HomeMy WebLinkAboutPLANS - 23-00681 - 3766 Wagon Trail Rd- RV pad - Plumbing65123
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JOB N0.:
CHECKED BY:
SHEET NO.
DRAWN BY:
DATE:
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S1.0
23113
AMC
SMC
07-07-2023
37
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GENERAL STRUCTURAL NOTES (GSN):
AB ANCHOR BOLT
ADJ ADJACENT
AFF ABOVE FINISHED FLOOR
ARCH ARCHITECTURAL
BLKG BLOCKING
BM BEAM
BRG BEARING
BTWN BETWEEN
CL CENTER LINE
CJ CONTROL JOINT
CLG CEILING
CLR CLEARANCE
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
COORD COORDINATE
DBL DOUBLE
DET DETAIL
DRWG DRAWING
EF EACH FACE
ELEV ELEVATION
EW EACH WAY
EXT EXTERIOR
FF FINISHED FLOOR
FIN FINISHED
FLR FLOOR
FND FOUNDATION
FO FACE OF
FOC FACE OF CONCRETE
FOS FACE OF STUD
FRMG FRAMING
FTG FOOTING
GA GAGE
GLB GLULAM BEAM
GYP GYPSUM
GSN GENERAL STRUCTURAL NOTES
HCA HEADED CONCRETE ANCHOR
HT HEIGHT
HD HOLDOWN
HSB HIGH STRENGTH BOLT
INT INTERIOR
LL LIVE LOAD
LLV LONG LEG VERTICAL
LOC LOCATION
LSL LAMINATED STRAND LUMBER
LVL LAMINATED VENEER LUMBER
MECH MECHANICAL
MEZZ MEZZANINE
MIP METAL INSULATED PANEL
NTS NOT TO SCALE
OC ON CENTER
OPNG OPENING
OSB ORIENTED STRAND BOARD
PL PLATE
PAF POWDER ACTUATED
FASTENER
PLF POUNDS PER LINEAR FOOT
PSI POUNDS PER SQUARE INCH
PSF POUNDS PER SQUARE FOOT
PSB PARALLEL STRAND BOARD
PT PRESSURE TREATED
REINF REINFORCEMENT
REQD REQUIRED
SCHED SCHEDULE
SHT SHEET
SIM SIMILAR
STD STANDARD
STL STEEL
TO TOP OF
TOB TOP OF BEAM
TOF TOP OF FOOTING
TOJ TOP OF JOIST
TOM TOP OF MASONRY
TOS TOP OF STEEL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
WWF WELDED WIRE FABRIC
WTS WELDED-THREADED STUD
ABBREVIATIONS
IBC TABLE 2304.10.1
ABBREVIATED FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
FASTENER SPACING AND LOCATION
Blocking between ceiling joists, rafters or trusses
to top plate or other framing below 3 -3"x0.131" nails Each end, toenail
Blocking between rafters or trusses not at the
wall top plate, to rafter or truss
2 -3"x0.131" nails Each end, toenail
3 -3"x0.131" nails End nail
Ceiling joists to top plate 3 -3"x0.131" nails Each joist, toenail
Rafter or roof truss to top plate 4 -3"x0.131" nails Toenail
Stud to stud (not at braced wall panels)3"x0.131" nails 16" o.c. face nail
Stud to stud and abutting studs at intersecting
wall corners (at braced wall panels)3"x0.131" nails 12" o.c. face nail
Sill to Trim Stud 3 -3"x0.131" nails Endnail
Top plate to top plate 3"x0.131" nails 12" o.c. face nail
Top plate to top plate, at end joints 12 -3"x0.131" nails
Each side of end joint, face
nail (minimum 48" lap splice
length each side of end joint)
Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)3"x0.131" nails 12" o.c. face nail
Bottom plate to joist, rim joist, band joist or
blocking at braced wall panels 4 -3"x0.131" nails 16" o.c. face nail
Stud to top or bottom plate
3 -3"x0.131" nails End nail
4 -3"x0.131" nails Toenail
Top or bottom plate to stud 3 -3"x0.131" nails End nail
Top plates, laps at corners and intersections 3 -3"x0.131" nails Face nail
Joist to sill, top plate, or girder 3 -3"x0.131" nails Toenail
Rim joist, band joist, or blocking to top plate, sill
or other framing below 3"x0.131" nails 6" o.c., toenail
Built-up girders and beams, 2" lumber layers 3"x0.131" nails
24" o.c. face nail at top and
bottom staggered on
opposite sides
Joist to band joist or rim joist 4 -3"x0.131" nails End nail
Bridging or blocking to joist, rafter or truss 2 -3"x0.131" nails Each end, toenail
Note:
Nailing shall be according to this table unless noted otherwise.
DESIGN CRITERIA:
1. Building code used for design 2018 International Building Code
2. Risk Category II
3. Design Dead Loads:
Roof dead load 17 psf
4. Roof Live Loads:20 psf
5. Roof Snow Loads:
Ground Snow Load Pg = 50 psf
Snow Importance Factor Is = 1.0
Snow Exposure Coefficient Ce = 1.0
Thermal Exposure Coefficient Ct = 1.0
Roof Snow Load Pf = 35 psf
Drift Surcharge Loads Drift loads have been included in truss loading diagrams
6. Seismic Loads:
Seismic Importance Factor Ie = 1.0
Soil Site Class D
Mapped Spectral Acceleration SS = 0.349 S1 = 0.138
5% Damped Design Spectral SDS = 0.354 SD1 = 0.214
Response Acceleration
Seismic Design Category D
Seismic Main Force Resisting System Light-frame (wood) walls sheathed with wood structural panels rated
for shear resistance
Response Modification Coefficient R = 6.5
Over-strength Factor Ωo = 3.0
Deflection Amplification Factor Cd = 4.0
Seismic Response Coefficient Cs = 0.054 (LRFD -Strength Design)
Cs asd = 0.038 (ASD -Allowable Stress Design)
Effective Seismic Weight W =Dead load of the structure plus
20% of the uniform design snow load
Design Base Shear V = 0.054 x W (LRFD -Strength Design)
VASD = 0.038 x W (ASD -Allowable Stress Design)
Analysis Procedure Equivalent lateral force
7. Wind Loads:
Design Wind speed (3-second gust)Vult = 105 mph per ASCE/SEI 7-16
Exposure Classification C
Internal Pressure Coefficient GCpi = ± 0.18
Topographic Factor Kzt = 1.0
FOUNDATIONS:
1. Allowable Foundation Soil Bearing Pressure 1500 psf (default value)
2. Allowable Soil Bearing Increase 1/3 increase for short-term loading (wind & seismic loads)
3. Frost Depth 36”minimum from lowest point of finished adjacent grade to bottom of footing
4. Footings to bear on undisturbed native soil or engineered fill compacted to 95% density (ASTMD1557)
5. Where excavations occur under footings, after the building footings have been cast, said excavations shall be filled with flowable fill.
CONCRETE:
1. Concrete mix design shall be established in accordance with Chapter 19 of ACI 318-14.
2. Minimum cement content 500 lbs/yd3 for 3500 psi concrete
564 lbs/yd3 for 4000 psi concrete
3. Maximum water/cement ratio 0.50
4. Entrained air 5% (±11/2%) for all concrete exposed to freezing
5. Maximum slump 4"
6. 28-day compressive strength f'c = 3500 psi at footings and stem walls
f'c = 4000 psi at interior slabs
7. Minimum concrete cover over reinforcement for cast-in-place concrete:
Concrete cast against and permanently exposed to earth……………3"
Concrete exposed to earth or weather:
#5 and smaller bars……………………………………………1 1/2" *
Concrete not exposed to weather or in contact with ground:
#11 and smaller bars……………………………………………3/4" *
* Above noted cover dimensions are code minimums. Where possible, use 2”cover unless noted otherwise.
8. Reinforcing Steel
a. ASTM 615 grade 60 (Fy = 60 ksi)
b. Provide minimum rebar lap of 40 bar diameters.
c. Provide corner bars at all wall and footing corners and intersections.
d. All reinforcing steel shall be in place and properly positioned prior to placing concrete.
9. Flowable fill shall be Controlled Low Strength Material (CLSM) per ACI 229R. Required strength shall be 100 to 600 psi.
POST-INSTALLED ANCHORS:
1. Adhesive Anchors
a. In concrete, adhesive shall be Simpson Strong-Tie SET-3G or approved equivalent.
b. Follow manufacturer’s instructions for the installation of adhesive post-installed anchors.
2. Screw Anchors
a. In concrete screw anchors shall be Simpson Strong-Tie Titen HD.
b. Follow manufacturer’s instructions for the installation of screw anchors.
LUMBER:
1. Material:
a. Sawn lumber 2x4 Douglas Fir Larch Construction grade
b. Sawn lumber 2x6 or larger Doug Fir Larch No. 2 or higher grade
2. Preservative-treated wood:
a. Preservative-treated wood shall be Douglas Fir Larch.
b. Preservative-treated wood shall be treated with SBX/DOT or Zinc Borate. Fasteners, including nuts and washers, into preservative-treated
wood shall be of hot dipped zinc-coated galvanized steel in accordance with ASTM A153 (ASTM A 653, type G185 or better). See IBC
2304.10.5.
c. Wood framing members that rest on exterior foundation walls and are less than 8" from exposed earth shall be preservative-treated wood
(per IBC 2304.12.1.2).
3. Sheathing:
a. Wood Roof Sheathing
• Thickness:7/16”
• APA Span Rating:24/16 (minimum)
• Panel edge nailing:6”oc
• Field nailing:12”oc
• Orient roof sheathing with 8’-0”length perpendicular to supporting members.
• Use of ‘H’clips to provide correct panel spacing is acceptable but not required.
• Nail roof sheathing to blocking at 6”oc
• Minimum sheathing panel dimension shall be 24”unless all panel edges of the undersized sheets are supported by and fastened to
framing members or blocking.
• Block all panel edges at roof sheathing where indicated on plans.
• Nail wood roof sheathing to supporting members with 0.131”Ø x 2 1/2”nails
b.Wood Wall Sheathing
• Thickness: 7/16”
• APA Span Rating:24/16 (minimum)
• Orient wall sheathing with 8’-0”length perpendicular to supporting members.
• Use of ‘H’clips to provide correct panel spacing is acceptable but not required.
• Block all panel edges of wall sheathing
• Panel edge nailing:6”oc
• Field nailing:12”oc
• Minimum sheathing panel dimension shall be 24”unless all panel edges of the undersized sheets are supported by and fastened to
framing members or blocking.
• Nail wood wall sheathing to supporting members with 0.131”Ø x 2 1/2”nails
c.Gypsum Sheathing at ceiling of garage area
• Thickness:5/8”
• Fasteners:6d cooler (0.092”x 1 7/8”long, 1/4" head)
• Edge nailing:7”oc
• Field nailing:12”oc
d.Do not install edge nailing beneath straps prior to installing straps over sheathing.
4.Fasteners:
a. Nailing to follow IBC table 2304.10.1 on sheet S1.0unless noted otherwise.
b. All framing nails are to be 0.131”Ø x 3”unless noted otherwise.
c. Nails shall meet requirements in ASTM F1667.
• Provide ICC ES Report.
• ICC ES report number and country of origin shall be labeled on nail containers.
• Provide nails with head identification.
d.Where nailed connections of 2x material are not shown, provide (2) nails or (3) toe-nails minimum at each connection.
e.For connections of "Simpson" hardware or equivalent, nail per manufacturer's requirements.
5.Pre-Manufactured Trusses:
a. Truss manufacturer shall provide proof of approved third-party inspection as required by IBC.
b. Truss fabricator shall contact Call Engineering for a teleconferenced pre-designed meeting prior to submitting truss shop drawings.
c. Provide shop drawings including the following in addition to the requirements of IBC 2303.4:
• Truss placement plan
• Locations for truss-to-truss connections
d.Truss loading, individual truss drawings and calculations to be stamped by Professional Engineer registered in the State of Idaho.
e.Truss plates shall extend 2" minimum onto each member involved in a joint.
f.Design trusses for uniform and unbalanced snow loads according to ASCE7-16 section 7.6
g.Design trusses for 10 psf uniform top chord dead load and 7 psf uniform bottom dead load.
h.Design trusses for wind loads per ASCE7-16, components & cladding. Dead load for use with wind load cases is 9 psf.
i.Design trusses for a 380 lb point load occurring at any location along the bottom chord non-concurrent with snow load.
j.Truss design to allow for a 1/4" wood screw to be installed at any location in the truss bottom chord.
k.Maximum truss panel lengths to be 10-feet at top chord & bottom chord.
l.Each chord member shall cross at least (2) panel joints before being spliced.
m.Provide 2x T-brace per detail 6/S4.0 at each web member where web bracing is indicated on truss manufacturers' drawings. Alternate
braced details including continuous lateral bracing and associated restraints may be submitted for approval by structural engineer.
n.Truss design to be submitted to Building Department as a deferral submittal if required.
o.Truss repairs shall be stamped by a Professional Engineer and submitted to Call Engineering for review prior to repairing any truss.
6."H-clips" at roof sheathing are not required but may be used at contractor's option for proper sheathing installation.
MISCELLANEOUS
1. Submit all required shop drawings and receive their satisfactory review from the Structural Engineer prior to fabrication.
2. Provide temporary erection bracing and shoring as required for stability of structure during all phases of construction.
3. Additional requirements to meet OSHA or other construction criteria which may exceed requirements indicated in construction documents are the
responsibility of the contractor.
4. Verify all dimensions and existing conditions prior to starting work and notify Structural Engineer immediately of any discrepancies.
5. Details are typical and apply at similar conditions throughout.
6. In the case of disagreement between General Structural Notes and sheet notes or details, the more stringent requirement shall apply.
GENERAL STRUCTURAL NOTES CONT'D:
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H D U 4
H D U 4 H D U 4
H D U 4
SLAB CAST OVER STEM WALL
WHERE INDICATED BY:
SEE 2/S3.0 TYP
1
GIRDER TRUSS T-2. SEE TRUSS PROFILES AND LOADING
DIAGRAMS
4
T-1 TRUSSES @ 16" OC. SEE TRUSS PROFILES AND
LOADING DIAGRAMS
5
2x8 @ 16" OC6
MONOSLOPE T-3 TRUSSES @ 16" OC. SEE TRUSS
PROFILES AND LOADING DIAGRAMS
7
BASKETBALL HOOP. ATTACH DIRECTLY TO STUD WALL w/
(3) SIMPSON SDS 1/4x3" SCREWS EACH BRACKET
8
HIP JACK TRUSS9
JACK TRUSSES @ 24" OC10
STEP-DOWN TRUSSES @ 24" OC11
TRUSSES @ 24" OC. DESIGN ALL TRUSSES AT UPPER
ROOF FOR 17 PSF DEAD LOAD AND 35 PSF SNOW LOAD
w/ DRIFTING & UNBALANCED SNOW LOAD PER ASCE7-16
REQUIREMENTS
12
A. REVIEW CRACK CONTROL WITH CONCRETE
SUBCONTRACTOR
B. SEE SHEET S3.0 FOR HEADER SCHEDULE & TYPICAL WALL
FRAMING & HOLDOWN DETAILS
C. HOLDOWNS SHOWN ARE LOCATED AT JAMBS OF WALL
OPENINGS, WALL CORNERS OR AT END OF WALL PIERS
UNLESS NOTED OTHERWISE
D.
NOTES
KEYNOTES
GABLE END TRUSS13
2-PLY GIRDER TRUSS14
MUD SILL ANCHOR. SEE 3/S3.02
DBL STUD @ GIRDER TRUSS3
IF TRUSSES DO NOT ALIGN w/ STUDS IN WALL BELOW
PROVIDE TRIPLE TOP PLATE @ TOP OF WALL
15
INDICATES JAMB w/ (1) TRIM STUD FULL HT TO BOTTOM OF
HEADER & (1) KING STUD FULL HEIGHT TO TOP OF WALL.
PROVIDE (1) TRIM & (2) KING STUDS TYP @ JAMBS UNLESS
OTHERWISE NOTED
1 T
1 K
9'
-
6
"
12
'
-
6
"
18
'
-
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"
7' - 0"
13' - 0"29' - 6"17' - 6"
6'
-
8
"
13
'
-
9
"
±
40
'
-
0
"
60' - 0"
2'
-
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"
12
'
-
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"
4'
-
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"
4'
-
0
"
3'
-
0
"
5'
-
6
"
2' - 0"
3' - 0"
2' - 0"
2'
-
0
"
3'
-
0
"
13' - 6"3' - 0"13' - 0"
1'-4"x9" FTG, TYP
4" CONC SLAB ON GRADE.
ADD CONTROL JOINTS PER
CONCRETE INSTALLER'S
RECOMMENDATIONS
2'
-
0
"
3'
-
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"
1
1
2
2'-0"x9" FTG
2'-0"x9" FTG
2
1
S3.0
_____
1
S3.0
_____
1
S3.0
_____
4
S3.0
_____
3
S3.0
_____
2
S3.0
_____
1
S3.0
_____5
S3.0
_____
TYP
8'
-
0
"
21' - 6"6' - 6"32' - 0"
3' - 6"
5'
-
6
"
3'
-
6
"
6'
-
3
"
6'
-
3
"
H1
H1
H1
H2 H1
H1
H3
7'
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"
H4
H1
3'
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4
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8 8
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2x8 STUDS @ 24" OC, TYP
2x8 STUDS @ 16" OC
2x8 STUDS
@ 16" OC
3
1 T
3 K
1 T
1 K
1 T
1 K
0 T
1 K
0 T
1 K
1 T
1 K
2 T
2 K
2 T
2 K
1 T
3 K
0 T
1 K
0 T
1 K
4
S4.0
_____
12
S4.0
_____
9
S4.0
_____
3
15
15
1 T
1 K
1
S4.0
_____
SIM
9
S4.0
_____
7
S4.0
_____
6' - 0"6' - 0"
5'
-
0
"
5'
-
0
"
6' - 0"24' - 0"24' - 0"6' - 0"
5'
-
0
"
15
'
-
0
"
1'
-
6
"
1' - 6"
1' - 0"
1'
-
6
"
RIDGE
H2
H2
H2
H2
H2H3
H3
H2
H2
14
9
9
10
11
12
13
H2
5'
-
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"
1
S4.0
_____
1
S4.0
_____
2
S4.0
_____
3
S4.0
_____
8
S4.0
_____
2
S4.0
_____
11
S4.0
_____
1
S4.0
_____
12
4
12
4
TRUSS T1
PROFILE
LOADING
23 PLF DL
122 PLF SNOW
23 PLF DL
195 PLF SNOW
12
4
12
4
GIRDER TRUSS T2
PROFILE
LOADING
77 PLF DL
470 PLF SNOW
23 PLF DL
195 PLF SNOW
12
4
TRUSS T3
PROFILE
LOADING
23 PLF DL
74 PLF SNOW
23 PLF DL
161 PLF SNOW
NOTE:
TRUSS PROFILES ARE FOR
GENERAL REFERENCE ONLY.
65123
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651234
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STAMP
JOB N0.:
CHECKED BY:
SHEET NO.
DRAWN BY:
DATE:
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S2.0
23113
AMC
SMC
07-07-2023
37
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SCALE:1/8" = 1'-0"
FOUNDATION PLAN
SCALE:1/8" = 1'-0"
LOWER ROOF FRAMING PLAN
SCALE:1/8" = 1'-0"
ROOF FRAMING PLAN
SCALE:1/8" = 1'-0"
LOW ROOF TRUSS PROFILES & LOADING DIAGRAMS
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TYPICAL EXTERIOR FOUNDATION1 SLAB CASTOVER AT DOORS2 JAMB TO STEM WALL AT OH DOOR3 FTG & STEM WALL TO EXIST.4
HOLDOWN5
PER PLAN
EQ EQ
3'
-
0
"
9"
M
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3'
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"
M
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PER PLAN
2'
-
4
"
30" LAP
11
11
9"
M
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8
"
SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"
8"
3"
C
L
R
3"
C
L
R
PER PLAN
EQ EQ
3'
-
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"
9"
M
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3'
-
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"
M
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FR
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SCALE: 3/4" = 1'-0"
8"
3"
C
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SCALE: 3/4" = 1'-0"
6"
6"
SCALE: 3/4" = 1'-0"
1. 2x8 @ 24" OC (16" OC @
SIM)
2. WALL SHEATHING PER GSN
3. CONCRETE SLAB ON
GRADE
4. 8" CONCRETE STEM WALL
5. FOUNDATION INSULATION
6. #5 HORIZ TOP & BOT
7. #5xL @ 48" OC
8. CONC FOOTING w/ (2) #5
9. 5/8"x10" ANCHOR BOLTS @
48" OC
2 1
3
4
5
6
7
8
3
4 5
6
7
1
2 3
7 9
6
10
1. DOOR OPENING
2. EXTERIOR CONCRETE/ASPHALT
AS OCCURS
3. CONCRETE SLAB ON GRADE.
THICKEN TO TOP OF STEM
WALL AT CASTOVER
4. 8" CONCRETE STEM WALL
5. FOUNDATION INSULATION
6. #5 HORIZ TOP & BOT
7. #5xL @ 48" OC
8. CONCRETE FOOTING w/ (2) #5
9. VERTS IN ADJACENT STEM
WALL
10. REINF IN TOP OF ADJACENT
STEM WALL. DO NOT EXTEND
INTO SLAB CASTOVER
11. PROVIDE (2) LAYERS OF
BUILDING PAPER BTWN STEM
WALL & SLAB
8
9
1. JAMB AT OVERHEAD DOOR
2. WALL SHEATHING PER GSN
3. CONCRETE SLAB ON GRADE
4. 8" CONCRETE STEM WALL
5. FOUNDATION INSULATION
6. #5 HORIZ TOP & BOT
7. #5xL @ 48" OC
8. CONC FOOTING w/ (2) #5
9. SIMPSON MASAP MUDSILL ANCHOR
@ JAMB. ONE LEG UP
INSTALLATION
10. (3) KING STUDS
11. (1) TRIM STUD
12. (2) ROWS SIMPSON SDS 1/4x4.5"
SCREWS @ 8" OC EA SIDE OF
JAMB. STAGGER
2
1
3
4 5
9
7
8
6
10 11
9
1. EXIST STEM WALL & FTG
2. (3) #5x12" DOWELS TO
EXIST. STEM WALL. EPOXY
EMBED 3"
3. STEM WALL & FTG PER
1/S3.0
4. (2) #5x12" DOWELS @ MID
DEPTH OF EXISTING FTG.
EPOXY EMBED 5"
1
3
2
34
1. (2) FULL HEIGHT STUDS MIN @
HOLDOWN
2. SIMPSON HDU4 HOLDOWN
3. 5/8"x18" THREADED ROD w/ DBL NUT
@ BOT. 5" PROJECTION
4. 8" STEM WALL. REINFORCE PER
DETAIL 1/S3.0
5. ADD #5xL @ HOLDOWN
NOTES:
A. NAIL SHEATHING @ 6" OC TO
EACH STUD @ HOLDOWN
B. HOLDOWN ANCHOR BOLTS ARE IN
ADDITION TO TYP ANCHOR BOLTS
C. COORDINATE HOLDOWN
LOCATIONS WITH DOOR/WINDOW
JAMB STUDS. STUD
CONFIGURATION VARIES. SEE
FRAMING PLANS & DETAILS FOR
JAMB STUD CALLOUTS
D. CENTER ANCHOR BOLT IN STEM
WALL
2
1
3
4
5
12
12
SECTION A-A
ELEVATION SECTION A-A
HEADER CONSTRUCTIONA
SHEATHING PANEL AT TOPDSHEATHING PANEL AT BLOCKINGC SHEATHING PANEL AT SILL PLATEE
SPACING
FASTENER PANEL
SP
A
C
I
N
G
FA
S
T
E
N
E
R
P
A
N
E
L
SP
A
C
I
N
G
FA
S
T
E
N
E
R
P
A
N
E
L
SPACING
FASTENER PANEL
SP
A
C
I
N
G
FA
S
T
E
N
E
R
P
A
N
E
L
SPACING
FASTENER PANEL
DOUBLE TOP PLATE
(TRIPLE TOP PLATE
WHERE INDICATED)
SHEATHING
PANEL JOINT
SHEATHING
PANEL JOINT
BLOCKING AT
HORIZONTAL JOINT
SHEATHING
PANEL JOINT
1/
2
"
1. HEADER MEMBERS. SEE SCHEDULE.
2. 2x8 FLAT TOP & BOT. NAIL TO HEADER
MEMBERS @ 6" OC
3. EXTERIOR WALL SHEATHING
4. GYP BOARD
5. INSULATION INFILL
2
2
SCALE: 3" = 1'-0"SCALE: 3" = 1'-0"SCALE: 3" = 1'-0"
SCALE: 1 1/2" = 1'-0"
HEADER TO JAMBBSCALE: 1 1/2" = 1'-0"
4-PLY HEADER
4
1/8" GAP BETWEEN
SHEATHING & TOP
OF CONC STEM
WALL
3
1
5
2
2
3-PLY HEADER
43
1
5
1. (3) NAILS TO 2x8 FLAT
2. (3) NAILS TO EA HEADER MEMBER
3. ATTACH JAMB STUDS w/ (2) ROWS
OF NAILS @ 6" OC. SEE 3/S3.0 FOR
JAMB STUD ATTACHMENT AT RV
DOOR
4. NAIL @ 12" OC TO EACH PLY OF
HEADER
3
1
2
1
NOTE:
ATTACH SILL PLATE TO TRIM STUD w/ (3)
NAILS
4
65123
B
C
4
A
D
651234
B
C
A
D
STAMP
JOB N0.:
CHECKED BY:
SHEET NO.
DRAWN BY:
DATE:
C
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S3.0
23113
AMC
SMC
07-07-2023
37
6
6
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NAIL HEADER TOGETHER w/ (2) ROWS OF NAILS @ 12" OC. EA
PLY. NAIL EA PLY TO KING STUD w/ (3) NAILS. STAGGER.
1.
PROVIDE 2x8 FLAT TOP & BOTTOM OF HEADER. ATTACH TO
KING STUD w/ (4) NAILS. WHERE HEADER OCCURS DIRECTLY
BELOW WALL DOUBLE TOP PLATE, DELETE 2x8 FLAT @ TOP OF
HEADER & ATTACH DIRECTLY TO DOUBLE TOP PLATE
2.
ATTACH HEADER TO TRIM STUD w/ SIMPSON LSTA18 STRAP
UNO
3.
NOTES:
HEADER SCHEDULE
MARK SIZE NOTES
H1 (3) 2x6 1, 2
H2 (3) 2x10 1, 2, 3
H3 (4) 2x10 1, 2, 3
H4 (4) 2x12 1, 2, 3
MR
K
D
A
T
E
D
E
S
C
R
I
P
T
I
O
N
2
6
8
3 4 1
7
7
5
1
3
2
4
5
4 5
2
WALL PERPENDICULAR TO TRUSSES
WALL PARALLEL TO TRUSSES
6
"
3
"
A
A
3/4" GAP
3/4" GAP
2
6
8
3 4 1
7
7
5
1
3
2
4
5
4 5
2
WALL PERPENDICULAR TO TRUSSES
WALL PARALLEL TO TRUSSES
SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"SCALE: 3/4" = 1'-0"
2
6
8
3 4 1
7
7
5
1
3
2
4
5
4 5
2
WALL PERPENDICULAR TO TRUSSES
WALL PARALLEL TO TRUSSES
2
6
8
3 4 1
7
7
5
1
3
2
4
5
4 5
2
WALL PERPENDICULAR TO TRUSSES
WALL PARALLEL TO TRUSSES
6
"
3
"
A
A
3/4" GAP
3/4" GAP
STEPPED HIP2 RIDGE3
TRUSS WEB 'T'-BRACE6
TYPICAL EAVE AT WOOD WALL1
NEW FRAMING TO EXISTING WALL7NON-STRUCT WALLS TO TRUSSES5 END WALL8
MONO TRUSS TO BEAM4
EAVE AT LOW ROOF9 HIP RIDGE10 FRAMING AT HEADER11 BEAM TO STUD WALL12
2
6
8
3 4 1
7
7
5
1
3
2
4
5
4 5
2
3"
2 "
3"
3"
1
1
/
2
"
1
1
/
2
"
1'-0" MAX
20'-0"
T.O. PLATE
1'-6"
10
3
/
4
"
T.O. BEAM
1'-6"
10
3
/
4
"
3"
3"
10'-0"
T.O. PLATE
SEE ARCH
10
3
/
4
"
2 "
10'-0"
T.O.BEAM
20'-0"
T.O. PLATE
WALL PERPENDICULAR TO TRUSSES
WALL PARALLEL TO TRUSSES
1. GIRDER TRUSS
2. ROOF SHEATHING PER GSN
3. JACK TRUSS AT 24" OC
4. TRUSS TO TRUSS CONN BY
TRUSS MANUFACTURER
5. SIMPSON H3 AT EACH
TRUSS
6. 2x4 FLAT
7. SIMPSON LTS20. SEE NOTE
BELOW
8. ROOF TRUSS PER PLAN
NOTE:
NAIL STRAP TO JACK TRUSS TOP CHORD AND WRAP AROUND
GIRDER TOP CHORD AS SHOWN. SPACING PER TRUSS
MANUFACTURER'S SHOP DRAWINGS. USE 0.148"Øx1 1/2" NAILS TO
TRUSS TOP CHORD
1. ROOF TRUSS PER PLAN
2. ROOF SHEATHING PER GSN
3. (2) NAILS TO EACH TRUSS AT
EDGE OF PANEL
1
2
3
2
1. ROOF SHEATHING PER GSN
2. TRUSS WEB w/BRACE
INDICATED ON TRUSS
SHOP DRAWINGS
3. ROOF TRUSS
4. NAIL AT 12" OC
5. 2x T-BRACE. SEE NOTE
BELOW
NOTE:
USE 2x4 T-BRACE FOR WEB MEMBER TO 6'.
USE 2x6 T-BRACE FOR WEB MEMBERS 6' TO 10'.
1. 2x8 @ 24" OC W OOD STUD WALL
2. SPLICE EACH TOP PLATE w/
STANDARD LAP SPLICE PER
NAILING SCHEDULE
3. WALL SHEATHING PER GSN
4. WOOD ROOF GABLE TRUSS w/
ENERGY HEEL
5. ROOF SHEATHING PER GSN
6. 2x FULL DEPTH BLKG w/SHAPED
TOP. CLIP CORNERS FOR
VENTILATION AS SHOWN IN INSET.
DIMENSION SHOWN IS MEASURED
ON LOW FACE FROM SHAPED TOP
7. NAIL AT 6" OC
8. FASCIA BOARD
9. (3) TOE-NAILS EACH BLKG TO TOP
PLATE
10. SIMPSON H10A AT EACH TRUSS.
USE H10A-2 AT DBL TRUSS
11. (3) NAILS 2x NAILER TO TOP PLATE
12. 2x NAILER BTWN TRUSSES
13. GYPSUM CEILING
14. GYPSUM SCREW AT 7" OC
6
1. EXIST STUD WALL
2. GIRDER TRUSS w/ 2x8 TOP
CHORD
3. 2x10 w/ (3) ROWS SIMPSON
SDS 1/4x3.5" SCREW @ EA
STUD
4. SIMPSON LU28 TYP
5. 2x8 @ 16" OC
NOTE:
AT EXISTING STUD WALL,
REMOVE EXIST EXT FINISH
DOWN TO WOOD SHEATHING
1
2
3 4
5
NOTES:
A. WALLS w/ INTERSECTING
WALLS LESS THAN 10'-0"
APART DO NOT REQUIRE
THIS ATTACHMENT
B. AS AN ALTERNATIVE TO
HTC4, USE SIMPSON
SDPW14500 DEFLECTOR
SCREW @ 42" OC
1. 2x4 BLKG AT CLIP
2. SIMPSON HTC4 AT 10'-0" OC
MAX ALONG WALL
3. ROOF TRUSS PER PLAN
4. INTERIOR NON-BEARING
WALL w/DBL TOP PLATE
1
2 33
4
2
3 3
4
1
2 3
4
6 7 8
14
11
7
12
16
14
20
18
7
19
20
21
4
NOTES:
A. IF 'T' BRACE ABUTS 4x4 BLOCKING, ATTACH 'T'
BRACE TO SIDE OF 4x4 w/ (2) SIMPSON SDS 1/4x3"
SCREWS & ATTACH 'T' BRACE TO WALL PLATE w/
SIMPSON A34.
B. ATTACH 2x4 RUNNER TO 4x4 BLKG w/ (6) EVENLY
SPACED NAILS. ATTACH TO EACH 2x4 w/ (3) NAILS.
15
17
3
13
9
10
1. 2x8 @ 24" OC W OOD STUD WALL
2. SPLICE EA TOP PLATE w/STD LAP
SPLICE PER NAILING SCHEDULE
3. WALL SHEATHING PER GSN
4. GABLE END TRUSS w/VERTS AT
16" OC
5. TYPICAL ROOF TRUSS
6. ROOF SHEATHING PER GSN
7. NAIL AT 6" OC
8. FASCIA BOARD
9. 2x SOFFIT FRAMING AT 24" OC
10. (2) #9x1 1/2" SCREWS AT EACH
SOFFIT 2x
11. 2x4 'T' BRACE AT EACH GABLE
TRUSS VERT OVER 4' TALL
12. NAIL 'T' BRACE TO WALL TOP
PLATE w/(3) TOE-NAILS. (2) NEAR
SIDE (1) FAR SIDE
13. NAIL GABLE TOP CHORD TO EACH
'T' BRACE w/(2) NAILS
14. NAIL EACH GABLE END TRUSS
VERT TO 'T' BRACE AT 12" OC
15. 2x4 x 16' LONG FLAT RUNNER AT
4'-0" OC ±. SHIFT TO AVOID TRUSS
WEBS IF NECESSARY. ATTACH TO
BLKG PER NOTE B
16. 4x4 BLKG AT FIRST TRUSS BAY.
ALIGN w/2x4 FLAT RUNNER
17. 2x4 BLKG AT 2x4 RUNNER AT
TYPICAL TRUSS BAY
18. SIMPSON A34 ONE FACE 4x4 BLKG
TO TOP PLATE
19. 2x6 NAILER. NAIL TO TOP PLATE
AT 8" OC STAGGERED
20. GYPSUM CEILING. ATTACH TO 2x4
& 4x4 BLKG w/SCREWS AT 7" OC
21. GYPSUM SCREW AT 7" OC
5
10 2
9
13
7
5
4
6
8
13
97
6
14
12
11
1. 4x8 BEAM
2. SIMPSON H2.5T
3. (3) TOENAILS PER BLOCK
4. WOOD TRUSS
5. ROOF SHEATHING
3
5
1
2 4
1. 2x8 @ 24" OC W OOD STUD WALL
2. TRIPLE TOP PLATE. SPLICE EACH
TOP PLATE w/ STANDARD LAP
SPLICE PER NAILING SCHEDULE
3. WALL SHEATHING PER GSN
4. WOOD ROOF GABLE TRUSS w/
ENERGY HEEL
5. ROOF SHEATHING PER GSN
6. 2x FULL DEPTH BLKG w/SHAPED
TOP. CLIP CORNERS FOR
VENTILATION AS SHOWN IN INSET.
DIMENSION SHOWN IS MEASURED
ON LOW FACE FROM SHAPED TOP
7. NAIL AT 6" OC
8. FASCIA BOARD
9. (3) TOE-NAILS EACH BLKG TO TOP
PLATE
10. SIMPSON H10A AT EACH TRUSS.
USE H10A-2 AT DBL TRUSS
11. (3) NAILS 2x NAILER TO TOP PLATE
12. 2x NAILER BTWN TRUSSES
13. GYPSUM CEILING
14. GYPSUM SCREW AT 7" OC
6
10 2
9
13
7
5
4
6
8
13
97
6
14
12
11
1. STEPPED ROOF TRUSS
2. 2x4 FLAT @ 24" OC. SEE
2/S5.0
3. SEE 2/S5.0 FOR
CONNECTION
4. ROOF SHEATHING
5. (2) NAILS SHEATHING TO
EA TRUSS
6. 2x4 FLAT CONTINUOUS
ALONG HIP-LINE
7. NAIL @ 6" OC
8. (2) NAILS 2x4 FLAT TO EA
TRUSS
85
3 3
1
24
4
6
7
1. DBL GIRDER TRUSS
2. ROOF TRUSS
3. ROOF SHEATHING
4. SHAPED BLKG
5. HEADER PER PLAN
6. JAMB PER PLAN
7. SIMPSON H10A-2 @
GIRDER TRUSS
8. SIMPSON H10A @ ROOF
TRUSS
9. SIMPSON LSTA24 @
HEADER TO TRIM STUD
5
3
8 9
271 4
6
NOTES:
A. INSTALL ALL SIMPSON
HARDWARE OVER WALL
SHEATHING
B. WALL SHEATHING NOT
SHOWN FOR CLARITY
1. ROOF SHEATHING
2. TRUSS @ 16" OC
3. SIMPSON H10A TYP
4. SIMPSON LSTA18
5. 4x8 BEAM
6. HEADER PER PLAN
5
1
3 4
2
6
NOTES:
A. INSTALL ALL SIMPSON
HARDWARE OVER WALL
SHEATHING
B. WALL SHEATHING NOT
SHOWN FOR CLARITY
4
(10'-0" @ SIM)
12
4
12
4
12
4
12
4
SECTION A-A
SCALE: 1 1/2" = 1'-0"
BETWEEN TRUSSES BLOCKING INSET
INSET BETWEEN
DRAG MEMBERS
12
4
12
4
BETWEEN TRUSSES BLOCKING INSET
12
4
65123
B
C
4
A
D
651234
B
C
A
D
STAMP
JOB N0.:
CHECKED BY:
SHEET NO.
DRAWN BY:
DATE:
C
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S4.0
23113
AMC
SMC
07-07-2023
37
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