Bundy #22-083ATTENTION:
ALL ENGINEERING CALLOUTS ON THESE PLANS j
MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS!
ANY CHANGES OR MODIFICATIONS MUST BE PRE -
APPROVED BY THE ENGINEER OF RECORD!
i
Co�F� S .oP
2X4 OUTLOOKS @ -10 O.C.
(2) 1 0d'5 PER
SIMPSON A-35 CLIPS @ �IO.C.
NOTE: ONLY FOR GABLE SHEATHING
THAT DOES NOT OVERLAP AND EDGE NAIL
WALL PLATES
°D3
ROOF FRAMING DETAIL
END TRUSS - WALL CONNECTION
ROOF SHEATHING
EDGE NAILING
r- I x2 TRIM
21- FLY RAFTER
EDGE NAILING
/GABLE TRUSS SHEATHING
/ JOINT TO OVERLAP TOP
PLATES 1-1/2" MINIMUM
OVER -FRAMED RAFTERS:
10' SPAN or LESS = 2x6'5 @ 24" O.C.
OVER I O' SPAN TO 12'-G" SPANS = (2) 2x6'5 @ 24" O.C.
OVER 12'-G" SPAN TO 14-6" SPANS = (3) 2x6'5 @ 24" O.C.
OPTION: #2 D.F. 2x 12'5 MAX. SPAN = 17-G"
P+"
ROOF FRAMING DETAIL
OVER FRAMING RAFTERS - ROOF CONNECTION
2xG BLK. ON EDGE BTVVN. TRUSSES
@ BRACE LOCATION
2x4 RUNNER w/
(2) 1 Od'5 PER TRUSS
.\
I
�I
5IMP50N GBC EA.
SIDE OF 2xG DIAG. BRACE
ROOF FRAMING DETAIL
END WALL - TRUSS BRACE
"Li-,,
1AILE K PLT.
I Gd'5 PER
.R
4" O.C.
8d'5 @ G" O.C.
INTO 2x OUTLOOK � BLKG.
2xG DIAGONAL
BRACE NEXT TO
2x4 RUNNER
(2) 1 0d'5 TO
RUNNER
BRG / SHEAR WALL
CONCRETE SLAB
GXGX I OX 10 W.W.M.F. or
FIBER MESH
Carpentry: STRUCTURAL NOTES
(FP] 0 d5 Ek
1. Structural 4X framing shall be #2 Doug -Fir.
51DE DF 5PLiCE
2. 6X columns/beams/headers shall be #1 Doug -Fir. CONTRACTOR, OWNER, AND FRAMER ARE TO
3. 2X
10d box
rafters/joists shall be #2 Douglas -fir, kiln dried,
w
and stored in a dry area prior to installation. THOROUGHLY REVIEW THESE DOCUMENTS AND THEIR
4. Roof trusses shall be by a pre -approved manufacturer and RELATIONSHIP TO THE ARCHITECTURAL
�
_ •-��-
constructed according to the specifications of the Truss PLANS. IF
_
Plate Institute. Contractor and Truss Manufacturer are THERE ARE ANYQUESTIONS, OR DISCREPANCIES
SOIL OR COMPACTED
responsible for all bracing of the trusses including end
N
wall bracing and all other bracing between the building ABOUT THE NOTES, DETAILS, OR PLANS, CONTACT
_
TOP
and the trusses unless specifically shown otherwise on THE ENGINEER OF RECORD AT THOMPSON
VIEW
the drawings.
g. Spectral response acceleration parameter Shc = null
h. Seismic desi n cate or "D2"
5. Sheathing at roofs shall be 7/16" OSB, or ;-�" CDX laid ENGINEERING (509) 987-1599.
�� 4" -� JI rP
with face grain perpendicular to supports and end joints
staggered 4'-0" on center. Provide 1/8" space between
P These structural notes supplement the drawings. Any discrepancy
edges as by
\
panel required sheathing Manufacturer's. found among the drawings, these notes, and the site conditions
Z = 380 plf.
Roof sheathing shall be nailed with 8d box nails at 6" shall be reported to the Engineer, who shall correct such
o.c. edges and 12 o.c. in the field U.O.N.on plans. discrepancy in writing. Any work done by the Contractor after
CAUTION discovery of such discrepancy shall be done at the Contractor's
i I
�-- VENTED 2x13LKC-.
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ADDITIONAL SHEAR WALL NOTES:
foundation and to a double 2X6 stud with (16) 16d
risk. The Contractor shall verify and coordinate the dimensions
_
SIDE VIEW
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER among all drawings prior to proceeding with any work or
RECOMMENDATIONS.
6l
fabrication. The Contractor is responsible for all bracing and
/�
1JOTE:1� O MINIMUM b�IIti�EN SFL'CES
shoring during construction. All construction shall conform to the
CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING applicable portions of the latest edition the 2018
holdown posts.
of International
REQUIRED DURING PLACEMENT OF TRUSSES. Building Code except where noted.
G DETAIL
FL�?ME�
PS
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CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL CONDITIONS AND ALL Construction Stability:
TOP
ELEVATIONS.
CONCRETE SLAB
GXGX I OX 10 W.W.M.F. or
FIBER MESH
FOUNDATION DETAIL
TYPICAL CONCRETE SLAB W/ EDGE FTG.
SIMPSON - `
H- I cups @
0. C.
TYPICAL SHEAR -WALL NOTES The design, adequacy and safety of erection bracing, shoring
and all temporary supports is the sole responsibility of the
Contractor, and has not been considered by the Engineer of
All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB (with Record. The Contractor shall provide the bracing necessary to
studs at 16"o.c.), or as called out below, with exterior provide stability to the structure prior to the completed
exposure glue and span rated "SR 24/0" or better. (5/8" T1-11 application of the lateral resisting system. During
siding is an acceptable substitution except where 5/8" or construction, the Contractor shall keep loads within the
thicker sheathing is specifically called out in the schedule design roof and floor load limits indicated below.
below). Sheathing may be installed either horizontally or
vertically. Design Criteria:
7. SILL PLATE All nails shall be per table below. Nail size and spacing at 1. Live Load = 25 PSF (Snow)
W/A.B.5 PER PLAN all sheathing edges shall be as required in shear -wall schedule 2• Dead Load _ 15 PSF (Roofs)
/ W/ 3ax3x1/4" PLATE WASHER below. 10 PSF (Wood walls)
150 PCF (Concrete)
TYPI�AL (SEE PLAN)
f
Ilr
Nail Type
Diameter (inches)
Length (inches)
�� I I-1 I �I I�� 11=1 I �I I � I •
°
`
II�II�I�II�II�I�II
10d box
0.128
3
IIS I�II�II�II�I�
0.148
HI
01
IIrIIrII�I
1laIFIILIIE
NATIVE UNDISTURBED- =III=1I
11=1I�uI=I
SOIL OR COMPACTED
0.148
STRUCTURAL FILL
�I
FOUNDATION DETAIL
TYPICAL CONCRETE SLAB W/ EDGE FTG.
SIMPSON - `
H- I cups @
0. C.
TYPICAL SHEAR -WALL NOTES The design, adequacy and safety of erection bracing, shoring
and all temporary supports is the sole responsibility of the
Contractor, and has not been considered by the Engineer of
All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB (with Record. The Contractor shall provide the bracing necessary to
studs at 16"o.c.), or as called out below, with exterior provide stability to the structure prior to the completed
exposure glue and span rated "SR 24/0" or better. (5/8" T1-11 application of the lateral resisting system. During
siding is an acceptable substitution except where 5/8" or construction, the Contractor shall keep loads within the
thicker sheathing is specifically called out in the schedule design roof and floor load limits indicated below.
below). Sheathing may be installed either horizontally or
vertically. Design Criteria:
7. SILL PLATE All nails shall be per table below. Nail size and spacing at 1. Live Load = 25 PSF (Snow)
W/A.B.5 PER PLAN all sheathing edges shall be as required in shear -wall schedule 2• Dead Load _ 15 PSF (Roofs)
/ W/ 3ax3x1/4" PLATE WASHER below. 10 PSF (Wood walls)
150 PCF (Concrete)
TYPI�AL (SEE PLAN)
f
Ilr
Nail Type
Diameter (inches)
Length (inches)
8d box
0.113
2-1/2
10d box
0.128
3
16d sinker
0.148
3-1/4
8d common
0.131
2-1/2
10d common
0.148
3
3. Wind : 2018 IBC
a. Basic wind speed = 110 mph
b. V-asd wind speed = 85 mph
C. Risk category = "II"
d. Exposure category = "B"
e. Internal pressure coefficient = +0.55/-0.55
4 Earth wake 2018 IBC
Ir .121 S �I�
a. Risk category = II
1111=b.
ALL EARWALL FRAMING LUMBER SHALL BE #2 DOUG -FIR SPECIES
Importance factor "I" = 1.0
Spectral
=11�C
per the manufacture's recommendation.
4.
c. response acceleration parameter Ss = 1.314
MATER
d. Spectral response acceleration parameter S1 = 0.526
plate washers.
EDGE NAILING
SHEAR -WALL SCHEDULE
e. Site classification = "D"
f. Spectral response acceleration parameter Sds = 1.051
(3�#4 BAR CONTINUOUS
hthinailed with 8d box at 6" on center all edges
\Wseang
= 260
g. Spectral response acceleration parameter Shc = null
h. Seismic desi n cate or "D2"
W/,24'LAP TYPICAL
plf.
i. Seismic response coefficient CS = 0.127
sheathing nailed with 8d box at 4" on center all edges
j. Response modification factor = 6.5
Z = 380 plf.
k. Basic force resisting system = bearing walls -"K"
All concrete work shall be per the 2018 IBC Chapter 19.
�-- VENTED 2x13LKC-.
1. Design procedure = Simplified analysis
LSTHD8/LSTHD8RJ--embeds a minimum of 8 inches into concrete
5. Soil = 1500 PSF, Assumed Bearing Capacity
ADDITIONAL SHEAR WALL NOTES:
foundation and to a double 2X6 stud with (16) 16d
* Blocking is required at all horizontal edges Of
Foundation
sheathing. Sheathing edge nailing is required at all
03, 04, 05, and 06.
holdown posts.
1. All footings shall be founded on native undisturbed soil.
- * Intermediate framing is to be minimum 2x members with
2. Optional: A continuous 4" diameter perforated footing
Cement: ASTM C150, normal -Type I or I-II.
Coarse or fine aggregate: ASTM C33.
All reinforcing be ASTM A615 Grade 40 for
nailing at 12" on center.
drain shall be placed around the entire perimeter of the
10" minimum into concrete. LTT20B attaches to double 2X
* Double 2x studs nailed together with (2) rows of 10d's
foundation and installed as shown on the drawings. The
at 4" o.c. may be used in place of a single 3x stud,
footing drain shall be sloped and terminated at an
TRUSSES @ 24" O.C. unless other wise required in holdown schedule below. approved location down hill of the structure.
3. Pressure -treated Mud -sills: Use 1/2" diameter X 10" ASTM
HOLDOWN SCHEDULE A307 anchor bolts at 60" on center with pressure treated
2x nominal thickness plates, unless otherwise noted on
i- ROOF SHEATHING x ld-d h 11 b Sim son "St 'r d h 11 b t 11 d the f d t' 1
D
ROOF FRAMING DETAIL
TRUSS - WALL CONNECTION
THOMPSON ENGINEERING, INC.
541 JORDAN LN RICHLAND, WA 99352
PHONE: (509) 987-1599 email: rthompsonengineering@yaho
SCALE: PROJECT #22003 DRAWN BY:
DATE: REVISED:
BUNDY COFFEE STAND
STRUCTURAL NOTES & DETAILS
DRAWING'NUMBER:
SHEET SI OF 1
\1�1 T H OM
24:)
QA � 2
0 owns s a e p Hong ie an s a e ins a e
oun a ion p an.
per the manufacture's recommendation.
4.
All anchor bolts shall use 3" square x 1/4" thick steel
plate washers.
EDGE NAILING
All double OR triple studs (ALLOWED PER HOLDOWN SCHEDULE BELOW)
shall be nailed together with (2) rows 10d's staggered at 4" on Concrete
& Reinforcing Steel:
center each row for each layer.
1.
All concrete work shall be per the 2018 IBC Chapter 19.
�-- VENTED 2x13LKC-.
LSTHD8/LSTHD8RJ--embeds a minimum of 8 inches into concrete
Tolerances shall be per IBC Chapter 19, Section 07.
foundation and to a double 2X6 stud with (16) 16d
Mixing, placement, and inspection shall be per Sections
sinker nails in wall above.
03, 04, 05, and 06.
LTT20B attaches to concrete foundation with a 5/8" diameter bolt
2.
3.
4.
Cement: ASTM C150, normal -Type I or I-II.
Coarse or fine aggregate: ASTM C33.
All reinforcing be ASTM A615 Grade 40 for
10" minimum into concrete. LTT20B attaches to double 2X
shall #4 bars
or smaller and Grade 60 for #5 bars or larger.
studs with (10) 16d SINKER nails in wall above.
5.
Use 24" elbow bars at all footing and stemwall corners
--
and intersections at horizontal continuous reinforcement.
BRG/SHEAR WALL
ATTENTION
6.
Admixtures: Water reducers -ASTM C494, Type A. Air
or5EAM - SEE PLAN
•
entrainment -ASTM C260 and ASTM C494, with no chlorides.
ALL ENGINEERING CALLOUTS ON THESE PLANS
7
Concrete shall be in accordance with ASTM 150. Do not use
calcium chloride, fly ash or related materials.
MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS!
f'c = 2500 PSI @ 28 day -5-1/2 sack mix -3/4" maximum size
aggregate. Slump = 5" 6% Air
maximum, max entrained.
ANY CHANGES OR MODIFICATIONS MUST BE PRE -
APPROVED BY THE ENGINEER OF RECORD!
THOMPSON ENGINEERING, INC.
541 JORDAN LN RICHLAND, WA 99352
PHONE: (509) 987-1599 email: rthompsonengineering@yaho
SCALE: PROJECT #22003 DRAWN BY:
DATE: REVISED:
BUNDY COFFEE STAND
STRUCTURAL NOTES & DETAILS
DRAWING'NUMBER:
SHEET SI OF 1
\1�1 T H OM
24:)
QA � 2