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41 ?ARGENT ENGINEERS IN6. Project: Dr SRALT2y Subject:
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LINDBERG
A R C H I T E C T S
319 SOUTH PEABODY STREET SUITE B
PORT ANGELES, WA 98362 452 -6116
January 29, 1991
Mr Monte Smith
Sargent Engineers
320 West Bay Drive, Ste 101
Olympia, WA 98502
RE: A New Office For Dr Dana Shaltry
Dear Monte
Enclosed please find two sets of drawings for Dr Shaltry's New
Office The Building Department has requested three items to be
engineered, before we receive the building permit
1 Provide engineered design for shear panels,
collector elements, and holdowns for the north
wall
2 Provide engineered design, grade and beam sizes
for all glulams
3 Provide details of glulam anchorage for both
wind uplift loading and rotation resulting
from eccentric loading (See roof framing for
location of detail)
As always we need this information as soon as possible Please
call with any questions and a time line Thank you
Sincerely,
LINDBERG ARCHITECTS
Charles D Smith, Associate
CDS /jak
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PROJECT DR SHALTRY OFFICE
Time 00 00 00 Date 00 00 /00
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320 West Bay Drive
OLYMPIA, WASHINGTON 98502
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320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590 By N E A Date: 2 /8//91
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SARGENT ENGINEERS INC. I Project: 8r.
Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590
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SARGENT ENGINEERS INC. Project:
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Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590
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SARGENT ENGINEERS INC. Project: Dr 3k-_-
Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590 By NEA Date: ygliq I
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SARGENT ENGINEERS INC. Project: r S
Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590 By NEA
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Date: z/$ /19 1
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Subject:
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23
STRUCTURAL NOTES
DESIGN
Structural design is in accordance with the structural
provisions of the Uniform Building Code, 1988 edition
DESIGN LIVE LOADS
Roof 25 PSF
Seismic Zone 3 Z =0 3 I =1 0 Rw =8 C =2 75
Wind Load 85 MPH wind speed, Exposure C,
Method 2
GLUE LAMINATED BEAMS
U B C combination 24F -V4 for simple spans, ICBO report
2519 Lumber shall be Douglas Fir (2,400 P S I) Camber for
dead load as shown on drawings Waterproof glue all beams
WOOD FRAMING. LUMBER GRADING
Allowable stress required shall be in accordance with
standard grading rules of West Coast Lumber no 16
Moisture content shall be 19% maximum Load bearing and
exterior studs and plates shall be of grade hem -fir #2 or
better, unless noted otherwise Joists and headers shall be
of grade Douglas Fir #2 or better, unless noted otherwise
Plywood sheathing shall be APA grade trademark plywood
nominal thickness as shown on drawings Roof and wall
sheathing shall be C -D (unless noted otherwise), interior
with exterior glue and shall be nailed with l0d at 6" o c
along edges and at 10" o c along intermediate framing
members, unless noted otherwise Boundary nailing to be 10d
6" o c Roof sheathing nailing shear walls to be same
as shear wall nailing
SHEAR WALLS
SECTIONS AND DETAILS
DR DANA SHALTRY OFFICE
Shear wall construction shall conform with that specified in
shear wall schedules as a minimum
Sections and details showing bolts, framing members, and
connections are intended to illustrate specific details No
attempt has been made to show all elements passing through a
specific section or detail
24/
REFERENCES
Refer to Architectural drawings for all dimensions not
shown, for size and position of openings, breaks in
structural members due to architectural treatment
GENERAL NOTES
Use 24" x 24" #4 elbow bars at all 90 degree bends in
horizontal steel Dowel all interior continuous footing
steel into perimeter footings with elbow bars
SHEAR WALL SCHEDULE
A PLYWOOD SHEAR WALLS
1 MAXIMUM SHEAR 250 P.L.F.
3 MAXIMUM SHEAR 435 P.L.F.
Denotes shear wall location and type,
refer to the shear wall schedule
Denotes Simpson holdown anchored
into the foundation
Holdowns shall be attached to double studs Holdown bolt,
embedment and configuration shall be per recommendation in
Simpson Catalog C -91H -1
Use 1/2" CDX plywood sheathing- one side of wall Nail
all edges with 10d nails at 6" o/c For framing use
HF #2 Provide 1/2" diameter anchor bolts at 32" o/c
maximum spacing at the foundation See plans for
locations and sizes of holdowns
Use 1/2" CDX plywood sheathing one side of wall
Nail all edges with 10d nails at 3 1/2" o/c For
framing use HF #2 Provide 5/8" diameter anchor bolts
at 32" o/c maximum spacing at the foundation See
plans for locations and sizes of holdowns
6 MAXIMUM SHEAR 770 P.L.F. (3 x FRAMING)
Use 1/2" CDX plywood sheathing one side of wall Nail
all edges with 10d nails at 2" o/c staggered For
framing at vertical and horizontal edges use 3" nominal
or wider DF #2 Provide 5/8" diameter anchor bolts at
18" o/c maximum spacing at the foundation See plans
for locations and sizes of holdowns
25/
GENERAL REOIIIREMENTS
All sheathing edges shall be backed with framing sizes
according to shear wall schedule or 2" nominal
blocking Connections between roof sheathing and wall
sheathing shall be such that required edge nailing per
schedule is continuous through blocking and wall
plates All shear walls running parallel to roof
framing shall be continuous to the roof sheathing and
shall be connected to the sheathing in accordance with
the edge nailing requirements of the shear wall
schedule Shear walls perpendicular to or at an angle
to roof framing shall be blocked between top of wall
and roof sheathing Blocking shall be connected to
the sheathing in accordance with the edge nailing
requirements of the shear wall schedule Provide roof
and floor diaphragm nailing of 10d nails at 6" o c at
panel edges and at 6" o c at diaphragm boundaries
unless noted otherwise Provide diaphragm boundary
nailing between roof and floor diaphragms and top of
shear walls Space 10d nails 12" o c along
intermediate framing members on roof and walls Space
10d nails at 10" o c along intermediate framing
members on floors Lumber grades listed above are
minimums
All floors, roof, and shear walls require 4' x 8'
plywood sheets At edges of diaphragm where plywood
sheets might be smaller than 24 plywood sheets shall
be fully blocked around entire piece with 10d nails at
6" o/c unless noted otherwise
For bolting treated plate to continuous running
footing, provide ASTM A307 anchor bolts of size and
spacing indicated in the shear wall schedule and 1/2"
diameter anchor bolt at 4' o c outside shear walls
Provide a minimum embedment in concrete of 4" for 1/2"
and 5/8" diameter bolts and 5" for 3/4" diameter bolts
There shall be a minimum of two bolts per section of
plate and a bolt shall be located within 12 inches of
each end of the plate All bolts require nuts and
washers Minimum supporting concrete wall thickness
shall be 6" Blockouts in concrete wall shall be
located outside the shear wall and at least 2 feet away
from the location of a holdown The hook of the J -bolt
of the HD6 holdown shall be embedded into the footing
of the stem wall
Refer to attached "GENERAL NAILING DETAILS AT SHEAR
WALLS" for shear walls construction
2j
GENERAL NAILING DETAILS AT SHEAR WALLS
INDEX TO CALLOUTS
O NAIL PER EDGE NAILING REQUIREMENT OF SHEAR WALL TYPE.
Q2 NAIL PER EDGE NAILING REQUIREMENT OF UPPER SHEAR WALL TYPE.
Q3 NAIL PER EDGE NAILING REQUIREMENT OF LOWER SHEAR WALL TYPE.
0 NAIL ALL EDGES OF WALL SHEATHING PER CORRESPONDING SHEAR WALL TYPE.
QS BLOCKING VENT HOLES MAY BE PROVIDED WHERE REQUIRED
Q PLYWOOD PER PLAN
0 70d NAILS 0 6" 0 C.
QQ SIMPSON A35 ENGINEERTO DETERMINE SPACING.
QQ JOINT IN WALL SHEATHING.
10 WALL SHEATHING CONTINUOUS AT IRIS LOCATION
27�
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ROOF RAFTER
FLAT OR SLOPED
OR
CANTILEVERED
FLOOR JOIST
A35 Ifb,C PcT
Si4Efvg, WAU, Tf P E
A35
5+ItAR WALL- T'I P E
A RAFTER /JOIST FRAMING INTO
SHEAR WALL
OPTION 1
(WALL SHEATHING CONT TO BLOCKING)
_r\ri
RAFTER /JOIST FRAMING INTO
SHEAR WALL
OPTION 2
(WALL SHEATHING STOPPING TOP PLATE)
28/
EDGE NAILING
BOTTOM PLATE
FOUNDATION
1 2x FLAT HORIZONTAL
EDGE W /STAGGERED
EDGE NAILING
RECOMMENDED CLEARANCE
TO BOTTOM PLATE PER
MANUFACTURER
r
SHEAR WALL
IN THIS AREA
1
I
ANCHOR BOLT PER
SHEAR WALL TYPE
AT END EDGE OF SHEAR
WALL, NAIL SHEATHING
TO VERTICAL STUDS PER
EDGE NAILING WHETHER IT IS
EDGE OR FIELD
STAGGER JOINTS
IN WALL SHEATHING
HORIZONTAL JOINT
IN WALL SHEATHING
1
i
E J- HOLDOWN ATTACHED
I TO DOUBLE KING
STUDS, U N 0
HOLDOWN /SHEAR WALL NAILING
REQUIREMENTS
Z
HOLDOWN ANCHOR BOLT,
SIZE AND EMBEDMENT
PER MNFR RECOMMENDATIONS
1
2q/ i
SARGENT ENGINEERS INC.
Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590
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SARGENT ENGINEERS INC. I Project:
Consulting Engineers S k' 1 'r1
320 West Bay Drive
OLYMPIA, WASHINGTON 98502 0 i
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Consulting Engineers
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590 By Date:
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320 West Bay Drive
OLYMPIA, WASHINGTON 98502
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SARGENT ENGINEERS INC. 5 Project: Sub
Consulting Engineers D ir 5110 +A
320 West Bay Drive
OLYMPIA, WASHINGTON 98502
Phone 943 -3590 By Date:
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1
STRUCTURAL NOTES
DESIGN
Structural design is in accordance with the structural
provisions of the Uniform Building Code, 1988 edition
DESIGN LIVE LOADS
Roof 25 PSF
Seismic Zone 3 Z =0 3 I =1 0 Rw =8 C =2 75
Wind Load 85 MPH wind speed, Exposure C,
Method 2
GLUE LAMINATED BEAMS
U B C combination 24F -V4 for simple spans, ICBO report
2519 Lumber shall be Douglas Fir (2,400 P S I) Camber for
dead load as shown on drawings Waterproof glue all beams
WOOD FRAMING. LUMBER GRADING
Allowable stress required shall be in accordance with
standard grading rules of West Coast Lumber no 16
Moisture content shall be 19% maximum Load bearing and
exterior studs and plates shall be of grade hem -fir #2 or
better, unless noted otherwise Joists and headers shall be
of grade Douglas Fir #2 or better, unless noted otherwise
Plywood sheathing shall be APA grade trademark plywood
nominal thickness as shown on drawings Roof and wall
sheathing shall be C -D (unless noted otherwise), interior
with exterior glue and shall be nailed with 10d at 6" o c
along edges and at 10" o c along intermediate framing
members, unless noted otherwise Boundary nailing to be 10d
6" o c Roof sheathing nailing shear walls to be same
as shear wall nailing
SHEAR WALLS
Shear wall construction shall conform with that specified in
shear wall schedules as a minimum
SECTIONS AND DETAILS
DR DANA SHALTRY OFFICE
Sections and details showing bolts, framing members, and
connections are intended to illustrate specific details No
attempt has been made to show all elements passing through a
specific section or detail
24/
REFERENCES
Refer to Architectural drawings for all dimensions not
shown, for size and position of openings, breaks in
structural members due to architectural treatment
GENERAL NOTES
Use 24" x 24" #4 elbow bars at all 90 degree bends in
horizontal steel Dowel all interior continuous footing
steel into perimeter footings with elbow bars
Denotes shear wall location and type,
refer to the shear wall schedule
Denotes Simpson holdown anchored
into the foundation
Holdowns shall be attached to double studs Holdown bolt,
embedment and configuration shall be per recommendation in
Simpson Catalog C -91H -1
SHEAR WALL SCHEDULE
A PLYWOOD SHEAR WALLS
1 MAXIMUM SHEAR 250 P.L.F.
Use 1/2" CDX plywood sheathing- one side of wall Nail
all edges with 10d nails at 6" o/c For framing use
HF #2 Provide 1/2" diameter anchor bolts at 32" o/c
maximum spacing at the foundation See plans for
locations and sizes of holdowns
3 MAXIMUM SHEAR 435 P.L.F.
Use 1/2" CDX plywood sheathing one side of wall
Nail all edges with 10d nails at 3 1/2" o/c For
framing use HF #2 Provide 5/8" diameter anchor bolts
at 32" o/c maximum spacing at the foundation See
plans for locations and sizes of holdowns
6 MAXIMUM SHEAR 770 P.L.F. (3 x FRAMING)
Use 1/2" CDX plywood sheathing one side of wall Nail
all edges with 10d nails at 2" o/c staggered For
framing at vertical and horizontal edges use 3" nominal
or wider DF #2 Provide 5/8" diameter anchor bolts at
18" o/c maximum spacing at the foundation See plans
for locations and sizes of holdowns
GENERAL REOUIREMENTS
All sheathing edges shall be backed with framing sizes
according to shear wall schedule or 2" nominal
blocking Connections between roof sheathing and wall
sheathing shall be such that required edge nailing per
schedule is continuous through blocking and wall
plates All shear walls running parallel to roof
framing shall be continuous to the roof sheathing and
shall be connected to the sheathing in accordance with
the edge nailing requirements of the shear wall
schedule Shear walls perpendicular to or at an angle
to roof framing shall be blocked between top of wall
and roof sheathing Blocking shall be connected to
the sheathing in accordance with the edge nailing
requirements of the shear wall schedule Provide roof
and floor diaphragm nailing of 10d nails at 6" o c at
panel edges and at 6" o c at diaphragm boundaries
unless noted otherwise Provide diaphragm boundary
nailing between roof and floor diaphragms and top of
shear walls Space 10d nails 12" o c along
intermediate framing members on roof and walls Space
10d nails at 10" o c along intermediate framing
members on floors Lumber grades listed above are
minimums
All floors, roof, and shear walls require 4' x 8'
plywood sheets At edges of diaphragm where plywood
sheets might be smaller than 24 plywood sheets shall
be fully blocked around entire piece with 10d nails at
6" o/c unless noted otherwise
For bolting treated plate to continuous running
footing, provide ASTM A307 anchor bolts of size and
spacing indicated in the shear wall schedule and 1/2"
diameter anchor bolt at 4' o c outside shear walls
Provide a minimum embedment in concrete of 4" for 1/2"
and 5/8" diameter bolts and 5" for 3/4" diameter bolts
There shall be a minimum of two bolts per section of
plate and a bolt shall be located within 12 inches of
each end of the plate All bolts require nuts and
washers Minimum supporting concrete wall thickness
shall be 6" Blockouts in concrete wall shall be
located outside the shear wall and at least 2 feet away
from the location of a holdown The hook of the J -bolt
of the HD6 holdown shall be embedded into the footing
of the stem wall
Refer to attached "GENERAL NAILING DETAILS AT SHEAR
WALLS" for shear walls construction
GENERAL NAILING DETAILS AT SHEAR WALLS
INDEX TO CALLOUTS
10 NAIL PER EDGE NAILING REQUIREMENT OF SHEAR WALL TYPE.
QZ NAIL PER EDGE NAILING REQUIREMENT OF UPPER SHEAR WALL TYPE.
Q NAIL PER EDGE NAILING REQUIREMENT OF LOWER SHEAR WALL TYPE.
Q4 NAIL ALL EDGES OF WALL SHEATHING PER CORRESPONDING SHEAR WALL TYPE.
05 BLOCKING VENT HOLES MAY BE PROVIDED WHERE REQUIRED
Q PLYWOOD PER PLAN
Q7 tOd NAILS 6" 0 C.
Q SIMPSON A35 ENGINEERTO DETERMINE SPACING.
Q JOINT IN WALL SHEATHING.
70 WALL SHEATHING CONTINUOUS AT THIS LOCATION
27/
z
ROOF RAFTER
FLAT OR SLOPED
OR _,1\4
CANTILEVERED
(E
FLOOR JOIST RAPIER /JOIST FRAMING INTO
A' 5 ia hT
5H *Iz, uJ ALL T`{ P E
AS (o "O,c. AT
544thR. u— Ty P c>
SHEAR WALL
SHEAR WALL
OPTION 1
(WALL SHEATHING CONT TO BLOCKING)
RAFTER /JOIST FRAMING INTO
SHEAR WALL
OPTION 2
(WALL SHEATHING STOPPING TOP PLATE)
2 8/
EDGE NAILING
BOTTOM PLATE
FOUNDATION
•r
1 2x FLAT HORIZONTAL
EDGE W /STAGGERED
EDGE NAILING
RECOMMENDED CLEARANCE
TO BOTTOM PLATE PER
MANUFACTURER
SHEAR WALL I
IN THIS AREA I
of
1 I„
1 f
1 1
1 f li- HOLDOWN ATTACHED
TO DOUBLE KING
STUDS, U N 0
ANCHOR BOLT PER
SHEAR WALL TYPE
HORIZONTAL JOINT
IN WALL SHEATHING
HOLDOWN /SHEAR WALL NAILING
REQUIREMENTS
Z
HOLDOWN ANCHOR BOLT,
SIZE AND EMBEDMENT
PER MNFR RECOMMENDATIONS
AT END EDGE OF SHEAR
WALL, NAIL SHEATHING
TO VERTICAL STUDS PER
EDGE NAILING WHETHER IT IS
EDGE OR FIELD
STAGGER JOINTS
IN WALL SHEATHING
261/