO STORY-(3)#5 CONT.
--� SECTION-TYPICAL SAW-CUT CONTROL JOINT
SECTION-PORCH STEMWALL WITH BRICK K-T
rH`� SECTION INTERIOR BEARING I/�K SECTION THICKENED EDGE 1\�2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT �D2
u�
�D2 �D2 ENGINEER FOR ADDITIONAL REQUIREMENTS.
3
<.
,,,—BEARING POST(AS NOTED) SCALE:
CURB HEIGHT VARIES Y4-=V-0-(LI.O.N.)
[-CONCRETE SLAB CONCRETE SLAB 9 DO NOT SCALE
SILL CONCRETE SLAB 1 IS DRAWING
PLAT CURB HEIGHT VARIES 2 RELEASE DATE.
06-04-13
jr7 . ,
LL. U) :Lj TZEVISIONS:
<
A-
z
AS NOTED REINFORCEMENT(AS NOTED) (1)#4 CONT.
NE STORY-(a#5 CONT. DRAWN BY:
9i CMF
3)#5 CONT. -9
CHECKED BY:
SECTION-NON-BEARING STEPDOWN FSS
SECTION-BEARING STEPDOWN SECTION-INTERIOR BEARING PAD FOOTING SD-2 SHEET:
V SD-2
,�Dl
W.
ROOF COVERING(BY OTHERS)
ROOFTRUSSES—
CORNICE DETAIL
DOUBLE PLATE (BY OTHERS)
NUT WITH Xx YX Y4'WASHER
ALTERNATE�SIMPSON LBPS Y2 SLOTTED
WASHER WITH 1"CUT WASHER.
5
.1 U.
%'0 THREADED ROD 0
Xle OR'V3f RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
'Y3-RAT D PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF
32 E
SIMPSON Y8'0 X 6 Y4'TITEN HD ROD COUPLER 2x SYP#2SUBFASCIA WITH '/3f RATED SHEATHING,EXPOSURE I-METAL ROOF
Lu
Lu
WITH 1"CUT WASHER (2)0.131 x 3 A'ENDNAILS AT TRUSS FASTEN WITH 0.113-x 2 YV RING SHANK (1)
NAILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS. uj LU
GYPSUM BOARD
CONNECTOR AT EACH TRUSS im
(SEE TRUSS CONNECTION SCHEDULE) UJ
(2)2x SYP#2 DOUBLE PLATE(U.O.N.)
i-j 0
uj
/�c DETAIL-THREADED ROD ASSEMBLY '--GYPSUM BOARD
SD-3 4Q w
RATED SHEATHING,EXPOSURE 1.
4 4�-* —
FASTEN WITH 0.131"x 2 Y2'NAILS @ 6"O.C.ON c')
W. U)
EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
(U.O.N.)(BLOCK ALL EDGES) Lu
,-2x SPF#2 STUDS@ 16-O.C--U.O.N.(SEE WALL LAYOUT)
0
Z
NUT WITH 1"CUT WASHER
2x SPF#2 SOLE PLATE(U.0-N.)NAIL TO RIM
ROOF COVERING(BY OTHERS) BOARD WITH 0.131'x 3 Ye NAILS @ 6"O.C.
ROOF TRUSSES 0
CORNICE DETAIL 2%2'RATED STURD-1-FLOOR(T&G)SHEATHING p
I W g
(BY OTHERS) GLUED AND NAILED.FASTEN WITH 0.131'x 2 Y2"RING 8
SHANK @ 6-O.C.ON EDGES AND 12�O.C.IN THE 7K 0
Z
E
FLOOR JOIST(I-JOIST SHOWN,SAWN .3 �� � o
JOIST SIMILAR-SEE SECTION"G"ON u-
SD4 FOR OPEN WEB TRUSS) 0
Lu
X16'OR'Y3f RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
'Y
2x SYP#2 SUBFASCIA WITH 327 RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF GYPSUM BOARD Lou
'Y32'RATED SHEATHING,EXPOSURE I-METAL ROOF <
FASTEN WITH 0.113"x EE t2
(2)0.131'x 3 Y4'ENDNAiLS AT TRUSS 2%'RING SHANK RIM BOARD 0
NAILS @ 6'0,C�ON EDGES AND INTERMEDIATE SUPPORTS.
NAIL JOIST TO PLATE WITH(2)0.131'x 3 Y47 TOENAILS
GYPSUM BOARD LL D1
X:
(2)2x—SYP#2 DOUBLE PLATE(U-O.N.) a.
:Z)
CONNECTOR AT EACH TRUSS
(SEE TRUSS CONNECTION SCHEDULE) TOENAIL RIM BOARD TO PLATE WITH
(2)2x—SYP#2 DOUBLE PLATE(U.0-N-) 0.131'x 3 Y4'NAILS @ 8"O.C.
z
THREADED COUPLING AS REQUIRED
GYPSUM BOARD
GYPSUM BOARD ss 'I
2x SPF#2 STUDS@`16"O.C.-U.O.N.(SEE WALL LAYOUT)
2x— PF#2 STUDS @ 16'0.C.-U.0-N.(SEE WALL LAYOUT) 19
z
g
Yle RATED SHEATHING,EXPOSURE 1.
---� ie"RATED SHEATHING,EXPOSURE 1.
_,----FASTEN WITH 0.131"x 2 Y2-NAILS @ 6-O.C.ON
FASTEN WITH 0.131-x 2 Y2'NAILS @ 6-O.C.ON
EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS- EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. SCALE:
(U.0.N.)(BLOCK ALL EDGES) (U.O.N.)(BLOCK ALL EDGES) F5
%'=l'-O"(U.O.N.)
DO NOT SCALE
THREADED ROD ASSEMBLY AT THREADED ROD ASSEMBLY AT .9 THIS DRAWING
NOTED SPACING(SEE DETAIL-C- NOTED SPACING(SEE DETAIL�C- RELEASE DATE:
THIS SHEET)
THIS SHEET) 0&04-13
2 7E—VISIONS
2x—TREATED SYP#2 SILL PLATE WITH 9
INSET WALL Y27 FOR STUCCO SIMPSON Y8'x 6'TITEN HD(OR TITEN HD ROD COUPLER) INSET WALL Y2'FOR STUCCO 2k-TREATED SYP#2 SILL PLATE WITH E�
APPLICATIONS WITH I-CUT WASHER@ 24-O.C. APPLICATIONS SIMPSON%'x 6'TITEN HD(OR TITEN HD ROD COUPLER)
WITH 1-CUT WASHER @ 24-O.C.
SEE FOUNDATION DETAILS 1! DRAWN BY:
SEE FOUNDATION DETAILS
T- C
SECTION-TYPICAL EXTERIOR TWO STORY WALL CHECKED BY:
SECTION-TYPICAL EXTERIOR ONE STORY WALL rB SHEET: FSS
rA
�SD-3)
SD-3-,
dl
SILL PLATE(BELOW) gj
2x CORNER FRAMING FULL
8
HEIGHT STUDS(TYPICAL)
2x SPF#2 SOLE PLATE(U.O.N.)NAIL TO BAND (2)ROWS OF 0.13 1'x 3 Y4'
NAILS @ 12-O.C.
BOARD WITH 0.131'x 3 Y4'NAILS@ 6"O.C. 1
777 STAGGERED(TYPICAL)
BAND BOARD
E
2x6 OR 2x8 FRAMED WALL u-
-SILL PLATE(BELOW)
OPEN WEB TRUSS 2x4 CORNER FRAMING FULL HEIGHT STUDS
MINIMUM OF(3)2X4 BLOCKS 12'LONG NAILED LLI
LLI
SHEATHING CONTINUOUS FROM BAND BOARD WITH(4)0A31'x 3 Y4'NAILS TO EACH ADJACENT ce
W uj
TO UPPER PLY OF DOUBLE PLATE. FASTEN WITH 0 2
STUD
EDGE NAILING REQUIREMENTS OF UPPER WALL o
ALTERNATE:INSTALL SOLID STUD IN THIS
TOENAIL TRUSS TO PLATE WITH 7/ SPACE =
Lu
(2)0.131-x 3 Y4'NAILS 2x4 CORNER FRAMING FULL HEIGHT STUD 04
0
DOUBLE PLATE(U.O.N.) (2)ROWS OF 0A 3 1"x 3 X" Lu
ul
NAILS @ 12-O.C.
2x4 FRAMED WALL
'4;4
SECTION-TYPICAL OPEN WEB FLOOR TRUSS rF SECTION-TYPICAL FRAMING AT 900 CORNERS a.
z -C,
SD-4 �4
lk Z'Z
LA
(D
NAIL SCAB TO TOP CHORD WITH 6
1� Z
(4)0.131'x 3 Y4'NAILS s
ROOF OR FLOOR FRAMING(AS NOTED)--,,,
-7e
---ADD 2X4 VERTICAL SCAB IN EACH
TRUSS IF NO WEB IS PRESENT CONNECTOR IF NOTED
(SEE CONNECTION SCHEDULE)
0
UPLIFT CONNECTOR(AS NOTED) (3)0.131'x 3 Y4' NAILS TYPICAL AT rlifill. 11
EACH TRUSS
0
2X4 SPF BLOCKING-NAIL WITH(2) Z
2X4 X-BRACE ACROSS LENGTH OF
0.131'x 3 Y4'NAILS AT EACH END SHEARWALL 2
(END NAIL OR TOENAIL) i
NAIL SCAB TO PLATE WITH(3) o
0
Lu
0.131'x3k TOENAILS
GYPSUM BOARD
—TRUSS(AS NOTED)
El Lu
TRUSS BOTTOM CHORD 2X4 BLOCKING BETWEEN TRUSSES (2)2x—SYP#2 DOUBLE PLATE(U.O.N.)_// i x 0
N
AIL PORCH SHEATHING AS NOTED TOENAILED TO DOUBLE PLATE WITH
0.131"x 3 Y4'NAILS @ 4-0-C.
2x SPF#2 STUDS@ 16-O.C.-U.O.N U) z
EXTERIOR FRAMED WALL DOUBLE PLATE
(SEE WALL LAYOUT)
MINIMUM Y16'RATED SHEATHING,
EXPOSURE I FASTEN AS NOTED
ON WALL LAYOUT(BLOCK ALL EDGES)
SECTION-EXTERIOR WALL PERPENDICULAR TO TRUSS SECTION-INTERIOR SHEARWALL PERPENDICULAR TO TRUSS
--GYPSUM BOARD
SECTION ONLY APPLIES WHEN REFERENCED
THREADED ROD ASSEMBLY(IF NOTED) z
INTERIOR SHEARWALL(IF NOTED)SHALL
< 0
USE'/16'RATED SHEATHING FASTENED 6
NAIL EACH END OF BLOCKING TO
z ZZ, AS NOTED.
TRUSS(AS NOTED) BOTTOM CHORDS WITH(3)0131'x 3 Ye
INSTALL 2x4 BLOCKING BETWEEN 2x TREATED SYP#2 SILL PLATE WITH SCAUE-
TRUSS BOTTOM CHORDS @ 12'O_C_ r W=1'-V(U.O.N.)
2X4 SPF NAILER-NAIL TO TOP PLATE WITH I
0.131'x 3Y4'NAILS @ 6-O.C. SIMPSON Y8'x 6'TITEN HD @ 48'O_C_MAX. DO NOT SCALE
A THISDRAWING
BOTTOM CHORD OF TRUSS I
L 2x—SPF#2 SOLE PLATE RELEASE DATE:
NAIL EACH BLOCK TO DOUBLE PLATE WITH(3) 06-04-13
/ WITH 0.131'x 3 Y4'NAILS REVISIONS:
0.131'x 3 k NAILS @ 8-O.C.-U.O.N. 9
NAIL PORCH SHEATHING AS NOTED y
A�' EXTERIOR FRAMED WALL DOUBLE PLATE FLOOR BEAM(AS NOTED)
------MINIMUM X16'RATED SHEATHING,
EXPOSURE I FASTEN AS NOTED
ON WALL LAYOUT(BLOCK ALL EDGES) SLAB ON GRADE CONDITION RAISED FLOOR CONDITION DRAWN BY:
CMF
SECT CHECKED BY:
(`E_--� SECTION-EXTERIOR WALL PARALLEL TO TRUSS rii'� SECTION-INTERIOR SHEARWALL PARALLEL TO TRUSS ('-K ION-TYPICAL INTERIOR BEARING AND/OR SHEARWALL FSS
SHEET:
SD-4 �'�4 THIS SECTION ONLY APPLIES WHEN REFERENCED
SD-
TYPICAL HEADER TO KING STUD CONNECTION(SEE TABLE) (2)2x-SYP#2 DOUBLE PLATE(U.O.N.)NAIL
(TYPICAL DOUBLE PLATE SPLICE) a PLATES WITH 0.131"x 3'NAILS @ 8"O.C.
48"MINIMUM SPLICE LENGTH NAIL EACH PLY OF KING AND JACK STUDS TOGETHER
JOINT IN LOWER PLATE JOINT IN UPPER PLATE STAGGERED Z3 n
MINIMUM NAILING OF THREADED ROD ASSEMBLY CENTERED WITH 0.131-x 3 Y4-NAILS @ 6-O.C.STAGGERED TYPICALSTUDTO STUD TO PLATE NAILING* 3 0
('16)0.131'x 3'NAILS IN THIS ZONE. ON SPLICE IN PLATE OR THREADED ROD (TYPICAL) DOUBLE PLATE _7 TYPICAL FRAMING AT CHANGE IN 9
8"MAX. x\1 ASSEMBLY WITHIN 12"ON EACH SIDE OF JACK STUD AND KING CONNECTION L PLATE HEIGHT STUD SIZE END NAIL TOENAIL-
6�MAX. JOINT. 6*MAX. STUD REQUIREMENTS \\ I ANGE IN
(SEE WALL LAYOU __�—MSTA36 STRAP CENTERED ON CH 2x4 (2) (3)
a a— PLATE HEIGHT
r
2x8 (4) (5) 5
9 LL.
I o
LTHREADED ROD ASSEMBLY WITHIN 2x1 0 (5) (6)
G"OF SPLICE IN LOWER PLATE 2X4 BLOCKING BETWEEN STUDS TOENAIL
ALTERNATE:IF ROD IS GREATER -NAIL EACH PLATE LCK STUD OR ENDNAIL EACH END TO ADJACENT
THAN 6'FROM SPLICE-ADD STUD WITH(3)0131'x 3 A"NAILS ALL NAILS NOTED ARE 0.131'x 3 Y4'
SSP AT SPLICE. WITH(3)0.131'x 3 A'NAILS-TOENAIL ... LU
OR ENDNAIL(TYPI Lu
W Lu
'�_2x SPF#2 STUDS@ 16-O.C.(U-O.N.) o" 0 iz
Z,, m
(SEE WALL LAYOUT) 2 Ul t-
HEADER NAILING REQUIREMENTS CIA
L)
6 (3)NAILS PER PLY LL. Lu UJ
DOUBLE SILL REQUIRED WHERE OPENING 2x if#
C
WIDTH EEDS6
THREADED ROD ASSEMBLY AT 2x8 (4)NAILS PER �o
NOTED SPACING
2x10 (5)NAILS
JOINT IN SILL PLAT�" 2x12 (6)NAILS
2x TREATED SYP SILL PLATE
9Y2'LVL (5)NAILS,=TE PWIJ to
rT_
I 11/8.LVL (6)NAILS F�
z
14'LVL (7)NAILS PE
SIMPSON Yex 6'TITEN HD TYPICAL STUD TO SILL PLATE —— ip
-z >w
�THREADED ROD ASSEMBLY CONNECTION 16"LVL (8)NAILS PER Pllk*",:�
0
(BEYOND) BUILT-UP POST(WHEN NOTED ON WALL LAYOUT) III[W
BUILT-UP CORNER POST SIMPSON Yex 6 Y4'TITEN HD ROD COUPLER
NAIL EACH PLY WITH 0-1 31*x 3 Ye
NAILS @ 6-O.C.STAGGERED <
U)
DETAIL-TYPICAL WALL FRAMING CONDITIONS r 0 'n W
z
Z
ti D
12'MAX.
f4Lu
u. U-
INSTALL MSTA24 STRAP
LOOPED OVER DOUBLE
32'O.C.-
INSTALL DSP CLIP @ PLATE.NAIL TO CRIPPLE ON
EACH SIDE WITH(6)
MAXIMUM SPACING (U.O.N.)
.131-X 1 Y2'NAILS.
—DOUBLE PLATE
STRAP CRIPPLE
ig
JACKS AND KING STUDS TO HEADER WITH
(AS NOTED)
LSTA18 STRAP
Z
HEADER(AS NOTED) .2 <
2x BLOCKING(TYPICAL)
(3)0.131'x 3Y4'TOENAILS AT EACH END -------- ------- -- THREADED
A& THREADED T-1———T-1 71———71 7 F_ 7--n———T-F _Fj———T1_ _F F_ SCALE:
I I I I I I I I I I ROD ASSEMBLY r T-0-(U.0,N)
ROD A�
WAYIPLIECA SILL PLYTO KING STUD SSEMBLY
DO NOT SCALE
WITH(3)0.131"x 3 Y4'NAILS-TOENAIL THIS DRAWING
OR ENDNAIL(TYPICAL) NOTE: NOTE: I
I I I I 1 2 RELEASE DATE:
THREADED ROD ASSEMBLY THREADED ROD ASSEMBLY -1 06-04-13
BEVEL BLOCKING AS REQUIRED FOR MINIMUM I NOT REQUIRED AT GARAGE NOT REQUIRED AT GARAGE 2 REV10--N—S:
Y2�NAIL PENETRATION INTO MAIN FRAMING DOOR OPENINGS(U.O.N.) 9-
DOOR OPENINGS(U.0-N-)
MEMBERS.(TYPICAL) IF
+
(2)2x SILL
LL_
ANCHOR BOLT AS REQUIRED ANCHOR BOLT AS REQUIRED
SHEATHING MAY CANTILEVER UP TO 2" 1!
MAXIMUM PAST SUPPORTS.ALL WINDOW 9 DRAWN BY:
FLUSH HEADER CONDITION DROPPED HEADER CONDITION
ATTACHMENTS MUST BE ANCHORED INTO 2X_ CMF
MEMBERS. CHECKED BY:
DETAIL-TYPICAL ARCH TOP OPENING DETAIL-DOUBLE PLATE STMPPING OVER WIDE OPENINGS SHEET: S
THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
—5
101 D
Ld
LAST TRUSS IN ROW REQUIRING BRACING
END VERTICAL BRACING REQUIREMENTS NAIL DIAGONAL BRACE TO BLOCKING WITH(3)NAILS
8 :) . �2
BRITTLE FINISH FLEXIBLE FINISH 2x4 BLOCKING-TOENAIL OR ENDNAIL
BRACING 16'O-C. 24"O-C. 16"0 EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING
.C. 24"O-C- (3)NAILS NAIL DIAGONAL BRACE TO INTERMEDIATE
_j
NONE REQUIRED 0*TO 53" O'TO 47' 0"TO 67" 01 TO 59" WEBS WITH(2)NAILS
ROOF SHEATHING
2x4 SPF No.2 DIAGONAL BRACE
2x4 L-BRACE 54'TO 114* 48"TO 99" 68"TO 145" 60"TO 126" LLI
ROOF TRUSS(BY OTHERS)WITH (TYPICAL AT EACH END OF AE
E
24"0 C 16"0 C
0.TO 47- 0.TO 67
48"To 99- 68"To 145'
11-Til
I
i CONTINUOUS LATERAL BRACING) LLJ
2x6 L-BRACE 115"TO 182" 100"TO 158' 146"TO 232" 127"TO 201' BRACE(IF REQUIRED) _j
NOTE� NAIL DIAGONAL BRACE TO TRUSS
—TO REPLACE(1)ROW OF LATERAL BRACING
BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER i INSTALL 2x4 No-2 SYP T-BRACE NAILED TO WEB WITH(3)NAILS
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL, I EACH PLY OF TRUSS WEB AT 6"O.C.WITH CONTINUOUS LATERAL BRACE(QUANTITY
BRICK VENEER,ETC. 1.1
----RATED ROOF SHEATHING I I < 0.131"x 3"NAILS TO REPLACE(2)ROWS OF AND LOCATION DEFINED BY TRUSS SHOP Z Lu
< Lu
DRAWING-) 75 U)
__-2x__L-BRACE NAILED TO i LATERALBRACING INSTALL 2x6 No.2 SYP Lu
i
VERTICAL WEB WITH T-BRACE NAILED TO EACH PLY OF TRUSS NAIL CONTINUOUS LATERAL BRACE TO
0.131"x 3"NAILS @ 6"O.C. ------- --- WEB WITH 0.131"x 3"NAILS @ 6"O.C. EACH TRUSS WEB WITH(2)NAILS o
------- ---
LLI VERTICAL WEB IN GABLE ROOF TRUSSES(BY OTHERS)
C4
END TRUSS NOTES: _j
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j�U11111jull", -9 -I- UJI �_j
2x-LOOKOUTS AT 48"O.C. (3)TRUSSES M 41MUM i 1) CONTINUOUS LATERAL BRACES 40kV.1*111121 a
w NOTE: '�S LATERAL BRIP, i
ui �6R CONTINU( Q_
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CE No-3 SYP OR 2x4 No-2 SPF OR R(U.O...
C_ T-BRACING TO BE USED WHEN CONTINUOUS ozo
1 R 24"0.
LATERAL BRACING IS IMPRACTICAL. 3
z SPACING(SEE TABLE)
2) ALL NAILS SHOWN SHAL4%p?,*i' NAIL S-
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(U-O.N.)
cn
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DETA 9N
/,'�B SECTION TYPICAL T-BRACE rc IL-TYPICAL LATERAL TRUSS 6RACING i co) z
DETAIL-TYPICAL VERTICAL BRAC
rA ING AT GABLE END
SD-6
0
u
2x4 SYP BLOCKING BETWEEN 4'NAILS NUT&3 x 3"xY4"WASHER
LOOKOUTS H2.5A AT EACH LOOKOUT NAIL BRACE TO BLOCKING WITH(5)0.131"x 3 Y 4'TOENAILS AT EACH (SEE THREADED ROD ASSEMBLY DETAILS.) 0
2X4 LOOKOUTS @ 48-O.C.FOR v 1*111.4
EXTERIOR SHEATHING SHALL LOOKOUT TO TOP CHORD OF TRUSS.
(3)0.131-X 3 Y
OVERHANG Z:2X6 BLOCKING BETWEEN TRUSSES J�I�TH ____12"LONG2x SCAB(MATCH BOTTOM CHORD)WIV0*11111111111till b 17,
BE NAILED TO BOTTOM CHORD (3)0.131"x 3 Y4'NAILS EACH END SPACERS-ffA_IL W/(3)0.131"x 3"NAILS 0
---ROOF SHEATHING(AS NOTED) 2x4 BLOCKING REQUIRED BETWEEN 1-4
OF TRUSS WITH
-ROOF SHEATHING(AS TEDJ---' LOOKOUTS <
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0.131'x 2Yl'NAILS@ 6' C. BOTTOM CHORD OF GABLE END TRUSS
(U.O.N.ON WALL LAY LIT) 2x-BARGE RAFTER Ln
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BALLOON FRAMED STUDS THREADED ROD ASSEMBLY !R M
-9 0
(AS NOTED) FASCIA(BY OTHERS) i C LL
-----SINGLE PLATE NAIL TO TRUSS SECTION A-A 2x4 LOOKOUTS @ 48'0_13� w w
BOTTOM 2x4 LOOKOUTS @ 48"O.C. _§ 0 a.
CHORDWITH 0-131"x 3 X" FOR OVERHANG
NAILS @ 6-O.C.
H3 CLIP OR EQUAL AT EACH H2.5A AT EACH LOOKOUT
0
LOOKOUT I
GABLE END TRUSS(DROP GABLE)
---ROOF SHEATHING(AS NOTED) �D
2X6 BRACE SPACED @ 48�O.C.UNLESS P:41
OTHERWISE NOTED ON ROOF LAYOUT. TOP CHORD OF GABLE END
TRUSS
DETAIL-BALLOON FRAMED GABLE END(LOW CEILING VAULT) ADD 2X4 T-BRACE NAILED @ 6-O.C. 2
VERTICAL WEB OF GABLE END
INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH 'x 2 Y2'NAILS IF BRACE
WITH OA31
LENGTH EXCEEDS 9-0'. TRUSS
H2.5A AT EACH LOOKOUT
Z
NUT&3'x 3'X Y4'WASHER .2 - I
2X4 LOOKOUTS @ 48-O.C.FOR z
OVERHANG A
ROOF SHEATHING(AS NOTED) 12"LONG SCAB I SCALE:
2X4 SYP BLOCKING BETWEEN (MATCH BOTTOM CHORD) I %'=l'-0'(U.O,N.)
9 DO NOT SCALE
LOOKOUTS WITH Y2'SPACERS
I THIS DRAWING
---BALLOON FRAMED STUDS RELEASE DATE
(AS NOTED) SEE DETAIL"G"ON SD-6 06-04-13
. \ GBC CLIP-(2)REQUIRED AT EACH BRACE BOTTOM CHORD OF GABLE REVISIONS:
DOUBLE PLATE GYPSUM BOARD CEILING END TRUSS
INTERIOR VAULT TOENAIL BOTTOM CHORD OF DOUBLE PLATE
--.---EXTERIOR SHEATHING SHALL BE TRUSS TO DOUBLE PLATE WITH (2)2x
0.131"0X"NAILS@ 8"O.C. THREADED ROD ASSEMBLY
NAILED TO UPPER PLY OF NOTE:
DOUBLE PLATE WITH --,,"-2x4 DRYWALL BACKING INSTALLED
ALL MEMBERS SHALL BE#2 SYP. 2x STUDS
9 DRAWN BY:
0_l3l'x2y2'NAILS @6'0-C. CONTINUOUSLY BETWEEN BRACES f - CMF
(U,O-N.ON WALL LAYOUT) CHECKEDFBY-
SS
SHEET_
DETA -9
r-E IL-BALLOON FRAMED GABLE END(HIGH CEILING VAULD_ rF SECTION-GABLE END DIAGONAL BRACING SECTION-PLATFORM FRAMED GABLE END
�,�-6 INTERIOR CEILING PITCH EXCEEEDS Y2 OF EXTERIOR ROOF PITCH THREADED ROD NOT SHOWN FOR CLARITY SD-6
NOTE: INSTALL SPH CLIPS AT 32"O.C.AT DOUBLE
ATTACH DOUBLE PLATE TO STUD PER PLATE �2
DETAIL"G"ON SD-7 ALTERNATE:MSTA24 STRAP LOOPED OVER
2
UPPER LEVEL STUD EXTERIOR BEAM(AS NOTED) DOUBLE PLATE NAILED WITH(6)10d x 1 X2'NAILS
INTO EACH SIDE OF STUD
CS1 6 STRAP(CUT TO LENGTH)FROM UPPER DOUBLE PLATE
UPPER LEVEL STUD
STUD TO BEAM BELOW @ 32-O.C.(U-O.N.).
NOTCH BEAM AS REQUIRED TO CS1 6 STRAP(CUT TO LENGTH)FROM UPPER E
NAIL INTO UPPER STUD WITH(11)10d AND NAIL
STUD TO HEADER BELOW @ 32'0�C,(U.O.N.).
INTO BEAM WITH(11)1 Od NAILS. FIT BENEATH DOUBLE PLATE
LU
NAIL INTO UPPER STUD WITH(11)10d AND NAIL -4
----BEGIN NAILING I"MINIMUM ABOVE SOLE PLATE I a
BEAM BEARS ON(2)2x JACKS INTO HEADER WITH(11)1 Od NAILS. j W
-----BEGIN NAILING 1"MINIMUM BELOW TOP OF (TYPICAL-U.0-N-) BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE 0
BEAM I I.-
CONDITION: I NAILING NOT REQUIRED BETWEEN UPPER SILL 0 LU
LU LU
BEAM(AS NOTED) (NOTCHED BEAM) PLATE AND LOWER DOUBLE PLATE. z V)
Z UJ
FLOOR SYSTEM(AS NOTED)
0
DETAIL-CONNECTION OF UPPER LEVEL STUD OVER BEAM BEGIN 3:
NAILING I"MINIMUM BELOW DOUBLE Uj
PLATE
SD-7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
0
DOUBLE PLATE
NAIL SHEATHING TO DOUBLE PLATE WITH
MONOLITHIC FOUNDATION-EXTERIOR (2)ROWS OF 0.131'x 2Y2'NAILS @ 6-O.C.
---LOWER LEVEL HEADER(AS NOTED)
NAIL SHEATHING ALONG BOTTOM OF HEADER 3-O.C_
Y8'x 8'TITEN HD SCREW ANCHOR
C/)
or 3/8"x 6"SCREW ANCHOR BY HURRI-BOLT,INC. INSTALL DSP CLIPS @ 24'O.C.OR CO Z p
ALU
or Y8"THREADED ROD SET 4 X2'INTO ADHESIVE SPH (@ 32-O.C. DE 0A U)*0 Q 6
STEMWALL FOUNDATION-EXTERIOR EXTERIOR BEAM(AS NOTED) K_G TAIL-CONNECTION OF UPPER LEVEL STUD TO HEADER BEL...,., 0__ -,;-
> z
Y2'THREADED ROD SET 7'INTO ADHESIVE DOUBLE PLATE THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
BEAM INSTALLED BENEATH DOUBLE PLATE
INTERIOR APPLICATIONS-
BEAM BEARS ON(2)2x JACKS
............
IF EDGE DISTANCE EXCEEDS 5" N \ >
(TYPICAL-U.0-N-) ilff
USE MONOLITHIC CONDITION Metal Connector Fastening Schedule < "1'8 cr.
CONDITION: 2 Simpson ID USP ID Uplift Capacity(lbs) Fasteners L11 -4 0 i
Anchorage(111,11.0.N.) Of 0519
VPA1 0
A35 n/a (12)0.131"x 1 Y." ri = (90
ABLI44-Z (12)0162"x 2V or(12)0162'x 3%' 5iF wl 7"embed 2 z
(DROPPED BEAM) PAI-144-TZ T200(SYP)
M
ABU66-Z PAU66-TZ 2300(SY P) (12)0162"x 2Y.'or(12)0162'x 3%' 5YS"wl 7'embed <
D CS16 R�S�1511 1705(SY P or SPF) (11)0 148"x 3"in each end-�22)total nia U_
rB ETAIL-TYPICAL DTT2-Z INSTALLATION DETAIL-EXTERIOR BEAM TO WALL CONNECTION , T, z 0
DSP _2 775(SYP or SPF) (8)0.148"x 11A*into studs LLJ
SC-7) (USP DTB-TZ SIMILAR) (6)0148'x liv into double plate Z
DTT2Z DTB-TZ 2145(SYP)1835(SPP) (8)y,X 11/2"SDS 1/2'w/4Y,"embed(mon
o)and 7"embed(stem)
BC 's 0 1L
HC520 We (5)0131'x lVinto gable brace We
MONOLITHIC FOUNDATION-EXTERIOR (7)0.131*x 21/2'into double plate V
n/a.use RT7 =UJI
600(SYP) (5)0.131'x 2%'m each end-(10)total n/a 0
Y2ff x 12"TITEN HD SCREW ANCHOR ALTERNATE ANCHOR: H2.5T n/a us a RT7 645�SYP or SPF) (5)0 131'x 1%'in each end-(10)total nia
H3 RT3A 455(SYP) (4)0.131*x 2%*in each end-(8)total We
or Y8"THREADED ROD SET 7"INTO ADHESIVE
H6 LFTA6 950(SYP)820(SPF) (8)0.131'x 21/2'in each end-(16)total n/a
Y2'x 6'TITEN HD 0 "o
H8 RT8A 745(SYP) (5)0 148'x 1 Vin each end-(10)total ril o L� M
STEMWALL FOUNDATION-EXTERIOR BEAM (MECHANICALLY GALVANIZED) HDO8 n/a.us E)LJPHD8 7630(SYP)5495(SPF) (20)%"x 3"SDS 7/8"w/15'embed(SET epoxy only)
(AS NOTED)
X8'THREADED ROD SET 12'INTO ADHESIVE WITH 2'x X8'WASHER HDU5 PHD5__ 5645(SYP)4065(SPF) (14)%"x 2VSDS 518"wf-7'embed(mono)and 12'emb.d(stem)
H6 CLIP FROM HDUB PHD6 6970(SYP)5020(SPF) 20)%")(S'SCS 7�8'1 wl 15'embed(SET epoxy only) �D
INTERIOR APPLICATIONS- POST TO BEAM HE IA16 HTA16 1810(SYP) (10)0 148"x 1 Y.' 4'embed
HTS20,HTS24 or HTS30 HTW20.HTW24 or HTVV30 1450(SYP)1245(SPF) (10)0.148"x 3"in each end-(20)total n/a
1711TSN�16 or HTSM20 HTVVM 16 or HTWM20 1175(SY P) (8)0 148'x 3"into wood n/a
IF EDGE DISTANCE EXCEEDS 5"USE LAP BEAM PLIES AND
Y2'x 12'TITEN HD SCREW ANCHOR NAIL AS SHOWN-(5) 1 4"x.1-V Titan into concret I e
(4)Y
or/8'x 8'TITEN HD SCREW ANCHOR 0-131'x 3 X"NAILS PER PLY HTT4 HTT4 4235(SYP) 36To7sPFj (13)0.162"x 2Y.'
518"wl 7'embed(mono)and 12'embed(stem) X
5 HTT5 5090(SYP) 4375(SPP) (26)0 162"x 2Y2' 5,18"wl 7'embed(mono)and 12'embed(stem- - _�j
or/8"THREADED ROD SET 6"INTO ADHESIVE z
-wa- (12)0.131"x 1%'
PT POST(AS NOTED) LTP4 MP41F
-1-S-TA18 LSTA 18 1235(SYP)1110(SPF) (7)0.148'x Fin each end-(14)total n1a
LTS 12 LTW 12 775(SYP)665(SPF) (8)0.148'x Fin each end-(12)total D Z
��c DETAIL TYPICAL HTT5 INSTALLATION HIS CLIP FROM POST -nja g "6 111?
MSTA24 M STA24 1640(SYP)1455(SPF) (9)0 148'x Fin each end-(18)total nia
TO BEAM -STAM24
SD-7 (USP PHD5 SIMILAR) M STAM 24 1500(SY P or SPF) (9)0.148'x 3'into wood We
PT POST(AS NOTED) 5)Y."x 2'/.'7ten into CMU
\-EXTERIOR BEAM ((5)Y."x 1%"Titan into concrete
(AS NOTED) ABU POST BASE MSTA30 MSTA30 2050(SY P)1820(SPF) (11)0 148"x 3"in each end-�22)total We SCALE:
MONOLITHIC FOUNDATION-EXTERIOR (AS NOTED) MSTA36 M STA36 2050(SY P or SPF) (13)0.148'777n each end-(26)total n1a I
5 %"=V-D'(1L.O.N.)
Ys'THREADED ROD SET 15'INTO ADHESIVE MSTAM36 MSTAM36 1870(SYP or SPF) (13)0 148"x 3"into wood ri�a DO NOT SCALE
PLAN VIEW AT TOP OF POST '/8"THREADED ROD
0. __(8)A"x 2'/."Titen into CMLJ WING
I THIS I
WITH NUT SET IN (8)Y."x 1%"Titen into concrete RELEASE DATE:
STEMINALL FOUNDATION-EXTERIOR .0 W`TS12 or MTS20 MTW12 or MTW20 _M00_0(SYP)860(SPF) (7)0.148'x Fin each end-(14)total nia r06E04-
ADHESIVE 13
THREADED ROD SET 15"INTO ADHESIVE (7-EMBEDMENT) MTSM 16 or MTSM20 HTVVM 16 or HTWM20 860(SYP) (7)0.148'x 3"into wood r/a REVIS100-
(4)Wx 21/."Titan into CMU
(4)Y."x 11K"Titan into concrete F
INTERIOR APPLICATIONS- 4 PA51 TA51 3685(SY P or SPF) (21)0.162"x 2Vor(21)0162'x 3%' 14*embed
4 IF EDGE DISTANCE EXCEEDS 5"USE SPM or SPH6 SPTH4 or SPTHS
680(SYP)585(SPF) (12)0 148"x 1 V n1a
4 SSP RSPT6 350(SYP or SPF) 4)0 148'x 1%'into studs nJa
THREADED ROD SET 8'INTO ADHESIVE I
(3)0 148'x lVinto double plate
STHD14 STAU14 4430(SY P or SPF) (38)0 148 x 3 Y." 14"embed
�Oja�__ I ? DRAWN BY:
.............. ............................ .............. 9 CIVIF
SIDE VIEW AT BASE OF POST 1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.) z
9 CHECKED BY:
1 SYP�Southern Pine,SPF Spruce-Pine-pir
(�D DETAIL-TYPICAL HDU8 INSTALLATION �F DETAIL TYPICAL CONNECTIONS AT EXTERIOR POST FSS
�SC-7 (USP PHD6 SIMILAR) SD-7 3.Mono=monolithic conc refs.stem=masonry sternwall or bond beam SHEET-
4.Anchorage refors to threaded anchors with notod diameters and embedment depths FE in-7