HomeMy WebLinkAboutBLD2021-00157 - 07A STRUCTURAL CALCULATION
ENGINEERING SCOPE OF WORK
Lateral Force Resisting System (LFRS) for entire structure.
o Lateral Force Resisting System (LFRS) for new or remodeled structure, and any new load
into existing structure exceeding 10% increase.
o Lateral Force Resisting System (LFRS) (partial) as identified in attached.
Beams [all*] [partial]
Isolated Footings [all*] [partial]
Foundation [all*] [partial]
Basement wall [all*] [partial]
o walls that are 9'-0" and higher.
o walls with more than a 4' high unbalanced fill.
o walls abutting garage slabs (surcharge)
o Retaining wall as identified in attached.
Stud walls which exceed 10’-0” height sole to top plate as identified in attached.
o Structural Assessment.
o Other _______________________
* All = features not covered under IBC/IRC Prescriptive Design Method
Kenneth H Swartz, PE
Swartz Engineering
INFORMATION PROVIDED TO ME
Kenneth H Swartz, PE
Swartz Engineering
61
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2/4
2/
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2/6
9'-0" x 8'-0"9'-0" x 8'-0"
3/0 SC w/CL20 min RATED
BR
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2/6
DN
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GARAGE
ENTRY
STUDY
GREAT ROOM
KITCHEN
DINING ROOM
PANTRY
UTILITY
PWDR
PORCH
DECK
3/0
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MASTER BEDROOM
MASTER BATH
1/7 x 5/1
TRANS ABV
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ELEC.
4/
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3/0 x 5/0 SH
TRANS ABV
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3/
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6/0 x 5/0 PW3/0 x 5/0 SH 3/0 x 5/0 SH
3/0 x 3/6 SH3/0 x 5/0 SH 3/0 x 5/0 SH
12/0 SGD
2/
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x
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1/7 x 5/1
TRANS ABV
3/
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GAS FIREPLACE
3/4 WALL
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HOOD ABV
4/
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360 981 7858
kbmonaco@ hotmail.com
Owner, Contractor & Builders are
to comply with all current IRC
Codes. All Dimensions are to be
verified by the contractor before
the start of construction
K. B. M O N A C O
PO Box 3050
Silverdale, WA. 98383
SHEET
A1 of A9
SHEET TITLE
SCALE
1/4" = 1'-0"
FINALS:
DRAWING TIMELINE
01/14/2021
BU
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PLAN DETAILS
MAIN FLOOR:
GARAGE:
YAAKOV & MIREY
VAROL
PROJECT
see ENGINEERING FOR ALL LATERAL & GRAVITY CALCULATIONS
PORCH:
LOWER FLOOR:
MAIN FLOOR
DECK:
TOTAL HEATED:
613
(527)
(39)
(293)
2,206
Jefferson County Design Criteria:
Roof Snow Load:
Seismic Zone:
Wind Load
2015 Uniform Plumbing Code, (UPC), 51-56
2015 Washington State Energy Code (WSEC) WAC 51-11R
2015 International Fuel Gas Code, (IFGC), 51-52-003
2015 International Mechanical Code, (IMC)
D1, *West End D2
25 PSF
110 MPH w/ 3 second gust
130 MPH w/ 3second gust
Frost Depth: 12" below grade
2015 IRC Residential Code, WAC 51-51-003
Brinnon & *West End 30 PSF
Wind Load *West End
B,C or D depending on conditionsWind Exposure:
1,500 lbs unless there is aSoil Bearing Capacity:
geotechnical report
*West End is: Forks, Queets, etc.
LOWER FLOOR:(827)
(heated)
(unheated)
FURN WH
GLASS PANEL ON36" (h) STEM WALL
PIPE BOLLARD or APPROVED
VEHICLE BARRIER
63'-9 1/2"
28'-3 1/2"16'-0"15'-0"4'-6"
8'-3"5'-0"15'-0 1/2"
4'-3 1/2"10'-0"
VT
O
VTO
3'-3 3/4"5'-0"5'-0"
52
'
-
0
"
17
'
-
0
"
10
'
-
0
"
4'
-
0
"
6'
-
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"
4'
-
9
1
/
4
"
5'
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0
"
5'
-
2
3
/
4
"
2'-0"
3'
-
0
"
11
'
-
0
"
63'-9 1/2"
16'-6"13'-0"24'-0"
2'-0"9'-0"2'-0"9'-0"2'-0"
2'-6"8'-0"4'-5 1/4"
8'-9"7'-9"
20
'
-
0
"
5 1/2"
7'
-
6
1
/
4
"
2'
-
6
1
/
4
"
2'
-
6
1
/
4
"
4'-6"
2'-5 3/4"
10
'
-
5
1
/
2
"
2'
-
2
3
/
4
"
3'
-
2
3
/
4
"
52
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22
'
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13
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17
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12
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3
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4'
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9
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3'
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1
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9'
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1
1
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2'
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7
1
/
4
"
4'-3"3'-2"3'-9"5'-8 1/2"
14'-3 1/2"7'-1"3'-0"7'-2"2'-0"2'-7"
7'-9"16'-5"
11
'
-
0
"
7'-3"2'-7"31'-2"2'-6"5'-0"4'-6"
5'
-
7
"
3'
-
6
1
/
2
"
5'-9"2'-6"5'-0"
7'
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1
1
1
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2
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3'
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0
"
9'
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1
1
/
2
"
6'-0"
4'
-
0
"
3'
-
1
"
4'
-
1
0
1
/
2
"
6'-5 1/2"7'-1"
4'
-
5
1
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2
"
5'
-
9
"
19
'
-
9
1
/
2
"
4'
-
4
"
5'
-
1
0
"
9'
-
7
1
/
2
"
2'-3 1/2"
12'-0"2'-7"
5'
-
5
1
/
2
"
4'
-
5
1
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2
"
2'
-
5
1
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2
"
4'
-
0
"
13'-8"16'-5"6'
-
5
1
/
2
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3'-2"3'-2"
9'
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7
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3'
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2
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15
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5
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SHELVES
STEPS TO GRADE
STEPS TO GRADE
CONCRETE / COVERED
SLOPE TO DRAIN
4" CONCRETE SLAB
TEMP. GL.TEMP. GL.
TEMP. GL.
TEMP. GL.
CO
50 cfm
50 cfm
50 cfm
100 cfm
19
'
-
6
1
/
2
"
COVERED
2'-7 1/4"
4'-0"6'-3 1/2"
A8
A8
PUMPHEAT
min EF of 2.0 min HSPF of 9.0
1.0 GPMor LESS
1.0 GPMor LESS
1.0 GPMor LESS
1.0 GPMor LESS
1.75 GPMor LESS
1.75 GPMor LESS
BEDROOM #2
WALK-IN CLOSET
BATH
FAMILY ROOM
UNHEATED STORAGE
UP
STEP FOUNDATION
TO SUIT FINAL GRADE
STEP FOUNDATION
TO SUIT FINAL GRADE
CRAWL SPACE
2/6
2/6
2/0 BF
2/4
LINEN
3'
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"
x
5
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-
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"
SH
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6/0 x 2/6 PW3/0 x 5/0 SH 3/0 x 5/0 SH
3/0 x 5/0 SH3/0 x 5/0 SH
2/6
3/0 x 5/0 SH 3/0 x 5/0 SH
EGRESS
3/0 HL
w/ SCREEN
6/0 x 2/6 PW
CRAWL SPACE ACCESS
360 981 7858
kbmonaco@ hotmail.com
K. B. M O N A C O
PO Box 3050
Silverdale, WA. 98383
SHEET
A2 of A9
SHEET TITLE
SCALE
1/4" = 1'-0"
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LOWER FLOOR
YAAKOV & MIREY
VAROL
PROJECT
*ALL GLAZING IN SIDE HINGED
DOORS TO BE SAFETY GLAZING
GARAGE DWELLING SEPARATION:
R302.5, R309.1 Garage dwelling separation, garage floor. The garage shall be
separated from the residence and its attic area by not less than ½” gypsum board
applied to the garage side, including garages located less than 3’ from a dwelling
unit on the same lot. Garages beneath habitable rooms shall be separated from
all habitable rooms above by not less than 5/8” Type X gypsum board and shall
be installed perpendicular to the ceiling framing and be fastened at 6” o.c. by
minimum 1-7/8” 6d coated nails or equivalent drywall screws. Structural members
supporting the horizontal separation shall be protected by minimum ½” gypsum
board (this includes all bearing walls, posts, columns, etc.). Ducts in the garage
and ducts penetrating the walls or ceilings separating the dwelling from the
garage shall be constructed of a minimum No.26 gage sheet steel or other
approved material and shall have no openings in the garage. Openings around
vents, pipes, ducts, cables, and wires shall be fire blocked with an approved
material to resist the passage of flame and products of combustion. The garage
floor shall be of concrete or other approved noncombustible material, and shall
be sloped to facilitate the movement of liquids to a drain or toward the main
vehicle entry doorway. A carport (open on at least 2 sides) may have a floor
surface of asphalt.
302.5.1. Garage dwelling door. Openings from a private garage directly into a
room used for sleeping purposes shall not be permitted. Other openings between
the garage and residence shall be equipped with solid wood doors not less that
1-3/8” in thickness, solid or honeycomb core steel doors not less than 1-3/8”
thick, or 20-minute fire-rated doors equipped with a self closing device.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Garage - Dwelling Separation: Table R302.6
Not less than 1/2-inch gypsum board or equivalentFrom the residence and attics
From habitable rooms above the garage Not less than 5/8-inch Type X gypsum board or equivalent
Structure(s) supporting floor/ceiling assemblies Not less than 1/2-inch gypsum board or equivalent
Garages located less than 3 feet from a dwelling unit on the same lot Not less than 1/2-inch gypsum board or equivalent applied
to the interior side of exterior walls that are within this area
applied to the garage side
used for separation required by this section
SEPARATION MATERIAL
SAFETY GLAZING
1) Safety glazing is required in the following areas shown below. Please label
all required safety glazing in applicable locations on the plans.
a. In bathrooms where glazing is within 60" horizontally from tubs/ showers
and/ or within 60 vertically from tub/ shower floor
b. Adjacent to doors where the window edge is within 24 of door arc.
c. Glazing greater than 9 square feet where bottom edge is within 18 above
walking surface and top edge is greater than 36 above walking surface.
d. Glazing adjacent to stairs where the bottom edge of the glazing is within
36" above the plane of the adjacent walking surface of the stairway.
TEMP. GL.TEMP. GL.
ROD & SHELF
CO
50 cfm
63'-9 1/2"
15'-0"16'-0"28'-3 1/2"
2'-7 1/4"5'-0"5'-0"3'-3 3/4"5'-0"5'-0"2'-6"10'-0"
35
'
-
0
"
3'
-
0
"
2'
-
0
"
13
'
-
0
"
17
'
-
0
"
35
'
-
0
"
10
'
-
0
"
15
'
-
0
"
4'
-
0
"
6'
-
0
"
4'
-
8
"
6'
-
0
"
13
'
-
4
"
6'
-
0
"
21'-6 1/2"6'-10"4'-10"
6'
-
8
"
1'
-
3
"
4'
-
9
"
6'-8"7'-1"
17'-8 1/2"
6'
-
1
1
/
2
"
2'
-
3
"
11
'
-
1
0
1
/
2
"
1'
-
9
"
5'-0"3'-5 1/2"5'-5 1/2"3'-2"3'-9"3'-11 1/2"
63'-9 1/2"
16'-6"13'-3 1/2"27'-8 1/2"6'-3 1/2"
7'-7 1/2"8'-10 1/2"7'-9 1/2"5'-6"
11
'
-
4
1
/
2
"
3'-2"
NOTES
A8
A8
1.75 GPMor LESS
1.0 GPMor LESS
AL
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5'
-
2
3
/
4
"
5'
-
0
"
4'
-
9
1
/
4
"
2'-0"2'-6"
9'
-
1
0
"
+
/
-
12
'
-
0
"
+
/
-
PLATE LINE
PLATE LINE
MAIN FLOOR
9'
-
0
"
6'
-
1
0
5
/
8
"
PLATE LINE
HEADER
TOP OF SLAB
9'
-
0
"
6'
-
1
0
5
/
8
"
9'
-
5
"
10
'
-
6
"
PLATE LINE
PLATE LINE
MAIN FLOOR
FRONT ELEVATION
REAR ELEVATION
6/0 x 2/6 PW 3/0 x 2/6 PW 3/0 x 2/6 PW 6/0 x 2/6 PW 3/0 x 2/6 PW 3/0 x 2/6 PW 3/0 x 2/6 PW 5/9 x 2/6 PW 5/9 x 2/6 PW
360 981 7858
kbmonaco@ hotmail.com
K. B. M O N A C O
PO Box 3050
Silverdale, WA. 98383
SHEET
A3 of A9
SHEET TITLE
SCALE
1/4" = 1'-0"
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ELEVATIONS
YAAKOV & MIREY
VAROL
PROJECT
R401.3 Drainage. Surface drainage shall be diverted to a storm sewer conveyance or other approved point
of collection that does not create a hazard. Lots shall be graded to drain surface water away from
foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet.
Exception: Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet,
drains or swales shall be constructed to ensure drainage away from the structure. Impervious surfaces
within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building.
SOFFIT
(unventilated)
SOFFIT
(ventilated)
TO WINDOW THAT
MAY BE OPENED
EXTERIOR VENT TERMINATION
15
"
m
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18
"
m
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12
"
m
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A
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12" min CLEARANCE
- OWNER VERIFY ALL SIDING & TRIM DETAILS -
CONCRETE PAD
PT 6x6 POST / TYP
STEPS TO GRADE
6'
-
1
0
5
/
8
"
HEADER
METAL ROOF METAL ROOF
METAL ROOF
HARDI PLANK
METAL ROOF
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112
1 12 1 12
9'
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"
12
'
-
0
"
+
/
-
6'
-
1
0
5
/
8
"
HEADER
PLATE LINE
PLATE LINE
TOP OF SLAB
MAIN FLOOR
9'
-
6
"
PLATE LINE
MAIN FLOOR
9'
-
5
"
10
'
-
6
"
9'
-
0
"
12
'
-
0
"
+
/
-
6'
-
1
0
5
/
8
"
HEADER
PLATE LINE
PLATE LINE
TOP OF SLAB
MAIN FLOOR
CRICKET
CRICKET
LEFT ELEVATION
RIGHT ELEVATION
SITE VERIFY
ALL UPPER
WINDOWS
360 981 7858
kbmonaco@ hotmail.com
K. B. M O N A C O
PO Box 3050
Silverdale, WA. 98383
SHEET
A4 of A9
SHEET TITLE
SCALE
1/4" = 1'-0"
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ELEVATIONS
YAAKOV & MIREY
VAROL
PROJECT
PT 6x6 POST / TYP
- OWNER VERIFY ALL SIDING & TRIM DETAILS -
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
6'
-
1
0
5
/
8
"
HEADER
PLATE LINE
MAIN FLOOR
9'
-
6
"
METAL ROOFPROVIDE DRIP EDGE
METAL ROOF
PROVIDE DRIP EDGE
HARDI PLANK
HARDI PLANK HARDI PLANK
HARDI PLANK
HARDI PLANK
HARDI PLANK
CULTURED STONEHARDI PLANK
STEP FOUNDATION TO SUIT FINAL GRADE
STEP FOUNDATION TO SUIT FINAL GRADE
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CRAWL SPACE ACCESS:
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CRAWL SPACE ACCESS
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48
4
4
0
0
0
0
0
4
0
0
0
0
0
04
04
0
0
0
4
8
0
4
4
8
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4
0
0
4
4
4
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WATER HEATER: Temperature and pressure relief valves shall Ee drained to outside. Drain
may not Ee trapped and must terminate no more than 24 inches nor less than . inches from
the ground and shall not Ee threaded.
All electric hot water heaters shall Ee placed on an R10 pad when located in an unheated
space or on a concrete floor. A thermal expansion compression tanN shall Ee installed on
water heater tanNs.
R403.5.5 Electric water heater insulation. All electric water heaters in unheated spaces or on
concrete floors shall Ee placed on an incompressiEle insulated surface with a minimum
thermal resistance of R10.
M1307.2 Anchorage of appliances. Appliances designed to Ee fixed in position shall Ee
fastened or anchored in an approved manner. In Seismic Design Categories D0 D1 and
D2 and in townhouses in Seismic Design Category C water heaters and thermal storage
units shall Ee anchored or strapped to resist horizontal displacement caused Ey earthTuaNe
motion in accordance with one of the following:
1. Anchorage and strapping shall Ee designed to resist a horizontal force eTual to
onethird of the operating weight of the water heater storage tanN acting in any horizontal
direction. Strapping shall Ee at points within the upper onethird and lover onethird of the
appliance·s vertical dimensions. At the lower point the strapping shall maintain a minimum
distance of 4 inches aEove the controls.
2. The anchorage strapping shall Ee in accordance with the appliance manufacturer·s
recommendations.
M1307.3 Elevation of ignition source. Appliances having an ignition source shall Ee
elevated such that the source of ignition is not less than 18 inches aEove the floor in
garages. )or the purpose of this section rooms or spaces that are not part of the living
space of a dwelling unit and that communicate with a private garage through openings shall
Ee considered to Ee part of the garage.
Exception: Elevation of the ignition source is not required for appliances that are listed as
flammable-vapor-ignition resistant.
M1307.3.1 Protection from impact. Appliances shall not Ee installed in a location suEMect to
vehicle damage except where protected Ey approved Earriers.
HANDRAILS:
R311.7.8 Handrails. Handrails shall Ee provided on not less than one side of each continuous run of treads or flight
with four or more risers.
R311.7.8.1 Height. Handrail height measured vertically from the sloped plane adMoining the tread nosing or finish
surface of ramp slope shall Ee not less than 34 inches and not more than 38 inches.
Exceptions:
1. The use of a volute, turnout or starting easing shall be allowed over the lowest tread.
2. Where handrail fittings or bendings are used to provide continuous transition between flights, transitions at winder
treads, the transition from handrail to guard, or used at the start of a flight,the handrail height at the fittings or
bendings shall be permitted to exceed 38 inches.
R311.7.8.2 Continuity. Handrails for stairways shall Ee continuous for the full length of the flight from a point directly
aEove the top riser of the flight to a point directly aEove the lowest riser of the flight. Handrail ends shall Ee returned
or shall terminate in newel posts or safety terminals. Handrails adMacent to a wall shall have a space of not less than
1 12 inches Eetween the wall and the handrails.
Exceptions:
1. Handrails shall be permitted to be interrupted by a newel post at the turn.
2. The use of a volute, turnout, starting easing or starting newel shall be allowed over the lowest tread.
R311.7.8.3. Grip Size. ReTuired handrails shall Ee of one of the following types or provide eTuivalent graspaEility.
1. Type I. Handrails with a circular cross section shall have an outside diameter of not less than 1 14 inches and not
greater than 2 inches. If the handrail is not circular it shall have a perimeter dimension of not less than 4 inches and
not greater than 14 inches with a cross section of dimension of not more than 2 14 inches. Edges shall have a
radius of not less than 0.01 inch.
2. Type II. Handrails with a perimeter greater than 14 inches shall have a graspaEle finger recess area on Eoth
sides of the profile. The finger recess shall Eegin within a distance of 34 inch measured vertically from the tallest
portion of the profile and achieve a depth of not less than 51 inch within 78 inch Eelow the widest portion of the
profile. This reTuired depth shall continue for not less than 38 inch to a level that is not less than 1 34 inches Eelow
the tallest portion of the profile. The width of the handrail aEove the recess shall Ee not less than 1 14 inches and
not more than 2 34 inches. Edges shall have a radius of not less than 0.01 inch.
STAIRS
R3117.5.1 Risers. The riser height shall Ee not more than 734 inches. The riser shall
Ee measured vertically Eetween leading edges of the adMacent treads. The greatest
riser height within any flight of stairs shall not exceed the smallest Ey more than 38
inch. Risers shall Ee vertical or sloped from the underside of the nosing of the tread
aEove at an angle not more than 30 degrees from the vertical. 2pen risers are
permitted provided that the openings located more than 30 inches as measured
vertically to the floor or grade Eelow do not permit the passage of a 4inchdiameter
sphere.
Exceptions:
1. The opening Eetween adMacent treads is not limited on spiral stairways.
2. The riser height of spiral stairways shall Ee in accordance with Section R311.7.10.1.
R311.7.5.2 Treads. The tread depth shall Ee not less than 10 inches. The tread depth
shall Ee measured horizontally Eetween the vertical planes of the foremost proMection
of adMacent treads and at a right angle to the tread·s leading edge. The greatest tread
depth within any flight of stairs shall not exceed the smallest Ey more than 38 inch.
R311.7.5.3 Nosings. The radius of curvature at the nosing shall Ee not greater than
1 inch 14 mm . A nosing proMection not less than 34 inch and not more than 114
inches shall Ee provided on stairways with solid risers. The greatest nosing proMection
shall not exceed the smallest nosing proMection Ey more than 38 inch Eetween two
stories including the nosing at the level of floors and landings. %eveling of nosings
shall not exceed 12 inch .
Exception: A nosing proMection is not reTuired where the tread depth is not less than 11
inches.
R311.7.5.4 Exterior plastic composite stair treads. Plastic composite exterior stair
treads shall comply with the provisions of this section and Section R507.3.
360 981 7858
NEmonaco# hotmail.com
.. %. M 2 N A C 2
P2 %ox 3050
Silverdale WA. 8383
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ATTIC VENTS:
R806.1 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directl\ to the
underside of roof rafters shall have cross ventilation for each separate space .. ventilating openings protected against the
entrance of rain or snow. Ventilation openings shall have a least dimension of 1/16 inch minimum and 1/4 inch maximum.
Ventilation openings having a least dimension larger than 1/4 inch shall Ee provided with corrosionresistant wire cloth screening,
hardware cloth or similar material with openings having a least dimension of 1/16 inch minimum and 1/4 inch maximum.
2penings in roof framing memEers shall conform to the requirements of Section R802.7. Required ventilation openings shall
open directl\ to the outside air.
R806.2 Minimum vent area. The minimum net free ventilating area shall Ee 1/150 of the area of the vented space.
Exception: The minimum net free ventilation area shall be 1/300 of the vented space provided one or more of the following
conditions are met:
1. In Climate =ones 6, 7 and 8, a Class I or II vapor retarder is installed on the warminwinter side of the ceiling.
2. At least 40 percent and not more than 50 percent of the required ventilating area is provided E\ ventilators located in the
upper portion of the attic or rafter space. 8pper ventilators shall Ee located no more than 3 feet Eelow the ridge or highest point
of the space,measured verticall\, with the Ealance of the required ventilation provided E\ eave or cornice vents. :here the
location of wall or roof framing memEers conflicts with the installation of upper ventilators, installation more than 3 feet Eelow the
ridge or highest point of the space shall Ee permitted.
Total Attic Floor Space: 2,395 (including garage, porch & deck)
1/150 Rule 1,150 square inches net free ventilation needed at exhaust (at or near ridge)
1,150 square inches net free ventilation needed at intake (at or near soffit)
1/300 Rule 575 square inches net free ventilation needed at exhaust (at or near ridge)
575 square inches net free ventilation needed at intake (at or near soffit)
R806.3 Vent and insulation clearance. :here eave or cornice vents are installed, insulation shall not Elock the free flow of air. Not
less than a 1inch space shall Ee provided Eetween the insulation and the roof sheathing and at the location of the vent.
R806.4 Installation and weather protection. Ventilators shall Ee installed in accordance with manufacturer·s instructions.
Installation of ventilators in roof s\stems shall Ee in accordance with the requirements of Section R903. Installation of ventilators
in wall s\stems shall Ee in accordance with the requirements of Section R703.1.
see EN*INEERIN* F2R A// %EAM SI=ES
360 981 7858
kEmonaco# hotmail.com
.. %. M 2 N A C 2
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8N'ER A// FI// AREAS / T<3.
R303.1.1.1 Blown or sprayed roof/ceiling insulation. 7he thickness of Elownin or sprayed
roof/ceiling insulation fiEerglass or cellulose shall Ee written in inches on markers that are
installed at least one for eYery 300 sTuare feet throughout the attic space. 7he markers
shall Ee affi[ed to the trusses or Moists and marked with the minimum initial installed
thickness with numEers a minimum of 1 inch in height. Each marker shall face the attic
access opening. Spray polyurethane foam thickness and installed RYalue shall Ee listed
on certification proYided Ey the insulation installer.
R303.1.2 Insulation mark installation. Insulating materials shall Ee installed such that the
manufacturer
s RYalue mark is readily oEserYaEle upon inspection.
min.
12 0I1I0U0 R403.1.4
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12 min.
12 min.
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R404.1.4.2 Concrete foundation walls. In Euildings assigned to Seismic 'esign Category '0 '1 or '2 concrete foundation
walls that support lightframe walls shall comply with this section and concrete foundation walls that support aEoYegrade
concrete walls shall comply with $CI 31 $CI 332 or 3C$ 100 see Section R404.1.3 . In addition to the hori]ontal reinforcement
reTuired Ey 7aEle R404.1.2 1 plain concrete walls supporting light frame walls shall comply with the following.
1. Wall height shall not e[ceed feet.
2. UnEalanced Eackfill height shall not e[ceed 4 feet.
3. 0inimum thickness for plain concrete foundation walls shall Ee 7.5 inches e[cept that inches is permitted where the
ma[imum wall height is 4 feet inches. )oundation walls less than 7.5 inches in thickness supporting more than 4 feet of
unEalanced Eackfill or e[ceeding feet in height shall Ee proYided with hori]ontal reinforcement in accordance with 7aEle
R404.1.2 1 and Yertical reinforcement in accordance with 7aEle R404.1.2 2 R404.1.2 3 R404.1.2 4 R404.1.2 5
R404.1.2 R404.1.2 7 or R404.1.2 . Where 7aEles R404.1.2 2 through R404.1.2 permit plain concrete walls not less
than 1o. 4 1o. 13 Yertical Ears at a spacing not e[ceeding 4 inches shall Ee proYided.
0inimum Width W 7hickness 7 for Concrete )ootings / /ight)rame Construction
Story 7ype 2f Structure /oad Bearing 9alue of Soil psf
12 [
aE7$B/E R403.1 1
With /ight )rame Construction 1500 2000 2500 3000 3500 4000
12 [ 12 [ 12 [ 12 [ 12 [
Based on Snow /oad / Roof /iYe /oad of 30 psf / see IRC 7aEle for additional loads
1 story / slaE on grade
1 story / with crawl space
1 story plus Easement
2 story / slaE on grade
2 story / with crawl space
2 story plus Easement
3 story / slaE on grade
3 story / with crawl space
3 story plus Easement
13 [ 12 [ 12 [ 12 [ 12 [ 12 [
1 [ 14 [ 12 [ 12 [ 12 [ 12 [
12 [ 12 [ 12 [ 12 [ 12 [ 12 [
17 [ 13 [ 12 [ 12 [ 12 [ 12 [
12 [ 12 [ 12 [ 23 [ 17 [ 14 [
12 [ 12 [ 12 [ 15 [ 12 [ 12 [
12 [ 12 [ 12 [ 12 [ 20 [ 15 [
13 [ 12 [ 12 [ 1 [ 2 [ 20 [
)or SI: 1 inch 25.4 mm 1 plf 14. 1/m 1 pound per sTuare foot 47. 1/m2.
a. Interpolation allowed. E[trapolation is not allowed.
E. Based on 32footwide house with loadEearing center wall that carries half of the triEutary attic and floor
framing. )or eYery 2 feet of adMustment to the width of the house add or suEtract 2 inches of footing width
and 1 inch of footing thickness Eut not less than inches thick .
0inimum +ori]ontal Reinforcement )or Concrete Basement Walls
0a[imum Unsupported /ocation of +ori]ontal Reinforcement
2ne 4 Ear within 12 of the top of wall story one 4 Ear near mid height of the wall story
aE
7$B/E R404.1.2 1
+eight of Basement Wall
less than or eTual to
0
greater than
0
)or SI: 1 inch 25.4 mm 1 foot 304. mm 1 pound per sTuare inch . 5 k3a.
a. +ori]ontal reinforcement reTuirements are for reinforcing Ears with a minimum yield strength of 40000 psi and concrete with a minimum concrete
compressiYe strength of 2500 psi.
E. See Section R404.1.2.2 for minimum reinforcement reTuired for foundation walls supporting aEoYegrade concrete walls.
2ne 4 Ear within 12 of the top of wall story one 4 Ear near third points of the wall story
R403.1.3.1 Concrete stem walls with concrete footings. In Seismic 'esign Categories '0 '1 and '2
where a construction Moint is created Eetween a concrete footing and a concrete stem wall a minimum of
one 1o. 4 Yertical Ear shall Ee installed at not more than 4 feet on center. 7he Yertical Ear shall haYe a
standard hook and e[tend to the Eottom of the footing and shall haYe support and coYer as specified in
Section R403.1.3.5.3 and e[tend a minimum of 14 inches into the stem wall. Standard hooks shall
comply with Section R0.5.4.5. $ minimum of one 1o. 4 hori]ontal Ear shall Ee installed within 12 inches
of the top of the stem wall and one 1o. 4 hori]ontal Ear shall Ee located 3 to 4 inches from the Eottom of
the footing.
4 +2RI=217$/ B$RS S3$CE' WI7+I1 12 2) 7+E
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BASEMENT OR CRAWL SPACE WITH
CONCRETE STEM WALL & SPREAD FOOTING
SLAB ON GROUND WITH
MONOLITHIC TURNED-DOWN FOOTING
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4 9ER7IC$/ B$RS # 4 o/c per
SEC7I21 R403.1.3.1. min 14 I172
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9entilation ReTuired:3 sT. ft. / 300 [ 144
Use:14 [ 7 )oundation 9ents
$ctual 9ent $rea: sTuare inches 25 reduction 1/4 mesh 73.50 sTuare inches
40 sTuare inches reT.
9ents ReTuired:40 sTuare inches / 73.5 9ent $rea 1 Yents reTuired
3roYide: 1 14 [ 7 9ents: 7otal $rea 73.5 sTuare inches
9entilation 3roYided:73.5 sTuare inches 40 sTuare inches reT.
9E17S S+$// 127 I17ER)ERE WI7+ BUI/'I1* C20321E17S SUC+ $S +2/''2W1S
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R40.1 Concrete and masonry foundation dampproofing. E[cept where reTuired Ey Section R40.2 to Ee
waterproofed foundation walls that retain earth and enclose interior spaces and floors Eelow grade shall Ee
dampproofed from the higher of a the top of the footing or E inches Eelow the top of the Easement floor to
the finished grade. 0asonry walls shall haYe not less than 3/ inch portland cement parging applied to the e[terior
of the wall. 7he parging shall Ee dampproofed in accordance with one of the following:
1. Bituminous coating.
2.7hree pounds per sTuare yard 1.3 kg/m2 of acrylic modified cement.
3.2neeighthinch coat of surfaceEonding cement complying with $S70 C 7.
4.$ny material permitted for waterproofing in Section R40.2.
5.2ther approYed methods or materials.
E[ception: 3arging of unit masonry walls is not reTuired where a material is approYed for direct application to the
masonry. Concrete walls shall Ee dampproofed Ey applying any one of the listed dampproofing materials or any
one of the waterproofing materials
R405.1 Concrete or masonry foundations. 'rains shall Ee proYided around concrete or masonry foundations that
retain earth and enclose haEitaEle or usaEle spaces located Eelow grade. 'rainage tiles graYel or crushed stone
drains perforated pipe or other approYed systems or materials shall Ee installed at or Eelow the area to Ee
protected and shall discharge Ey graYity or mechanical means into an approYed drainage system. *raYel or
crushed stone drains shall e[tend not less than 1 foot Eeyond the outside edge of the footing and inches aEoYe
the top of the footing and Ee coYered with an approYed filter memErane material. 7he top of open Moints of drain
tiles shall Ee protected with strips of Euilding paper. E[cept where otherwise recommended Ey the drain
manufacturer perforated drains shall Ee surrounded with an approYed filter memErane or the filter memErane
shall coYer the washed graYel or crushed rock coYering the drain. 'rainage tiles or perforated pipe shall Ee placed
on a minimum of 2 inches of washed graYel or crushed rock not less than one sieYe si]e larger than the tile Moint
opening or perforation and coYered with not less than inches of the same material.
360 981 7858
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R302.7 Under stair protection: 7he walls and soffits of enclosed usaEle space under stairs shall Ee protected on the
enclosed side Ey not less than 1 layer of 1/2 gypsum Eoard.
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Below *rade SlaE R10 perimeter and entire slaE
2r compliance Eased on Section R402.4 Reduce the total U$ Ey 5
2015 WSEC
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'UC7E' )UR1$CE 237I21
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E1ER*< CRE'I7S:3.5 Credits ReTuired
2ption: E))ICIE17 W$7ER +E$7I1* 5a Credit: 0.5
2ption: E))ICIE17 W$7ER +E$7I1* 5c Credit:1.5
2ption: +I*+ E))ICIE1C< +9$C E4UI30E17 3E Credit: 1.0
2ption: E))ICIE1C< BUI/'I1* E19E/23E 1a Credit:0.5
7otal Credits:3.5
WSEC
5" max
2" min LEDGER STAGGER FASTENERS IN 2 ROWS
5.5" min for 2 x 8*
6.5" min for 2 x 10
2" min
3/4" min
7.5" min for 2 x 12
LAG SCREW or BOLT
*Distance shall be permitted to be
reduced to 4.5" if lag screws are
used or bolt spacing is reduced to
that of lag screws to attach 2x8
ledgers to 2x8 band joist
Placement of Lag Screws and Bolts in Ledgers / IRC Figure R507.2.1 (1)
R507.2.4 Deck lateral load connection. The lateral load connection required by Section R507.1 shall be permitted to be in
accordance with Figure R507.2.3(1) or R507.2.3(2). Where the lateral load connection is provided in accordance with Figure
R507.2.3(1), hold-down tension devices shall be installed in not less than two locations per deck, within 24 inches of each end of
the deck. Each device shall have an allowable stress design capacity of not less than 1,500 pounds. Where the lateral load
connections are provided in accordance with Figure R507.2.3(2), the hold-down tension devices shall be installed in not less than
four locations per deck, and each device shall have an allowable stress design capacity of not less than 750 pounds.
R507.8.1 Deck post to deck footing. Posts shall bear on footings in accordance with Section R403
and Figure R507.8.1. Posts shall be restrained to prevent lateral displacement at the bottom
support. Such lateral restraint shall be provided by manufactured connectors installed in
accordance with Section R507 and the manufacturers’ instructions or a minimum post embedment
of 12 inches in surrounding soils or concrete piers.
R317 Protection of wood and wood based products against decay. Pressure treated wood shall be
used for those portions of exposed wood members and members subject to wind driven rain, such
as within a covered porch, that form the structural supports of buildings, balconies, porches or
similar appurtenances, including all joists, beams. ,
R317.3.1 Fasteners for preservative-treated wood. Fasteners, including nuts and washers, for
preservative-treated wood shall be of hot-dipped, zinc-coated galvanized steel, stainless steel,
silicon bronze or copper. Coating types and weights for connectors in contact with
preservative-treated wood shall be in accordance with the connector manufacturer’s
recommendations.
A
A
A
GUARDRAIL REQUIRED
AT HEIGHTS OVER 30"
36" MINIMUM GUARDRAIL HEIGHT
TOP OF RETAINING WALL
GRADE
OPEN GUARDRAIL
A 4" DIAMETER SPHERE
CAN'T PASS THROUGH
RAILING OPENING LIMITS
A
Guardrails
Deck Beam to Deck Post / IRC Figure 507.7.1
2 1/2" min
5 1/2" min
Notched Beam
(2) 1/2" DIAMETER
THROUGH-BOLTS
WITH WASHERS
NOTCH POST
DECK POST
BEAM
APPROVED POST CAP
DECK POST
BEAM
Post Cap
FLOOR JOIST
FLASHING FOR WATER TIGHTNESS
Deck Attachment For Lateral Loads / IRC Figure R507.2.3(2)
SIDING
SHEATHING
APPROVED JOIST HANGERS
DECKING
2x LEDGER WITH FASTENERS INACCORDANCE WITH TABLE R507.2
AT 4 LOCATIONS, EVENLY DISTRIBUTED ALONG
DECK & WITHIN 2" OF EACH END OF THE LEDGER.
HOLD-DOWN DEVICES SHALL FULLY ENGAGE DECK
JOIST PER HOLD-DOWN MANUFACTURER.
HOLD-DOWN DEVICE min 750 LB. CAPACITY
A FULLY THREADED 3/4" DIAMETER LAG SCREW
PREDRILLED w/min 3" PENETRATION TO CENTER
OF TOP PLATE, STUDS, OR HEADER.
NOTE:
THIS DETAIL IS APPLICABLE
WHERE FLOOR JOIST ARE
PARALLEL TO DECK JOIST
2" min
2" min
Deck Attachment of Guardrail Post Outside Rim Joist
2"
2"
*SIMPSON HTT4DECKING (typ)
POST
JOIST
5/8" DIAMETER MACHINE BOLTS
OR THREADED RODS WITH NUTS
AND BP5/8 BEARING PLATES
2"
2"
*SIMPSON HTT4DECKING (typ)
POST
RIM JOIST
5/8" DIAMETER MACHINE BOLTS
OR THREADED RODS WITH NUTS
AND BP5/8 BEARING PLATES JOISTBLOCKINGBLOCKING
Detail ADetail B
- DETAIL A -
HTT4 TO JOIST
- DETAIL B -
HTT4 TO BLOCKING
* INSTALL AS PER MANUFACTURERS INSTRUCTIONS
ALT: *DTT2Z OR *DTT2SS WITH SDS 1/4 x 1
1/2" & 1/2" MACHINE BOLT OR THREADED ROD
WITH NUTS AND BP1/2 BEARING PLATES FOR
MIN. 2x10 LUMBER
Deck Attachment of Guardrail Post Inside Rim Joist
2"
2"
*SIMPSON HTT4DECKING (typ)
POST
JOIST
5/8" DIAMETER MACHINE BOLTS
OR THREADED RODS WITH NUTS
AND BP5/8 BEARING PLATES
2"
2"
*SIMPSON HTT4DECKING (typ)
POST
RIM BOARD
5/8" DIAMETER MACHINE BOLTS
OR THREADED RODS WITH NUTS
AND BP5/8 BEARING PLATESBLOCKINGBLOCKING
Detail ADetail B
- DETAIL A -
HTT4 TO JOIST
- DETAIL B -
HTT4 TO BLOCKING
BLOCKING
(Joist behind)
BAND JOIST
RIM JOIST
BLOCKING
BLOCKING
BLOCKING
DECK JOIST
* INSTALL AS PER MANUFACTURERS INSTRUCTIONS
ALT: *DTT2Z OR *DTT2SS WITH SDS 1/4 x 1
1/2" & 1/2" MACHINE BOLT OR THREADED ROD
WITH NUTS AND BP1/2 BEARING PLATES FOR
MIN. 2x10 LUMBER
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Ledgers shall be flashed in accordance with Section R703.8 to prevent water from contacting the house band joist.
b. Snow load shall not be assumed to act concurrently with live load.
c. The tip of the lag screw shall fully extend beyond the inside face of the band joist.
d. Sheathing shall be wood structural panel or solid sawn lumber.
e. Sheathing shall be permitted to be wood structural panel, gypsum board, fiberboard, lumber or foam sheathing. Up to 1/2-inch thickness of stacked washers
shall be permitted to substitute for up to 1/2 inch of allowable sheathing thickness where combined with wood structural panel or lumber sheathing.
1/2-inch diameter lag screw with 1/2-inch maximum sheathing c,d
1/2-inch diameter bolt with 1/2-inch maximum sheathing d
1/2-inch diameter bolt with 1 - inch maximum sheathing e
Deck Ledger Connection to Band Joist a,b - Table R507.2 (Deck live load = 60 psf, deck dead load = 10 psf, snow load < 60 psf)
Joist Span
On-center spacing of fasteners
6' and less 6'-1" to 8'8'-1" to 10'10'-1" to 12'12'-1" to 14'14'-1" to 16'16'-1" to 18'
30
36
36
23
36
36
18
34
29
15
29
24
13
24
21
11
21
18
10
19
16
_
Connection Details
360 981 7858
kbmonaco@ hotmail.com
K. B. M O N A C O
PO Box 3050
Silverdale, WA. 98383
SHEET
A9 of A9
SHEET TITLE
SCALE
1/4" = 1'-0"
BU
I
L
D
E
R
S
DE
S
I
G
N
G
R
O
U
P
see ENGINEERING FOR ALL LATERAL & GRAVITY CALCULATIONS
DECK DETAILS
YAAKOV & MIREY
VAROL
PROJECT
ENGINEERING CALCULATIONS
1. Building Code and Criteria used.
• International Building Code (IBC) 2015 edition
• International Residential Code (IRC) 2015 edition
• ASCE 07-10
2. Overall: Design to life-safety criteria.
3. Seismic, Simplified Method:
• S(s) = Mapped Short Period MCE @ 2% = 1.59214 (USGS and IBC); = 1.500 (ASCE 12.14.8)
• Site Class D (ASCE paragraph 11.4.2)
• I = Importance Factor = 1.0 (ASCE paragraph 11.5.1 and Table 11.5-1)
• Fa = Site Coefficient = 1.4 (ASCE paragraph 11.4.3 and paragraph 12.14.8.1)
• Sds = Design Acceleration = (2/3)(Fa)(Ss) = (2/3)(1.40)(1.50) = 1.40 (ASCE paragraph 11.4.4 and equation 12.14-11)
• Seismic Design Category = D (ASCE paragraph 11.6 and Table 11.6-1)
• R = Basis Seismic Force Resisting System Response Modification Coefficient
R = 6.5 light frame wood structural panel shearwalls (ASCE Table 12.14-1 A13)
• F = 1.0 for one-story, 1.1 for two-story, 1.2 three-story (ASCE paragraph 12.14.8.1)
• Rho = 1.0 (ASCE paragraph equation 12.14-5)
• Eh = Horizontal Load Effect = (Qe)(Rho)
• V = Base Shear = (F)(Sds)/R = F(1.40)/6.5 = (0.21539)(F) (ASCE equation 12.14-11)
V = 0.216 one-story; V = 0.237 two-story; V = 0.259 three-story
4. Seismic, Equivalent Lateral Force Method:
• S(s) = Mapped Short Period MCE @ 2% = 1.59214 (USGS and IBC)
• Site Class D (ASCE paragraph 11.4.2)
• I = Importance Factor = 1.0 (ASCE paragraph 11.5.1 and Table 11.5-1)
• Fa = Site Coefficient = 1.0 (ASCE paragraph 11.4.3 and Tabel 11.4-1)
• Sms = MCE Adjusted for Site Class = (Fa)(Ss) = (1.0)( 1.59214) = 1.59214
• Sds = Design Acceleration = (2/3)(Sms) = (2/3)( 1.59214) = 1.0614 (ASCE paragraph 11.4.4 and
equation 11.4-3)
• Seismic Design Category = D (ASCE paragraph 11.6 and Table 11.6-1)
• R = Basis Seismic Force Resisting System Response Modification Coefficient
= 6.5 light frame wood structural panel shearwalls (ASCE Table 12.12-1 A13)
• Rho = redundancy factor
= 1.3 (ASCE paragraph 12.3.4.2)
• Cs = Seismic Response Coefficient = (I)(Sds)/R = (1.0)( 1.0614)/R = 1.0614 /R (ASCE paragraph 12.8.1.1)
• Eh = Horizontal Load Effect = (Qe)(Rho)
• V = Base Shear = (Cs)(Rho)(W)/R = (1.0614)(Rho)W/R (ASCE Equation 12.8-1)
= (1.0614)(1.3)/6.5 = 0.213 light frame wood structural panel shearwalls
5. Wind:
• Wind loading per ASCE 7 using Simplified Analysis
• 85 mph basic 3-second gust (ASD Method)/110 mph basic 3-second gust (USD Method)
• Importance Factor = 1.0
• Exposure | A | B | C | D |
6. Snow Load:
• Ground snow load (psf): | 30 | ____ |
• Exposure Category (snow): | B | C | D |
7. Gravity:
• Roof DL (psf): | 10 | 15 | 20 | 25 (tile) | ____ |
• Floor LL (psf): | 40 | 60 | ____ |
• Deck LL (psf): | 60 | ____ |
• Floor DL(psf): | 10 | 15 | 20 | 25 | 30 (2” LW concrete/ceramic) | ____ |
• Floor LL at Hot Tub area (psf): | 100 | 120 | NA |
• Allowable soil bearing (psf): | 1500 | 2000 | ____ |
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 1)
1.wsw Jan. 16, 2021 16:54:39
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Swartz Engineering
Kenneth H Swartz, PE
PO Box 532
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
0.50
Elevation
(between stories)
1.00
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - 2.0 1.5
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall relative rigidity: Deflection-based stiffness of wall segments
Perforated shearwall Co factor: SDPWS Equation 4.3-5
Non-identical materials and construction on the shearline: Allowed, except for material type
Deflection Equation: 3-term from SDPWS 4.3-1
Drift limit for wind design: 1 / 500 story height
Force-transfer strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure D
Enclosure Partially open
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.600g Ss: 1.600g
Fundamental Period E-W N-S
T Used 0.197s 0.197s
Approximate Ta 0.197s 0.197s
Maximum T 0.276s 0.276s
Response Factor R 6.50 6.50
Fa: 1.00 Fv: 1.70 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 85 mph
1
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 22.00 0.0
Level 2 13.00 12.0 9.00 15.6 16.4
Level 1 3.00 12.0 9.00 15.6 16.4
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 17.00 North Side 90.0 1.50
Extent X,Y =63.75 35.00 South Side 7.0 1.50
Ridge Y Location, Offset 52.00 17.50 East Gable 90.0 1.50
Ridge Elevation, Height 26.30 4.30 West Gable 90.0 1.50
Block 2 2 Story E-W Ridge
Location X,Y =29.75 0.00 North Side 90.0 1.50
Extent X,Y =27.75 17.00 South Side 7.0 1.50
Ridge Y Location, Offset 17.00 8.50 East Gable 90.0 1.50
Ridge Elevation, Height 24.09 2.09 West Gable 90.0 1.50
2
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Both Structural sheath 24/16 7/16 -3 Vert 27000 10d Nail N 2 12 Y 2,3
2 Ext Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 4 12 Y 2,3
3 Ext Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 3 12 Y 2,3
4 Ext Structural I 24/16 7/16 -3 Horz 35000 10d Nail N 2 12 Y 2,3
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.2.2C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw –
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes).
Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-
1/8”.
Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
5/8” gypsum sheathing can also use 6d cooler or GWB nail
Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg – Panel edge fastener spacing
Fd – Field spacing interior to panels
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel
orientation is horizontal. See SDPWS T4.3A Note 2.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmitted 2 2x
2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Perforated 4
3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 3
4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented - 2
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
3
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft] Start End [ft] [ft] Ratio [ft]
Line 1
Level 2
Line 1 2 0.00 17.00 27.00 10.00 6.00 - 9.00
Wall 1-1 Prf 2 0.00 17.00 27.00 10.00 6.00 - -
Segment 1 -- 17.00 23.00 6.00 6.00 1.50 -
Opening 1 -- 23.00 26.00 3.00 3.00 - 5.00
Segment 2 -- 26.00 27.00 1.00 1.00 9.00 -
Level 1
Line 1 Seg 1 0.00 17.00 27.00 10.00 10.00 - 9.00
Wall 1-1 Seg 1 0.00 17.00 27.00 10.00 10.00 0.90 -
Line 2
Level 2
Line 2 2 4.50 17.00 42.00 25.00 0.00 - 9.00
Wall 2-1 Prf 2 4.50 27.00 42.00 15.00 0.00 - -
Segment 1 -- 27.00 27.75 0.75 0.75 12.00 -
Opening 1 -- 27.75 30.75 3.00 3.00 - 2.50
Segment 2 -- 30.75 32.25 1.50 1.50 6.00 -
Opening 2 -- 32.25 37.25 5.00 5.00 - 8.00
Segment 3 -- 37.25 37.75 0.50 0.50 18.00 -
Opening 3 -- 37.75 40.75 3.00 3.00 - 2.50
Segment 4 -- 40.75 42.00 1.25 1.25 7.20 -
Level 1
Line 2 Prf 2 4.50 17.00 42.00 25.00 15.00 - 9.00
Wall 2-1 Prf 2 4.50 27.00 42.00 15.00 15.00 0.60 -
Line 3
Level 2
Line 3 Prf 2 8.50 17.00 42.00 25.00 9.50 - 9.00
Wall 3-1 Prf 2 8.50 17.00 26.50 9.50 9.50 0.95 -
Level 1
Line 3 Prf 2 7.75 17.00 42.00 25.00 10.25 - 9.00
Wall 3-1 Prf 2 7.75 17.00 27.25 10.25 10.25 0.88 -
Line 4
Level 2
Line 4 Seg 4 16.50 17.00 42.00 25.00 3.00 - 9.00
Wall 4-1 Seg 4 16.50 17.00 20.00 3.00 3.00 3.00 -
Level 1
Line 4 Seg 1 16.50 17.00 42.00 25.00 3.00 - 9.00
Wall 4-1 Seg 1 16.50 17.00 20.00 3.00 3.00 3.00 -
Line 5
Level 2
Line 5 2 19.50 20.00 46.00 26.00 0.00 - 9.00
Wall 5-1 Prf 2 19.50 42.00 46.00 4.00 0.00 - -
Segment 1 -- 42.00 42.75 0.75 0.75 12.00 -
Opening 1 -- 42.75 45.25 2.50 2.50 - 4.50
Segment 2 -- 45.25 46.00 0.75 0.75 12.00 -
Level 1
Line 5 Prf 2 19.50 20.00 46.00 26.00 3.56 - 9.00
Wall 5-1 Prf 2 19.50 42.00 46.00 4.00 3.56 2.25 -
Line 6
Level 1
Line 6 NSW 22.25 32.50 40.50 8.00 0.00 - 9.00
Wall 6-1 NSW 22.25 32.50 40.50 8.00 0.00 1.00 -
Line 7
Level 2
Line 7 2 29.75 0.00 46.00 46.00 17.00 - 9.00
Wall 7-1 Prf 2 29.75 0.00 20.00 20.00 17.00 - -
Segment 1 -- 0.00 9.50 9.50 9.50 0.95 -
Opening 1 -- 9.50 12.50 3.00 3.00 - 2.00
Segment 2 -- 12.50 20.00 7.50 7.50 1.20 -
Wall 7-2 Prf 2 29.75 20.00 22.00 2.00 0.00 4.50 -
Level 1
Line 7 1 29.75 0.00 46.00 46.00 20.00 - 9.00
Wall 7-1 Seg 1 29.75 0.00 20.00 20.00 20.00 0.45 -
Wall 7-2 Seg 1 29.75 20.00 22.00 2.00 0.00 4.50 -
Line 8
Level 2
Line 8 2 35.50 0.00 52.00 52.00 0.00 - 9.00
Wall 8-1 Prf 2 35.50 46.00 52.00 6.00 0.00 - -
Segment 1 -- 46.00 47.50 1.50 1.50 6.00 -
Opening 1 -- 47.50 50.50 3.00 3.00 - 6.67
Segment 2 -- 50.50 52.00 1.50 1.50 6.00 -
4
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Level 1
Line 8 2 35.69 0.00 52.00 52.00 25.25 - 9.00
Wall 8-1 Prf 2 35.75 26.75 46.00 19.25 19.25 0.47 -
Wall 8-2 Prf 2 35.50 46.00 52.00 6.00 6.00 1.50 -
Line 9
Level 2
Line 9 NSW 38.00 32.00 42.25 10.25 0.00 - 9.00
Wall 9-1 NSW 38.00 32.00 42.25 10.25 0.00 1.00 -
Line 10
Level 2
Line 10 50.25 32.00 52.00 20.00 0.00 - 9.00
Wall 10-1 NSW 50.25 32.00 40.00 8.00 0.00 1.00 -
Wall 10-2 NSW 50.25 43.00 52.00 9.00 0.00 1.00 -
Line 11
Level 2
Line 11 2 53.50 0.00 52.00 52.00 19.00 - 9.00
Wall 11-1 Prf 2 53.50 0.00 22.00 22.00 19.00 - -
Segment 1 -- 0.00 9.50 9.50 9.50 0.95 -
Opening 1 -- 9.50 12.50 3.00 3.00 - 2.00
Segment 2 -- 12.50 22.00 9.50 9.50 0.95 -
Level 1
Line 11 Seg 1 53.50 0.00 52.00 52.00 22.00 - 9.00
Wall 11-1 Seg 1 53.50 0.00 22.00 22.00 22.00 0.41 -
Line 12
Level 2
Line 12 2 57.50 22.00 52.00 30.00 9.00 - 9.00
Wall 12-1 Prf 2 57.50 22.00 35.00 13.00 9.00 - -
Segment 1 -- 22.00 23.00 1.00 1.00 9.00 -
Opening 1 -- 23.00 26.00 3.00 3.00 - 2.00
Segment 2 -- 26.00 35.00 9.00 9.00 1.00 -
Level 1
Line 12 Seg 1 57.50 22.00 52.00 30.00 13.00 - 9.00
Wall 12-1 Seg 1 57.50 22.00 35.00 13.00 13.00 0.69 -
Line 13
Level 2
Line 13 Prf 2 63.75 35.00 52.00 17.00 17.00 - 9.00
Wall 13-1 Prf 2 63.75 35.00 52.00 17.00 17.00 0.53 -
Level 1
Line 13 Prf 2 63.75 35.00 52.00 17.00 17.00 - 9.00
Wall 13-1 Prf 2 63.75 35.00 52.00 17.00 17.00 0.53 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft]
Line A
Level 2
Line A 2 0.00 29.75 53.50 23.75 0.00 - 9.00
Wall A-1 Prf 2 0.00 29.75 53.50 23.75 0.00 - -
Segment 1 -- 29.75 31.50 1.75 1.75 5.14 -
Opening 1 -- 31.50 40.50 9.00 9.00 - 8.00
Segment 2 -- 40.50 42.50 2.00 2.00 4.50 -
Opening 2 -- 42.50 51.50 9.00 9.00 - 8.00
Segment 3 -- 51.50 53.50 2.00 2.00 4.50 -
Level 1
Line A Seg 1 0.00 29.75 53.50 23.75 23.75 - 9.00
Wall A-1 Seg 1 0.00 29.75 53.50 23.75 23.75 0.38 -
Line B
Level 2
Line B 2 17.00 0.00 16.50 16.50 9.50 - 9.00
Wall B-1 Prf 2 17.00 0.00 16.50 16.50 9.50 - -
Segment 1 -- 0.00 9.50 9.50 9.50 0.95 -
Opening 1 -- 9.50 14.50 5.00 5.00 - 6.50
Segment 2 -- 14.50 16.50 2.00 2.00 4.50 -
Level 1
Line B Seg 1 17.00 0.00 16.50 16.50 16.50 - 9.00
Wall B-1 Seg 1 17.00 0.00 16.50 16.50 16.50 0.55 -
Line C
Level 2
Line C 2 20.00 0.00 53.50 53.50 0.00 - 9.00
Wall C-1 Prf 2 20.00 16.50 29.75 13.25 0.00 - -
Segment 1 -- 16.50 18.50 2.00 2.00 4.50 -
Opening 1 -- 18.50 19.50 1.00 1.00 - 6.67
Segment 2 -- 19.50 21.50 2.00 2.00 4.50 -
Opening 2 -- 21.50 24.50 3.00 3.00 - 6.67
5
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Segment 3 -- 24.50 26.25 1.75 1.75 5.14 -
Opening 3 -- 26.25 27.75 1.50 1.50 - 5.00
Segment 4 -- 27.75 29.75 2.00 2.00 4.50 -
Level 1
Line C Seg 1 20.00 0.00 53.50 53.50 13.25 - 9.00
Wall C-1 Seg 1 20.00 16.50 29.75 13.25 13.25 0.68 -
Line D
Level 2
Line D 2 22.21 0.00 57.50 57.50 23.56 - 9.00
Wall D-1 Prf 2 22.25 29.75 53.75 24.00 20.00 - -
Segment 1 -- 29.75 49.75 20.00 20.00 0.45 -
Opening 1 -- 49.75 52.75 3.00 3.00 - 6.67
Segment 2 -- 52.75 53.75 1.00 1.00 9.00 -
Wall D-2 Prf 2 22.00 53.50 57.50 4.00 3.56 2.25 -
Level 1
Line D 1 22.21 0.00 57.50 57.50 28.00 - 9.00
Wall D-1 Seg 1 22.25 29.75 53.75 24.00 24.00 0.38 -
Wall D-2 Seg 1 22.00 53.50 57.50 4.00 4.00 2.25 -
Line E
Level 2
Line E 2 27.00 0.00 57.50 57.50 0.00 - 9.00
Wall E-1 Prf 2 27.00 0.00 4.50 4.50 0.00 - -
Segment 1 -- 0.00 1.00 1.00 1.00 9.00 -
Opening 1 -- 1.00 4.00 3.00 3.00 - 5.00
Segment 2 -- 4.00 4.50 0.50 0.50 18.00 -
Wall E-2 NSW 26.50 21.50 42.50 21.00 0.00 1.00 -
Level 1
Line E Seg 1 27.00 0.00 57.50 57.50 4.50 - 9.00
Wall E-1 Seg 1 27.00 0.00 4.50 4.50 4.50 2.00 -
Line F
Level 2
Line F Prf 2 32.00 4.50 57.50 53.00 21.50 - 9.00
Wall F-1 Prf 2 32.00 36.00 57.50 21.50 21.50 0.42 -
Line G
Level 2
Line G Seg 3 35.00 4.50 63.75 59.25 6.25 - 9.00
Wall G-1 Seg 3 35.00 57.50 63.75 6.25 6.25 1.44 -
Level 1
Line G Seg 1 35.00 4.50 63.75 59.25 6.25 - 9.00
Wall G-1 Seg 1 35.00 57.50 63.75 6.25 6.25 1.44 -
Line H
Level 2
Line H 2 42.00 4.50 63.75 59.25 0.00 - 9.00
Wall H-1 Prf 2 42.00 4.50 19.50 15.00 0.00 - -
Segment 1 -- 4.50 6.50 2.00 2.00 4.50 -
Opening 1 -- 6.50 18.50 12.00 12.00 - 6.67
Segment 2 -- 18.50 19.50 1.00 1.00 9.00 -
Level 1
Line H 2 42.00 4.50 63.75 59.25 0.00 - 9.00
Wall H-1 Prf 2 42.00 4.50 19.50 15.00 0.00 - -
Segment 1 -- 4.50 5.50 1.00 1.00 9.00 -
Opening 1 -- 5.50 8.50 3.00 3.00 - 5.00
Segment 2 -- 8.50 10.50 2.00 2.00 4.50 -
Opening 2 -- 10.50 13.50 3.00 3.00 - 6.67
Segment 3 -- 13.50 15.50 2.00 2.00 4.50 -
Opening 3 -- 15.50 18.50 3.00 3.00 - 5.00
Segment 4 -- 18.50 19.50 1.00 1.00 9.00 -
Line I
Level 2
Line I 2 46.00 19.50 63.75 44.25 0.00 - 9.00
Wall I-1 Prf 2 46.00 19.50 35.50 16.00 0.00 - -
Segment 1 -- 19.50 21.25 1.75 1.75 5.14 -
Opening 1 -- 21.25 24.25 3.00 3.00 - 5.00
Segment 2 -- 24.25 24.75 0.50 0.50 18.00 -
Opening 2 -- 24.75 30.75 6.00 6.00 - 5.00
Segment 3 -- 30.75 31.25 0.50 0.50 18.00 -
Opening 3 -- 31.25 34.25 3.00 3.00 - 5.00
Segment 4 -- 34.25 35.50 1.25 1.25 7.20 -
Level 1
Line I 2 46.00 19.50 63.75 44.25 0.00 - 9.00
Wall I-1 Prf 2 46.00 19.50 35.50 16.00 0.00 - -
Segment 1 -- 19.50 21.25 1.75 1.75 5.14 -
6
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Opening 1 -- 21.25 24.25 3.00 3.00 - 5.00
Segment 2 -- 24.25 24.75 0.50 0.50 18.00 -
Opening 2 -- 24.75 30.75 6.00 6.00 - 2.50
Segment 3 -- 30.75 31.25 0.50 0.50 18.00 -
Opening 3 -- 31.25 34.25 3.00 3.00 - 5.00
Segment 4 -- 34.25 35.50 1.25 1.25 7.20 -
Line J
Level 2
Line J 2 52.00 35.50 63.75 28.25 9.93 - 9.00
Wall J-1 Prf 2 52.00 35.50 63.75 28.25 9.93 - -
Segment 1 -- 35.50 36.75 1.25 1.25 7.20 -
Opening 1 -- 36.75 39.75 3.00 3.00 - 5.00
Segment 2 -- 39.75 40.25 0.50 0.50 18.00 -
Opening 2 -- 40.25 46.25 6.00 6.00 - 5.00
Segment 3 -- 46.25 46.75 0.50 0.50 18.00 -
Opening 3 -- 46.75 49.75 3.00 3.00 - 5.00
Segment 4 -- 49.75 58.00 8.25 8.25 1.09 -
Opening 4 -- 58.00 61.00 3.00 3.00 - 3.50
Segment 5 -- 61.00 63.75 2.75 1.68 3.27 -
Level 1
Line J 2 52.00 35.50 63.75 28.25 14.25 - 9.00
Wall J-1 Prf 2 52.00 35.50 63.75 28.25 14.25 - -
Segment 1 -- 35.50 36.50 1.00 1.00 9.00 -
Opening 1 -- 36.50 39.50 3.00 3.00 - 2.50
Segment 2 -- 39.50 40.25 0.75 0.75 12.00 -
Opening 2 -- 40.25 46.25 6.00 6.00 - 2.50
Segment 3 -- 46.25 46.50 0.25 0.25 36.00 -
Opening 3 -- 46.50 49.50 3.00 3.00 - 5.00
Segment 4 -- 49.50 63.75 14.25 14.25 0.63 -
Legend:
Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall
Location - Dimension perpendicular to wall
FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS
4.3.4.3
Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
7
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Loads
WIND SHEAR LOADS (as entered or generated)
Level 2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft][lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W L Gable Min W->E Wind Line 17.00 52.00 0.0 34.4
Block 1 W L Gable 1 W->E Wind Line 17.00 52.00 0.0 85.6
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 87.0
Block 1 W Wall Min W->E Wind Line 17.00 27.00 36.0
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 87.0
Block 1 W Wall Min W->E Wind Line 27.00 42.00 36.0
Block 1 W Wall Min W->E Wind Line 42.00 46.00 36.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 87.0
Block 1 W Wall Min W->E Wind Line 46.00 52.00 36.0
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 87.0
Block 1 E Wall Min W->E Lee Line 17.00 20.00 36.0
Block 1 E L Gable Min W->E Lee Line 17.00 52.00 0.0 34.4
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 37.8
Block 1 E L Gable 1 W->E Lee Line 17.00 52.00 0.0 36.1
Block 1 E Wall Min W->E Lee Line 35.00 52.00 36.0
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 37.8
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 37.8
Block 1 W L Gable Min E->W Lee Line 17.00 52.00 0.0 34.4
Block 1 W L Gable 1 E->W Lee Line 17.00 52.00 0.0 36.1
Block 1 W Wall Min E->W Lee Line 17.00 27.00 36.0
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 37.8
Block 1 W Wall Min E->W Lee Line 27.00 42.00 36.0
Block 1 W Wall Min E->W Lee Line 42.00 46.00 36.0
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 37.8
Block 1 W Wall Min E->W Lee Line 46.00 52.00 36.0
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 37.8
Block 1 E L Gable 1 E->W Wind Line 17.00 52.00 0.0 85.6
Block 1 E Wall Min E->W Wind Line 17.00 20.00 36.0
Block 1 E L Gable Min E->W Wind Line 17.00 52.00 0.0 34.4
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 87.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 87.0
Block 1 E Wall Min E->W Wind Line 35.00 52.00 36.0
Block 1 S Roof Min S->N Wind Line -1.50 65.25 294.2
Block 1 S Wall Min S->N Wind Line 0.00 16.50 36.0
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 87.0
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 87.0
Block 1 S Wall Min S->N Wind Line 16.50 29.75 36.0
Block 1 N Roof 1 S->N Lee Line -1.50 65.25 64.6
Block 1 N Roof Min S->N Lee Line -1.50 65.25 17.2
Block 1 N Wall Min S->N Lee Line 0.00 4.50 36.0
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 56.4
Block 1 N Wall Min S->N Lee Line 4.50 19.50 36.0
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 56.4
Block 1 N Wall Min S->N Lee Line 19.50 35.50 36.0
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 56.4
Block 1 N Wall Min S->N Lee Line 35.50 63.75 36.0
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 56.4
Block 1 S Roof Min N->S Lee Line -1.50 65.25 294.2
Block 1 S Wall Min N->S Lee Line 0.00 16.50 36.0
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 55.5
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 55.5
Block 1 S Wall Min N->S Lee Line 16.50 29.75 36.0
Block 1 N Roof 1 N->S Wind Line -1.50 65.25 86.1
Block 1 N Roof Min N->S Wind Line -1.50 65.25 17.2
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 87.0
Block 1 N Wall Min N->S Wind Line 0.00 4.50 36.0
Block 1 N Wall Min N->S Wind Line 4.50 19.50 36.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 87.0
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 87.0
Block 1 N Wall Min N->S Wind Line 19.50 35.50 36.0
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 87.0
Block 1 N Wall Min N->S Wind Line 35.50 63.75 36.0
Block 2 W Wall 1 W->E Wind Line 0.00 20.00 87.0
Block 2 W L Gable Min W->E Wind Line 0.00 17.00 0.0 16.7
Block 2 W Wall Min W->E Wind Line 0.00 20.00 36.0
Block 2 W L Gable 1 W->E Wind Line 0.00 17.00 0.0 41.4
Block 2 E L Gable 1 W->E Lee Line 0.00 17.00 0.0 19.4
Block 2 E L Gable Min W->E Lee Line 0.00 17.00 0.0 16.7
8
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
WIND SHEAR LOADS (as entered or generated) (continued)
Block 2 E Wall 1 W->E Lee Line 0.00 22.00 41.8
Block 2 E Wall Min W->E Lee Line 0.00 22.00 36.0
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 41.8
Block 2 E Wall Min W->E Lee Line 22.00 35.00 36.0
Block 2 W Wall 1 E->W Lee Line 0.00 20.00 41.8
Block 2 W Wall Min E->W Lee Line 0.00 20.00 36.0
Block 2 W L Gable 1 E->W Lee Line 0.00 17.00 0.0 19.4
Block 2 W L Gable Min E->W Lee Line 0.00 17.00 0.0 16.7
Block 2 E L Gable 1 E->W Wind Line 0.00 17.00 0.0 41.4
Block 2 E L Gable Min E->W Wind Line 0.00 17.00 0.0 16.7
Block 2 E Wall 1 E->W Wind Line 0.00 22.00 87.0
Block 2 E Wall Min E->W Wind Line 0.00 22.00 36.0
Block 2 E Wall Min E->W Wind Line 22.00 35.00 36.0
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 87.0
Block 2 S Roof Min S->N Wind Line 28.25 59.00 149.1
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 87.0
Block 2 S Wall Min S->N Wind Line 29.75 53.50 36.0
Block 2 S Wall Min S->N Wind Line 53.50 57.50 36.0
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 87.0
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 87.0
Block 2 S Wall Min S->N Wind Line 57.50 63.75 36.0
Block 2 N Roof 1 S->N Lee Line 28.25 59.00 31.1
Block 2 N Roof Min S->N Lee Line 28.25 59.00 8.3
Block 2 S Roof Min N->S Lee Line 28.25 59.00 149.1
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 55.5
Block 2 S Wall Min N->S Lee Line 29.75 53.50 36.0
Block 2 S Wall Min N->S Lee Line 53.50 57.50 36.0
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 55.5
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 55.5
Block 2 S Wall Min N->S Lee Line 57.50 63.75 36.0
Block 2 N Roof Min N->S Wind Line 28.25 59.00 8.3
Block 2 N Roof 1 N->S Wind Line 28.25 59.00 41.5
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft][lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 83.6
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 101.4
Block 1 W Wall Min W->E Wind Line 17.00 27.00 36.0
Block 1 W Wall Min W->E Wind Line 17.00 27.00 44.0
Block 1 W Wall Min W->E Wind Line 27.00 42.00 36.0
Block 1 W Wall Min W->E Wind Line 27.00 42.00 44.0
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 83.6
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 101.4
Block 1 W Wall Min W->E Wind Line 42.00 46.00 44.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 83.6
Block 1 W Wall Min W->E Wind Line 42.00 46.00 36.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 101.4
Block 1 W Wall Min W->E Wind Line 46.00 52.00 36.0
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 101.4
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 83.6
Block 1 W Wall Min W->E Wind Line 46.00 52.00 44.0
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 46.2
Block 1 E Wall Min W->E Lee Line 17.00 20.00 44.0
Block 1 E Wall Min W->E Lee Line 17.00 20.00 36.0
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 37.8
Block 1 E Wall Min W->E Lee Line 35.00 52.00 44.0
Block 1 E Wall Min W->E Lee Line 35.00 52.00 36.0
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 46.2
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 37.8
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 46.2
Block 1 W Wall Min E->W Lee Line 17.00 27.00 36.0
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 37.8
Block 1 W Wall Min E->W Lee Line 17.00 27.00 44.0
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 37.8
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 46.2
Block 1 W Wall Min E->W Lee Line 27.00 42.00 44.0
Block 1 W Wall Min E->W Lee Line 27.00 42.00 36.0
Block 1 W Wall Min E->W Lee Line 42.00 46.00 36.0
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 46.2
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 37.8
Block 1 W Wall Min E->W Lee Line 42.00 46.00 44.0
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 46.2
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 37.8
9
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
WIND SHEAR LOADS (as entered or generated) (continued)
Block 1 W Wall Min E->W Lee Line 46.00 52.00 44.0
Block 1 W Wall Min E->W Lee Line 46.00 52.00 36.0
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 101.4
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 83.6
Block 1 E Wall Min E->W Wind Line 17.00 20.00 36.0
Block 1 E Wall Min E->W Wind Line 17.00 20.00 44.0
Block 1 E Wall Min E->W Wind Line 35.00 52.00 44.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 83.6
Block 1 E Wall Min E->W Wind Line 35.00 52.00 36.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 101.4
Block 1 S Wall Min S->N Wind Line 0.00 16.50 36.0
Block 1 S Wall Min S->N Wind Line 0.00 16.50 44.0
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 101.4
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 83.6
Block 1 S Wall Min S->N Wind Line 16.50 29.75 36.0
Block 1 S Wall Min S->N Wind Line 16.50 29.75 44.0
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 83.6
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 101.4
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 68.9
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 56.4
Block 1 N Wall Min S->N Lee Line 0.00 4.50 44.0
Block 1 N Wall Min S->N Lee Line 0.00 4.50 36.0
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 68.9
Block 1 N Wall Min S->N Lee Line 4.50 19.50 36.0
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 56.4
Block 1 N Wall Min S->N Lee Line 4.50 19.50 44.0
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 56.4
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 68.9
Block 1 N Wall Min S->N Lee Line 19.50 35.50 36.0
Block 1 N Wall Min S->N Lee Line 19.50 35.50 44.0
Block 1 N Wall Min S->N Lee Line 35.50 63.75 44.0
Block 1 N Wall Min S->N Lee Line 35.50 63.75 36.0
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 56.4
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 68.9
Block 1 S Wall Min N->S Lee Line 0.00 16.50 44.0
Block 1 S Wall Min N->S Lee Line 0.00 16.50 36.0
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 67.8
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 55.5
Block 1 S Wall Min N->S Lee Line 16.50 29.75 44.0
Block 1 S Wall Min N->S Lee Line 16.50 29.75 36.0
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 67.8
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 55.5
Block 1 N Wall Min N->S Wind Line 0.00 4.50 36.0
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 83.6
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 101.4
Block 1 N Wall Min N->S Wind Line 0.00 4.50 44.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 101.4
Block 1 N Wall Min N->S Wind Line 4.50 19.50 36.0
Block 1 N Wall Min N->S Wind Line 4.50 19.50 44.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 83.6
Block 1 N Wall Min N->S Wind Line 19.50 35.50 36.0
Block 1 N Wall Min N->S Wind Line 19.50 35.50 44.0
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 101.4
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 83.6
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 83.6
Block 1 N Wall Min N->S Wind Line 35.50 63.75 44.0
Block 1 N Wall Min N->S Wind Line 35.50 63.75 36.0
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 101.4
Block 2 W Wall 1 W->E Wind Line 0.00 20.00 83.6
Block 2 W Wall 1 W->E Wind Line 0.00 20.00 101.4
Block 2 W Wall Min W->E Wind Line 0.00 20.00 44.0
Block 2 W Wall Min W->E Wind Line 0.00 20.00 36.0
Block 2 E Wall Min W->E Lee Line 0.00 22.00 44.0
Block 2 E Wall 1 W->E Lee Line 0.00 22.00 41.8
Block 2 E Wall 1 W->E Lee Line 0.00 22.00 51.0
Block 2 E Wall Min W->E Lee Line 0.00 22.00 36.0
Block 2 E Wall Min W->E Lee Line 22.00 35.00 36.0
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 51.0
Block 2 E Wall Min W->E Lee Line 22.00 35.00 44.0
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 41.8
Block 2 W Wall 1 E->W Lee Line 0.00 20.00 41.8
Block 2 W Wall 1 E->W Lee Line 0.00 20.00 51.0
Block 2 W Wall Min E->W Lee Line 0.00 20.00 36.0
10
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
WIND SHEAR LOADS (as entered or generated) (continued)
Block 2 W Wall Min E->W Lee Line 0.00 20.00 44.0
Block 2 E Wall 1 E->W Wind Line 0.00 22.00 101.4
Block 2 E Wall 1 E->W Wind Line 0.00 22.00 83.6
Block 2 E Wall Min E->W Wind Line 0.00 22.00 44.0
Block 2 E Wall Min E->W Wind Line 0.00 22.00 36.0
Block 2 E Wall Min E->W Wind Line 22.00 35.00 36.0
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 101.4
Block 2 E Wall Min E->W Wind Line 22.00 35.00 44.0
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 83.6
Block 2 S Wall Min S->N Wind Line 29.75 53.50 44.0
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 101.4
Block 2 S Wall Min S->N Wind Line 29.75 53.50 36.0
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 83.6
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 83.6
Block 2 S Wall Min S->N Wind Line 53.50 57.50 44.0
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 101.4
Block 2 S Wall Min S->N Wind Line 53.50 57.50 36.0
Block 2 S Wall Min S->N Wind Line 57.50 63.75 44.0
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 101.4
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 83.6
Block 2 S Wall Min S->N Wind Line 57.50 63.75 36.0
Block 2 S Wall Min N->S Lee Line 29.75 53.50 36.0
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 67.8
Block 2 S Wall Min N->S Lee Line 29.75 53.50 44.0
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 55.5
Block 2 S Wall Min N->S Lee Line 53.50 57.50 44.0
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 67.8
Block 2 S Wall Min N->S Lee Line 53.50 57.50 36.0
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 55.5
Block 2 S Wall Min N->S Lee Line 57.50 63.75 36.0
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 55.5
Block 2 S Wall Min N->S Lee Line 57.50 63.75 44.0
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 67.8
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user-entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Surf Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
Windward load on the monoslope roof was not generated, to comply with ASCE 7 Figure 27.3-1, Note 7.
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before
distributing them to the shearlines.
11
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
BUILDING MASSES
Level 2 Magnitude Trib
Force Building Block Wall Profile Location [ft][lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 1 1 Line 15.50 53.50 500.6 500.6
E-W Roof Block 1 13 Line 15.50 53.50 500.6 500.6
E-W Roof Block 2 7 Line -1.50 18.50 230.6 230.6
E-W Roof Block 2 12 Line -1.50 18.50 230.6 230.6
E-W R Gable Block 1 1 Line 17.00 52.00 43.0 0.0
E-W L Gable Block 1 1 Line 52.00 52.00 0.0 43.0
E-W L Gable Block 1 13 Line 17.00 52.00 43.0 0.0
E-W R Gable Block 1 13 Line 52.00 52.00 0.0 43.0
E-W R Gable Block 2 7 Line 0.00 17.00 20.9 0.0
E-W L Gable Block 2 7 Line 17.00 17.00 0.0 20.9
E-W L Gable Block 2 12 Line 0.00 17.00 20.9 0.0
E-W R Gable Block 2 12 Line 17.00 17.00 0.0 20.9
N-S Roof Block 1 B Line -1.50 65.25 285.0 285.0
N-S Roof Block 1 J Line -1.50 65.25 285.0 285.0
N-S Roof Block 2 A Line 28.25 59.00 150.0 150.0
N-S Roof Block 2 B Line 28.25 59.00 150.0 150.0
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
Both Wall 3-1 n/a Line 17.00 26.50 27.0 27.0
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
Both Wall 7-1 n/a 7 Line 0.00 20.00 45.0 45.0
Both Wall 7-2 n/a 7 Line 20.00 22.00 27.0 27.0
Both Wall 8-1 n/a 8 Line 46.00 52.00 45.0 45.0
Both Wall 9-1 n/a 9 Line 32.00 42.25 27.0 27.0
Both Wall 10-1 n/a 10 Line 32.00 40.00 27.0 27.0
Both Wall 10-2 n/a 10 Line 43.00 52.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 0.00 22.00 45.0 45.0
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
Both Wall A-1 n/a A Line 29.75 53.50 45.0 45.0
Both Wall B-1 n/a B Line 0.00 16.50 45.0 45.0
Both Wall C-1 n/a C Line 16.50 29.75 45.0 45.0
Both Wall D-2 n/a D Line 53.50 57.50 45.0 45.0
Both Wall D-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall E-2 n/a Line 21.50 42.50 27.0 27.0
Both Wall E-1 n/a E Line 0.00 4.50 45.0 45.0
Both Wall F-1 n/a F Line 36.00 57.50 27.0 27.0
Both Wall G-1 n/a G Line 57.50 63.75 45.0 45.0
Both Wall H-1 n/a H Line 4.50 19.50 45.0 45.0
Both Wall I-1 n/a I Line 19.50 35.50 45.0 45.0
Both Wall J-1 n/a J Line 35.50 63.75 45.0 45.0
Level 1 Magnitude Trib
Force Building Block Wall Profile Location [ft][lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Floor F8 n/a 1 Line 17.00 20.00 82.5 82.5
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
E-W Floor F2 n/a 1 Line 20.00 22.00 267.5 267.5
E-W Floor F3 n/a 1 Line 22.00 27.00 287.5 287.5
E-W Floor F4 n/a 2 Line 27.00 35.00 265.0 265.0
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
E-W Floor F5 n/a 2 Line 35.00 42.00 296.3 296.3
Both Wall 3-1 n/a Line 17.00 26.50 27.0 27.0
E-W Floor F8 n/a 4 Line 17.00 20.00 82.5 82.5
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
E-W Floor F6 n/a 5 Line 42.00 46.00 221.3 221.3
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BUILDING MASSES (continued)
Both Wall 7-1 n/a 7 Line 0.00 20.00 45.0 45.0
E-W Floor F1 n/a 7 Line 0.00 20.00 118.8 118.8
Both Wall 7-2 n/a 7 Line 20.00 22.00 27.0 27.0
Both Wall 8-1 n/a 8 Line 46.00 52.00 45.0 45.0
E-W Floor F7 n/a 8 Line 46.00 52.00 141.3 141.3
Both Wall 9-1 n/a 9 Line 32.00 42.25 27.0 27.0
Both Wall 10-1 n/a 10 Line 32.00 40.00 27.0 27.0
Both Wall 10-2 n/a 10 Line 43.00 52.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 0.00 22.00 45.0 45.0
E-W Floor F1 n/a 11 Line 0.00 20.00 118.8 118.8
E-W Floor F2 n/a 11 Line 20.00 22.00 267.5 267.5
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
E-W Floor F3 n/a 12 Line 22.00 27.00 287.5 287.5
E-W Floor F4 n/a 12 Line 27.00 35.00 265.0 265.0
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
E-W Floor F5 n/a 13 Line 35.00 42.00 296.3 296.3
E-W Floor F6 n/a 13 Line 42.00 46.00 221.3 221.3
E-W Floor F7 n/a 13 Line 46.00 52.00 141.3 141.3
N-S Floor F5 n/a A Line 29.75 35.50 230.0 230.0
Both Wall A-1 n/a A Line 29.75 53.50 45.0 45.0
N-S Floor F6 n/a A Line 35.50 53.50 260.0 260.0
Both Wall B-1 n/a B Line 0.00 16.50 45.0 45.0
N-S Floor F1 n/a B Line 0.00 4.50 50.0 50.0
N-S Floor F2 n/a B Line 4.50 16.50 125.0 125.0
Both Wall C-1 n/a C Line 16.50 29.75 45.0 45.0
N-S Floor F3 n/a C Line 16.50 19.50 110.0 110.0
N-S Floor F4 n/a C Line 19.50 29.75 130.0 130.0
Both Wall D-2 n/a D Line 53.50 57.50 45.0 45.0
N-S Floor F7 n/a D Line 53.50 57.50 150.0 150.0
Both Wall D-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall E-2 n/a Line 21.50 42.50 27.0 27.0
Both Wall E-1 n/a E Line 0.00 4.50 45.0 45.0
N-S Floor F1 n/a E Line 0.00 4.50 50.0 50.0
Both Wall F-1 n/a F Line 36.00 57.50 27.0 27.0
Both Wall G-1 n/a G Line 57.50 63.75 45.0 45.0
N-S Floor F8 n/a G Line 57.50 63.75 85.0 85.0
N-S Floor F2 n/a H Line 4.50 16.50 125.0 125.0
Both Wall H-1 n/a H Line 4.50 19.50 45.0 45.0
N-S Floor F3 n/a H Line 16.50 19.50 110.0 110.0
N-S Floor F4 n/a I Line 19.50 29.75 130.0 130.0
Both Wall I-1 n/a I Line 19.50 35.50 45.0 45.0
N-S Floor F5 n/a I Line 29.75 35.50 230.0 230.0
Both Wall J-1 n/a J Line 35.50 63.75 45.0 45.0
N-S Floor F6 n/a J Line 35.50 53.50 260.0 260.0
N-S Floor F7 n/a J Line 53.50 57.50 150.0 150.0
N-S Floor F8 n/a J Line 57.50 63.75 85.0 85.0
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
BUILDING MASSES (continued)
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
Both Wall 3-1 n/a 3 Line 17.00 27.25 27.0 27.0
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
Both Wall 6-1 n/a 6 Line 32.50 40.50 27.0 27.0
Both Wall 7-1 n/a 7 Line 0.00 20.00 45.0 45.0
Both Wall 7-2 n/a 7 Line 20.00 22.00 27.0 27.0
Both Wall 8-2 n/a 8 Line 46.00 52.00 45.0 45.0
Both Wall 8-1 n/a Line 26.75 46.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 0.00 22.00 45.0 45.0
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
Both Wall A-1 n/a A Line 29.75 53.50 45.0 45.0
Both Wall B-1 n/a B Line 0.00 16.50 45.0 45.0
Both Wall C-1 n/a C Line 16.50 29.75 45.0 45.0
Both Wall D-2 n/a D Line 53.50 57.50 45.0 45.0
Both Wall D-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall E-1 n/a E Line 0.00 4.50 45.0 45.0
Both Wall G-1 n/a G Line 57.50 63.75 45.0 45.0
Both Wall H-1 n/a H Line 4.50 19.50 45.0 45.0
Both Wall I-1 n/a I Line 19.50 35.50 45.0 45.0
Both Wall J-1 n/a J Line 35.50 63.75 45.0 45.0
Legend:
Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Shearline that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SEISMIC LOADS
Level 2
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Line -1.50 0.00 95.0 95.0
E-W Point 0.00 0.00 220 220
E-W Line 0.00 15.50 113.5 121.3
E-W Line 15.50 17.00 327.5 328.2
E-W Point 17.00 17.00 153 153
E-W Line 17.00 18.50 352.3 344.5
E-W Line 18.50 20.00 249.5 250.3
E-W Point 20.00 20.00 123 123
E-W Line 20.00 22.00 237.3 238.3
E-W Point 22.00 22.00 37 37
E-W Line 22.00 26.50 232.8 235.0
E-W Point 22.25 22.25 133 133
E-W Point 26.50 26.50 117 117
E-W Line 26.50 27.00 229.5 229.7
E-W Point 27.00 27.00 42 42
E-W Line 27.00 32.00 229.7 232.3
E-W Point 32.00 32.00 120 120
E-W Line 32.00 35.00 243.4 244.9
E-W Point 35.00 35.00 58 58
E-W Line 35.00 40.00 244.9 247.4
E-W Line 40.00 42.00 241.9 242.9
E-W Point 42.00 42.00 139 139
E-W Line 42.00 42.25 242.9 243.0
E-W Line 42.25 43.00 237.4 237.8
E-W Line 43.00 46.00 243.4 244.9
E-W Point 46.00 46.00 148 148
E-W Line 46.00 52.00 244.9 247.9
E-W Point 52.00 52.00 262 262
E-W Line 52.00 53.50 223.8 206.1
N-S Line -1.50 0.00 117.4 117.4
N-S Point 0.00 0.00 247 247
N-S Line 0.00 4.50 135.9 135.9
N-S Point 4.50 4.50 139 139
N-S Line 4.50 16.50 135.9 135.9
N-S Point 8.50 8.50 53 53
N-S Point 16.50 16.50 28 28
N-S Line 16.50 19.50 135.9 135.9
N-S Point 19.50 19.50 37 37
N-S Line 19.50 21.50 135.9 135.9
N-S Line 21.50 28.25 141.4 141.4
N-S Line 28.25 29.75 203.2 203.2
N-S Point 29.75 29.75 233 233
N-S Line 29.75 35.50 208.8 208.8
N-S Point 35.50 35.50 56 56
N-S Line 35.50 36.00 208.8 208.8
N-S Line 36.00 42.50 214.3 214.3
N-S Point 38.00 38.00 57 57
N-S Line 42.50 53.50 208.8 208.8
N-S Point 50.25 50.25 95 95
N-S Point 53.50 53.50 204 204
N-S Line 53.50 53.75 208.8 208.8
N-S Line 53.75 57.50 203.2 203.2
N-S Point 57.50 57.50 157 157
N-S Line 57.50 59.00 197.7 197.7
N-S Line 59.00 63.75 135.9 135.9
N-S Point 63.75 63.75 312 312
N-S Line 63.75 65.25 117.4 117.4
Level 1
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point 0.00 0.00 232 232
E-W Line 0.00 17.00 45.2 45.2
E-W Point 17.00 17.00 161 161
E-W Line 17.00 20.00 88.5 88.5
E-W Point 20.00 20.00 129 129
E-W Line 20.00 22.00 89.2 89.2
E-W Point 22.00 22.00 39 39
E-W Line 22.00 26.50 87.7 87.7
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SEISMIC LOADS (continued)
E-W Point 22.25 22.25 140 140
E-W Point 26.50 26.50 61 61
E-W Line 26.50 26.75 84.7 84.7
E-W Line 26.75 27.00 87.7 87.7
E-W Point 27.00 27.00 44 44
E-W Line 27.00 27.25 82.8 82.8
E-W Line 27.25 32.00 79.9 79.9
E-W Point 32.00 32.00 5038 5038
E-W Point 32.00 32.00 1691 1691
E-W Point 32.00 32.00 5038 5038
E-W Point 32.00 32.00 63 63
E-W Line 32.00 32.50 85.7 85.7
E-W Line 32.50 35.00 88.6 88.6
E-W Point 35.00 35.00 61 61
E-W Line 35.00 40.00 95.4 95.4
E-W Line 40.00 40.50 92.5 92.5
E-W Line 40.50 42.00 89.6 89.6
E-W Point 42.00 42.00 146 146
E-W Line 42.00 42.25 73.3 73.3
E-W Line 42.25 43.00 70.4 70.4
E-W Line 43.00 46.00 73.3 73.3
E-W Point 46.00 46.00 156 156
E-W Line 46.00 52.00 53.0 53.0
E-W Point 52.00 52.00 276 276
N-S Point 0.00 0.00 98 98
N-S Line 0.00 4.50 30.3 30.3
N-S Point 4.50 4.50 146 146
N-S Line 4.50 16.50 46.6 46.6
N-S Point 7.75 7.75 30 30
N-S Point 8.50 8.50 28 28
N-S Point 16.50 16.50 29 29
N-S Line 16.50 19.50 43.3 43.3
N-S Point 19.50 19.50 39 39
N-S Line 19.50 21.50 47.7 47.7
N-S Line 21.50 29.75 50.6 50.6
N-S Point 22.25 22.25 23 23
N-S Point 29.75 29.75 207 207
N-S Line 29.75 35.50 78.1 78.1
N-S Point 35.50 35.50 59 59
N-S Line 35.50 36.00 84.6 84.6
N-S Point 35.75 35.75 56 56
N-S Line 36.00 42.50 87.6 87.6
N-S Point 38.00 38.00 30 30
N-S Line 42.50 53.50 84.6 84.6
N-S Point 50.25 50.25 50 50
N-S Point 53.50 53.50 215 215
N-S Line 53.50 53.75 60.8 60.8
N-S Line 53.75 57.50 54.9 54.9
N-S Point 57.50 57.50 127 127
N-S Line 57.50 63.75 37.9 37.9
N-S Point 63.75 63.75 166 166
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to
seismic loads before distributing them to the shearlines.
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Wind Shear Loads, Rigid Diaphragm
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Out-of-plane Sheathing
All shearwalls have sufficient design capacity.
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Seismic Loads, Rigid Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: G-1, 4-1, 7-1
Level 2: 4-1
Wind Loads, Rigid Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: G-1, 4-1
Seismic Loads, Rigid Diaphragm
All hold-downs have sufficient design capacity.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 209.6 209.6 1258 - 1.0 - 532 1.00 532 3192 0.39
Level 1
Ln1, Lev1 1 Both 147.4 - 1474 1.0 1.0 896 896 - A 1792 17920 0.08
Line 2
Ln2, Lev1 2 S->N 48.1 48.1 722 - 1.0 - 532 1.00 532 7980 0.09
2 N->S 47.8 47.8 717 - 1.0 - 532 1.00 532 7980 0.09
Line 3
Level 2
Ln3, Lev2 2 Both 199.8 199.8 1898 - 1.0 - 532 1.00 532 5054 0.38
Level 1
Ln3, Lev1 2 Both 241.3 241.3 2474 - 1.0 - 532 1.00 532 5453 0.45
Line 4
Level 2
Ln4, Lev2 - Both - - 2452 - - - - - - 2683 -
Wall 4-1 4^Both 817.4 - 2452 - .88 - 1022 - 894 2683 0.91
Level 1
Ln4, Lev1 - Both - - 3016 - - - - - - 4704 -
Wall 4-1 1^Both 1005.4 - 3016 .88 .88 896 896 - A 1568 4704 0.64
Line 5
Ln5, Lev1 2 S->N 308.4 308.4 1234 - 1.0 - 532 1.00 532 1892 0.58
2 N->S 306.4 306.4 1226 - 1.0 - 532 1.00 532 1892 0.58
Line 7
Level 2
Ln7, Lev2 - Both - - 5511 - - - - - - 9044 -
Wall 7-1 2 Both 324.2 324.2 5511 - 1.0 - 532 1.00 532 9044 0.61
Wall 7-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 - -
Level 1
Ln7, Lev1 - Both - - 6288 - - - - - - 35840 -
Wall 7-1 1 Both 314.4 - 6288 1.0 1.0 896 896 - A 1792 35840 0.18
Wall 7-2 1 Both 0.0 - 0 1.0 1.0 896 896 - A - - -
Line 8
Ln8, Lev1 - S->N - - 2211 - - - - - - 13433 -
- N->S - - 2197 - - - - - - 13433 -
Wall 8-1 2 S->N 114.9 114.9 2211 - 1.0 - 532 1.00 532 10241 0.22
2 N->S 114.1 114.1 2197 - 1.0 - 532 1.00 532 10241 0.21
Wall 8-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 3192 0.00
Line 11
Level 2
Ln11, Lev2 2 Both 237.0 237.0 4503 - 1.0 - 532 1.00 532 10108 0.45
Level 1
Ln11, Lev1 - Both - - 5549 - - - - - - 39424 -
Wall 11-1 1 Both 252.2 - 5549 1.0 1.0 896 896 - A 1792 39424 0.14
Line 12
Level 2
Ln12, Lev2 2 Both 165.8 165.8 1493 - 1.0 - 532 1.00 532 4788 0.31
Level 1
Ln12, Lev1 - Both - - 1985 - - - - - - 23296 -
Wall 12-1 1 Both 152.7 - 1985 1.0 1.0 896 896 - A 1792 23296 0.09
Line 13
Level 2
Ln13, Lev2 2 Both 59.8 59.8 1016 - 1.0 - 532 1.00 532 9044 0.11
Level 1
Ln13, Lev1 2 Both 77.4 77.4 1316 - 1.0 - 532 1.00 532 9044 0.15
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 1 Both 59.7 - 1417 1.0 1.0 896 896 - A 1792 42560 0.03
Line B
Level 2
LnB, Lev2 2 W->E 210.0 210.0 1995 - 1.0 - 532 1.00 532 5054 0.39
2 E->W 209.8 209.8 1994 - 1.0 - 532 1.00 532 5054 0.39
Level 1
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEAR RESULTS (flexible wind design, continued)
LnB, Lev1 1 W->E 236.6 - 3904 1.0 1.0 896 896 - A 1792 29568 0.13
1 E->W 236.6 - 3903 1.0 1.0 896 896 - A 1792 29568 0.13
Line C
LnC, Lev1 - W->E - - 677 - - - - - - 23744 -
- E->W - - 671 - - - - - - 23744 -
Wall C-1 1 W->E 51.1 - 677 1.0 1.0 896 896 - A 1792 23744 0.03
1 E->W 50.7 - 671 1.0 1.0 896 896 - A 1792 23744 0.03
Line D
Level 2
LnD, Lev2 - W->E - - 750 - - - - - - 12532 -
- E->W - - 734 - - - - - - 12532 -
Wall D-1 2 W->E 37.5 37.5 750 - 1.0 - 532 1.00 532 10640 0.07
2 E->W 36.7 36.7 734 - 1.0 - 532 1.00 532 10640 0.07
Wall D-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 1892 0.00
Level 1
LnD, Lev1 - W->E - - 1333 - - - - - - 49952 -
- E->W - - 1299 - - - - - - 49952 -
Wall D-1 1 W->E 43.9 - 1054 1.0 1.0 896 896 - A 1792 43008 0.02
1 E->W 54.1 - 1299 1.0 1.0 896 896 - A 1792 43008 0.03
Wall D-2 1 W->E 69.9 - 280 .97 .97 896 896 - A 1736 6944 0.04
1 E->W 0.0 - 0 .97 .97 896 896 - A 1736 6944 0.00
Line E
LnE, Lev1 - W->E - - 1315 - - - - - - 8064 -
- E->W - - 1276 - - - - - - 8064 -
Wall E-1 1 W->E 292.2 - 1315 1.0 1.0 896 896 - A 1792 8064 0.16
1 E->W 283.5 - 1276 1.0 1.0 896 896 - A 1792 8064 0.16
Line F
Level 2
LnF, Lev2 2 W->E 30.9 30.9 664 - 1.0 - 532 1.00 532 11438 0.06
2 E->W 30.2 30.2 649 - 1.0 - 532 1.00 532 11438 0.06
Line G
LnG, Lev2 - W->E - - 1226 - - - - - - 4288 -
- E->W - - 1222 - - - - - - 4288 -
Wall G-1 3 W->E 196.2 - 1226 - 1.0 - 686 - 686 4288 0.29
3 E->W 195.6 - 1222 - 1.0 - 686 - 686 4288 0.29
Level 1
LnG, Lev1 - W->E - - 3681 - - - - - - 11200 -
- E->W - - 3647 - - - - - - 11200 -
Wall G-1 1 W->E 588.9 - 3681 1.0 1.0 896 896 - A 1792 11200 0.33
1 E->W 583.5 - 3647 1.0 1.0 896 896 - A 1792 11200 0.33
Line J
Level 2
LnJ, Lev2 2 Both 105.2 105.2 1157 - 1.0 - 532 1.00 532 5283 0.20
Level 1
LnJ, Lev1 2 Both 177.6 177.6 2530 - 1.0 - 532 1.00 532 7581 0.33
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (flexible wind design)
Level 1 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 3464 3464 HDU5-SDS2. 5645 0.61
V Elem 0.00 22.88 Min 2103 2103 Refer to upper level
1-1 R End 0.00 26.88 Min 1360 1360 HDU5-SDS2. 5645 0.24
Line 2
2-1 L End 4.50 27.13 1 440 440 HDU5-SDS2. 5645 0.08
2-1 R End 4.50 41.88 1 437 437 HDU5-SDS2. 5645 0.08
Line 3
3-1 L End 7.75 17.13 Min 4073 4073 HDU5-SDS2. 5645 0.72
V Elem 8.50 26.38 Min 1846 1846 Refer to upper level
3-1 R End 7.75 27.13 Min 2226 2226 HDU5-SDS2. 5645 0.39
Line 4
4-1 L End 16.50 17.13 Min 17896 17896 HDU5-SDS2. 5645 3.17*
4-1 R End 16.50 19.88 Min 17896 17896 HDU5-SDS2. 5645 3.17*
Line 5
5-1 L End 19.50 42.13 1 3331 3331 HDU5-SDS2. 5645 0.59
5-1 R End 19.50 45.88 1 3309 3309 HDU5-SDS2. 5645 0.59
Line 7
7-1 L End 29.75 0.12 Min 6122 6122 HDU5-SDS2. 5645 1.08*
7-1 R End 29.75 19.88 Min 6122 6122 HDU5-SDS2. 5645 1.08*
Line 8
8-1 L End 35.75 26.88 1 1047 1047 HDU5-SDS2. 5645 0.19
8-1 R End 35.75 45.88 1 1041 1041 HDU5-SDS2. 5645 0.18
Line 11
11-1 L End 53.50 0.12 Min 4458 4458 HDU5-SDS2. 5645 0.79
11-1 R End 53.50 21.88 Min 4458 4458 HDU5-SDS2. 5645 0.79
Line 12
12-1 L End 57.50 22.13 Min 1401 1401 HDU5-SDS2. 5645 0.25
V Elem 57.50 26.13 Min 1535 1535 Refer to upper level
12-1 R End 57.50 34.88 Min 2936 2936 HDU5-SDS2. 5645 0.52
Line 13
13-1 L End 63.75 35.12 Min 1450 1450 HDU5-SDS2. 5645 0.26
13-1 R End 63.75 51.88 Min 1450 1450 HDU5-SDS2. 5645 0.26
Line A
A-1 L End 29.88 0.00 1 543 543 HDU5-SDS2. 5645 0.10
A-1 R End 53.38 0.00 1 543 543 HDU5-SDS2. 5645 0.10
Line B
B-1 L End 0.12 17.00 1 4103 4103 HDU5-SDS2. 5645 0.73
V Elem 9.38 17.00 1 1940 1940 Refer to upper level
B-1 R End 16.38 17.00 1 2162 2162 HDU5-SDS2. 5645 0.38
Line C
C-1 L End 16.62 20.00 1 469 469 HDU5-SDS2. 5645 0.08
C-1 R End 29.63 20.00 1 465 465 HDU5-SDS2. 5645 0.08
Line D
D-1 L End 29.88 22.25 1 741 741 HDU5-SDS2. 5645 0.13
V Elem 49.63 22.25 1 335 335 Refer to upper level
D-1 R End 53.63 22.00 1 272 272 HDU5-SDS2. 5645 0.05
D-1 R End 53.63 22.25 1 492 492 HDU5-SDS2. 5645 0.09
D-2 R End 57.38 22.00 1 -671
Line E
E-1 L End 0.12 27.00 1 2785 2785 HDU5-SDS2. 5645 0.49
E-1 R End 4.38 27.00 1 2702 2702 HDU5-SDS2. 5645 0.48
Line F
V Elem 36.13 32.00 1 281 281 Refer to upper level
V Elem 57.38 32.00 1 275 275 Refer to upper level
Line G
G-1 L End 57.63 35.00 1 7360 7360 HDU5-SDS2. 5645 1.30*
G-1 R End 63.63 35.00 1 7304 7304 HDU5-SDS2. 5645 1.29*
Line J
J-1 L End 49.63 52.00 1 1627 1627 HDU5-SDS2. 5645 0.29
V Elem 49.88 52.00 1 1073 1073 Refer to upper level
J-1 R End 63.63 52.00 1 2700 2700 HDU5-SDS2. 5645 0.48
Level 2 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 2103 2103 HDU5-SDS2. 5645 0.37
1-1 R End 0.00 22.88 Min 2103 2103 HDU5-SDS2. 5645 0.37
Line 3
20
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (flexible wind design, continued)
3-1 L End 8.50 17.13 Min 1846 1846 HDU5-SDS2.5645 0.33
3-1 R End 8.50 26.38 Min 1846 1846 HDU5-SDS2. 5645 0.33
Line 4
4-1 L End 16.50 17.13 Min 8025 8025 HDU5-SDS2. 5645 1.42*
4-1 R End 16.50 19.88 Min 8025 8025 HDU5-SDS2. 5645 1.42*
Line 7
7-1 L End 29.75 0.12 Min 3257 3257 HDU5-SDS2. 5645 0.58
7-1 R End 29.75 19.88 Min 3257 3257 HDU5-SDS2. 5645 0.58
Line 11
11-1 L End 53.50 0.12 Min 2161 2161 HDU5-SDS2. 5645 0.38
11-1 R End 53.50 21.88 Min 2161 2161 HDU5-SDS2. 5645 0.38
Line 12
12-1 L End 57.50 26.13 Min 1535 1535 HDU5-SDS2. 5645 0.27
12-1 R End 57.50 34.88 Min 1535 1535 HDU5-SDS2. 5645 0.27
Line 13
13-1 L End 63.75 35.12 Min 743 743 HDU5-SDS2. 5645 0.13
13-1 R End 63.75 51.88 Min 743 743 HDU5-SDS2. 5645 0.13
Line B
B-1 L End 0.12 17.00 1 1941 1941 HDU5-SDS2. 5645 0.34
B-1 R End 9.38 17.00 1 1940 1940 HDU5-SDS2. 5645 0.34
Line D
D-1 L End 29.88 22.25 1 342 342 HDU5-SDS2. 5645 0.06
D-1 R End 49.63 22.25 1 335 335 HDU5-SDS2. 5645 0.06
Line F
F-1 L End 36.13 32.00 1 281 281 HDU5-SDS2. 5645 0.05
F-1 R End 57.38 32.00 1 275 275 HDU5-SDS2. 5645 0.05
Line G
G-1 L End 57.63 35.00 1 1839 1839 HDU5-SDS2. 5645 0.33
G-1 R End 63.63 35.00 1 1834 1834 HDU5-SDS2. 5645 0.32
Line J
J-1 L End 49.88 52.00 1 1073 1073 HDU5-SDS2. 5645 0.19
J-1 R End 63.63 52.00 1 1073 1073 HDU5-SDS2. 5645 0.19
Legend:
Line-Wall:
At wall or opening – Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4)
Hold-down Forces:
Shear – Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Dead – Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from
SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3
for foundation anchor bolt requirements.
*WARNING - Design capacity has been exceeded.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (flexible wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 2
2-1 Left Wall End 4.50 27.00 1 -289 287
Line 3
3-1 Right Wall End 7.75 27.25 1 1460 -1460
Line 4
4-1 Right Wall End 16.50 20.00 1 2654 -2654
Line 5
5-1 Left Wall End 19.50 42.00 1 -1044 1037
Line 8
8-1 Left Wall End 35.75 26.75 1 -1137 1130
8-1 Right Wall End 35.75 46.00 1 255 -253
Line 11
11-1 Right Wall End 53.50 22.00 1 3202 -3202
Line 12
12-1 Right Wall End 57.50 35.00 1 1125 -1125
Line C
C-1 Left Wall End 16.50 20.00 1 -209 207
C-1 Right Wall End 29.75 20.00 1 301 -298
Line D
D-1 Left Wall End 29.75 22.25 1 -690 672
Line E
E-1 Right Wall End 4.50 27.00 1 1212 -1176
Line G
G-1 Left Wall End 57.50 35.00 1 -3293 3262
Line J
J-1 Right Opening 3 49.50 52.00 1 -1254 1254
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 0.00 23.00 1 503 -503
Line 3
3-1 Right Wall End 8.50 26.50 1 1177 -1177
Line 4
4-1 Right Wall End 16.50 20.00 1 2158 -2158
Line 7
7-1 Left Opening 1 29.75 9.50 1 1942 -1942
7-1 Right Opening 1 29.75 12.50 1 1582 -1582
Line 11
11-1 Left Opening 1 53.50 9.50 1 1429 -1429
11-1 Right Opening 1 53.50 12.50 1 1169 -1169
11-1 Right Wall End 53.50 22.00 1 2598 -2598
Line 12
12-1 Right Opening 1 57.50 26.00 1 -199 199
12-1 Right Wall End 57.50 35.00 1 846 -846
Line B
B-1 Left Opening 1 9.50 17.00 1 846 -846
Line D
D-1 Left Wall End 29.75 22.25 1 -388 380
D-1 Left Opening 1 49.75 22.25 1 101 -99
D-1 Right Opening 1 52.75 22.25 1 62 -61
Line F
F-1 Left Wall End 36.00 32.00 1 -395 386
Line G
G-1 Left Wall End 57.50 35.00 1 -1097 1094
Line J
J-1 Right Opening 3 49.75 52.00 1 -584 584
J-1 Left Opening 4 58.00 52.00 1 40 -40
J-1 Right Opening 4 61.00 52.00 1 -83 83
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
22
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
23
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Rigid Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 S->N 264.5 264.5 1587 - 1.0 - 532 1.00 532 3192 0.50
2 N->S 264.6 264.6 1587 - 1.0 - 532 1.00 532 3192 0.50
Level 1
Ln1, Lev1 1 S->N 166.2 - 1662 1.0 1.0 896 896 - A 1792 17920 0.09
1 N->S 181.9 - 1819 1.0 1.0 896 896 - A 1792 17920 0.10
Line 2
Ln2, Lev1 2 S->N 193.7 193.7 2905 - 1.0 - 532 1.00 532 7980 0.36
2 N->S 186.0 186.0 2791 - 1.0 - 532 1.00 532 7980 0.35
Line 3
Level 2
Ln3, Lev2 2 S->N 330.2 330.2 3137 - 1.0 - 532 1.00 532 5054 0.62
2 N->S 330.3 330.3 3138 - 1.0 - 532 1.00 532 5054 0.62
Level 1
Ln3, Lev1 2 S->N 129.6 129.6 1329 - 1.0 - 532 1.00 532 5453 0.24
2 N->S 141.1 141.1 1446 - 1.0 - 532 1.00 532 5453 0.27
Line 4
Level 2
Ln4, Lev2 - S->N - - 377 - - - - - - 2683 -
- N->S - - 378 - - - - - - 2683 -
Wall 4-1 4 S->N 125.8 - 377 - .88 - 1022 - 894 2683 0.14
4 N->S 125.8 - 378 - .88 - 1022 - 894 2683 0.14
Level 1
Ln4, Lev1 - S->N - - 152 - - - - - - 4704 -
- N->S - - 147 - - - - - - 4704 -
Wall 4-1 1 S->N 50.5 - 152 .88 .88 896 896 - A 1568 4704 0.03
1 N->S 49.0 - 147 .88 .88 896 896 - A 1568 4704 0.03
Line 5
Ln5, Lev1 2 S->N 45.2 45.2 181 - 1.0 - 532 1.00 532 1892 0.08
2 N->S 43.9 43.9 176 - 1.0 - 532 1.00 532 1892 0.08
Line 7
Level 2
Ln7, Lev2 - Both - - 5618 - - - - - - 9044 -
Wall 7-1 2 S->N 330.4 330.4 5618 - 1.0 - 532 1.00 532 9044 0.62
2 N->S 330.5 330.5 5618 - 1.0 - 532 1.00 532 9044 0.62
Wall 7-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 - -
Level 1
Ln7, Lev1 - S->N - - 4838 - - - - - - 35840 -
- N->S - - 4745 - - - - - - 35840 -
Wall 7-1 1 S->N 241.9 - 4838 1.0 1.0 896 896 - A 1792 35840 0.13
1 N->S 237.2 - 4745 1.0 1.0 896 896 - A 1792 35840 0.13
Wall 7-2 1 Both 0.0 - 0 1.0 1.0 896 896 - A - - -
Line 8
Ln8, Lev1 - S->N - - 3994 - - - - - - 13433 -
- N->S - - 3941 - - - - - - 13433 -
Wall 8-1 2 S->N 207.5 207.5 3994 - 1.0 - 532 1.00 532 10241 0.39
2 N->S 204.7 204.7 3941 - 1.0 - 532 1.00 532 10241 0.38
Wall 8-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 3192 0.00
Line 11
Level 2
Ln11, Lev2 2 Both 211.6 211.6 4020 - 1.0 - 532 1.00 532 10108 0.40
Level 1
Ln11, Lev1 - S->N - - 5047 - - - - - - 39424 -
- N->S - - 5082 - - - - - - 39424 -
Wall 11-1 1 S->N 229.4 - 5047 1.0 1.0 896 896 - A 1792 39424 0.13
1 N->S 231.0 - 5082 1.0 1.0 896 896 - A 1792 39424 0.13
Line 12
Level 2
Ln12, Lev2 2 Both 113.2 113.2 1019 - 1.0 - 532 1.00 532 4788 0.21
Level 1
Ln12, Lev1 - S->N - - 2007 - - - - - - 23296 -
- N->S - - 1924 - - - - - - 23296 -
Wall 12-1 1 S->N 154.4 - 2007 1.0 1.0 896 896 - A 1792 23296 0.09
1 N->S 148.0 - 1924 1.0 1.0 896 896 - A 1792 23296 0.08
Line 13
Level 2
24
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEAR RESULTS (rigid wind design, continued)
Ln13, Lev2 2 S->N 139.5 139.5 2371 - 1.0 - 532 1.00 532 9044 0.26
2 N->S 139.4 139.4 2371 - 1.0 - 532 1.00 532 9044 0.26
Level 1
Ln13, Lev1 2 S->N 125.6 125.6 2135 - 1.0 - 532 1.00 532 9044 0.24
2 N->S 128.3 128.3 2181 - 1.0 - 532 1.00 532 9044 0.24
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 1 W->E 136.1 - 3231 1.0 1.0 896 896 - A 1792 42560 0.08
1 E->W 42.1 - 999 1.0 1.0 896 896 - A 1792 42560 0.02
Line B
Level 2
LnB, Lev2 2 W->E 57.4 57.4 546 - 1.0 - 532 1.00 532 5054 0.11
2 E->W 57.0 57.0 542 - 1.0 - 532 1.00 532 5054 0.11
Level 1
LnB, Lev1 1 W->E 130.4 - 2152 1.0 1.0 896 896 - A 1792 29568 0.07
1 E->W 51.4 - 847 1.0 1.0 896 896 - A 1792 29568 0.03
Line C
LnC, Lev1 - W->E - - 1534 - - - - - - 23744 -
- E->W - - 603 - - - - - - 23744 -
Wall C-1 1 W->E 115.8 - 1534 1.0 1.0 896 896 - A 1792 23744 0.06
1 E->W 45.5 - 603 1.0 1.0 896 896 - A 1792 23744 0.03
Line D
Level 2
LnD, Lev2 - W->E - - 2256 - - - - - - 12532 -
- E->W - - 2243 - - - - - - 12532 -
Wall D-1 2 W->E 112.8 112.8 2256 - 1.0 - 532 1.00 532 10640 0.21
2 E->W 112.1 112.1 2243 - 1.0 - 532 1.00 532 10640 0.21
Wall D-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 1892 0.00
Level 1
LnD, Lev1 - W->E - - 5214 - - - - - - 49952 -
- E->W - - 11054 - - - - - - 49952 -
Wall D-1 1 W->E 216.0 - 5184 1.0 1.0 896 896 - A 1792 43008 0.12
1 E->W 460.6 - 11054 1.0 1.0 896 896 - A 1792 43008 0.26
Wall D-2 1 W->E 7.5 - 30 .97 .97 896 896 - A 1736 6944 0.00
1 E->W 0.0 - 0 .97 .97 896 896 - A 1736 6944 0.00
Line E
LnE, Lev1 - W->E - - 211 - - - - - - 8064 -
- E->W - - 87 - - - - - - 8064 -
Wall E-1 1 W->E 46.8 - 211 1.0 1.0 896 896 - A 1792 8064 0.03
1 E->W 19.4 - 87 1.0 1.0 896 896 - A 1792 8064 0.01
Line F
Level 2
LnF, Lev2 2 W->E 105.5 105.5 2269 - 1.0 - 532 1.00 532 11438 0.20
2 E->W 104.9 104.9 2255 - 1.0 - 532 1.00 532 11438 0.20
Line G
LnG, Lev2 - W->E - - 239 - - - - - - 4288 -
- E->W - - 237 - - - - - - 4288 -
Wall G-1 3 W->E 38.2 - 239 - 1.0 - 686 - 686 4288 0.06
3 E->W 38.0 - 237 - 1.0 - 686 - 686 4288 0.06
Level 1
LnG, Lev1 - W->E - - 442 - - - - - - 11200 -
- E->W - - 192 - - - - - - 11200 -
Wall G-1 1 W->E 70.7 - 442 1.0 1.0 896 896 - A 1792 11200 0.04
1 E->W 30.8 - 192 1.0 1.0 896 896 - A 1792 11200 0.02
Line J
Level 2
LnJ, Lev2 2 W->E 43.8 43.8 482 - 1.0 - 532 1.00 532 5283 0.08
2 E->W 43.6 43.6 479 - 1.0 - 532 1.00 532 5283 0.08
Level 1
LnJ, Lev1 2 W->E 145.6 145.6 2074 - 1.0 - 532 1.00 532 7581 0.27
2 E->W 67.5 67.5 961 - 1.0 - 532 1.00 532 7581 0.13
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
25
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
26
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (rigid wind design)
Level 1 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 4188 4188 HDU5-SDS2. 5645 0.74
V Elem 0.00 22.88 Min 2654 2654 Refer to upper level
1-1 R End 0.00 26.88 Min 1679 1679 HDU5-SDS2. 5645 0.30
Line 2
2-1 L End 4.50 27.13 Min 1773 1773 HDU5-SDS2. 5645 0.31
2-1 R End 4.50 41.88 Min 1703 1703 HDU5-SDS2. 5645 0.30
Line 3
3-1 L End 7.75 17.13 Min 4248 4248 HDU5-SDS2. 5645 0.75
V Elem 8.50 26.38 Min 3053 3053 Refer to upper level
3-1 R End 7.75 27.13 Min 1301 1301 HDU5-SDS2. 5645 0.23
Line 4
4-1 L End 16.50 17.13 Min 1732 1732 HDU5-SDS2. 5645 0.31
4-1 R End 16.50 19.88 Min 1716 1716 HDU5-SDS2. 5645 0.30
Line 5
5-1 L End 19.50 42.13 Min 488 488 HDU5-SDS2. 5645 0.09
5-1 R End 19.50 45.88 Min 474 474 HDU5-SDS2. 5645 0.08
Line 7
7-1 L End 29.75 0.12 Min 5524 5524 HDU5-SDS2. 5645 0.98
7-1 R End 29.75 19.88 Min 5482 5482 HDU5-SDS2. 5645 0.97
Line 8
8-1 L End 35.75 26.88 Min 1892 1892 HDU5-SDS2. 5645 0.34
8-1 R End 35.75 45.88 Min 1867 1867 HDU5-SDS2. 5645 0.33
Line 11
11-1 L End 53.50 0.12 Min 4018 4018 HDU5-SDS2. 5645 0.71
11-1 R End 53.50 21.88 Min 4033 4033 HDU5-SDS2. 5645 0.71
Line 12
12-1 L End 57.50 22.13 Min 1417 1417 HDU5-SDS2. 5645 0.25
V Elem 57.50 26.13 Min 1048 1048 Refer to upper level
12-1 R End 57.50 34.88 Min 2406 2406 HDU5-SDS2. 5645 0.43
Line 13
13-1 L End 63.75 35.12 Min 2882 2882 HDU5-SDS2. 5645 0.51
13-1 R End 63.75 51.88 Min 2906 2906 HDU5-SDS2. 5645 0.51
Line A
A-1 L End 29.88 0.00 1 1238 1238 HDU5-SDS2. 5645 0.22
A-1 R End 53.38 0.00 1 383 383 HDU5-SDS2. 5645 0.07
Line B
B-1 L End 0.12 17.00 1 1723 1723 HDU5-SDS2. 5645 0.31
V Elem 9.38 17.00 1 527 527 Refer to upper level
B-1 R End 16.38 17.00 1 469 469 HDU5-SDS2. 5645 0.08
Line C
C-1 L End 16.62 20.00 1 1062 1062 HDU5-SDS2. 5645 0.19
C-1 R End 29.63 20.00 1 417 417 HDU5-SDS2. 5645 0.07
Line D
D-1 L End 29.88 22.25 1 2993 2993 HDU5-SDS2. 5645 0.53
V Elem 49.63 22.25 1 1022 1022 Refer to upper level
D-1 R End 53.63 22.25 1 4189 4189 HDU5-SDS2. 5645 0.74
D-1 R End 53.63 22.00 1 -1893
Line E
E-1 L End 0.12 27.00 1 446 446 HDU5-SDS2. 5645 0.08
E-1 R End 4.38 27.00 1 185 185 HDU5-SDS2. 5645 0.03
Line F
V Elem 36.13 32.00 1 961 961 Refer to upper level
V Elem 57.38 32.00 1 955 955 Refer to upper level
Line G
G-1 L End 57.63 35.00 1 1022 1022 HDU5-SDS2. 5645 0.18
G-1 R End 63.63 35.00 1 645 645 HDU5-SDS2. 5645 0.11
Line J
J-1 L End 49.63 52.00 1 1333 1333 HDU5-SDS2. 5645 0.24
V Elem 49.88 52.00 1 447 447 Refer to upper level
J-1 R End 63.63 52.00 1 1062 1062 HDU5-SDS2. 5645 0.19
Level 2 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 2654 2654 HDU5-SDS2. 5645 0.47
1-1 R End 0.00 22.88 Min 2654 2654 HDU5-SDS2. 5645 0.47
Line 3
3-1 L End 8.50 17.13 Min 3053 3053 HDU5-SDS2.5645 0.54
27
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (rigid wind design, continued)
3-1 R End 8.50 26.38 Min 3053 3053 HDU5-SDS2.5645 0.54
Line 4
4-1 L End 16.50 17.13 Min 1235 1235 HDU5-SDS2. 5645 0.22
4-1 R End 16.50 19.88 Min 1235 1235 HDU5-SDS2. 5645 0.22
Line 7
7-1 L End 29.75 0.12 Min 3320 3320 HDU5-SDS2. 5645 0.59
7-1 R End 29.75 19.88 Min 3320 3320 HDU5-SDS2. 5645 0.59
Line 11
11-1 L End 53.50 0.12 Min 1930 1930 HDU5-SDS2. 5645 0.34
11-1 R End 53.50 21.88 Min 1929 1929 HDU5-SDS2. 5645 0.34
Line 12
12-1 L End 57.50 26.13 Min 1048 1048 HDU5-SDS2. 5645 0.19
12-1 R End 57.50 34.88 Min 1048 1048 HDU5-SDS2. 5645 0.19
Line 13
13-1 L End 63.75 35.12 Min 1735 1735 HDU5-SDS2. 5645 0.31
13-1 R End 63.75 51.88 Min 1734 1734 HDU5-SDS2. 5645 0.31
Line B
B-1 L End 0.12 17.00 1 531 531 HDU5-SDS2. 5645 0.09
B-1 R End 9.38 17.00 1 527 527 HDU5-SDS2. 5645 0.09
Line D
D-1 L End 29.88 22.25 1 1028 1028 HDU5-SDS2. 5645 0.18
D-1 R End 49.63 22.25 1 1022 1022 HDU5-SDS2. 5645 0.18
Line F
F-1 L End 36.13 32.00 1 961 961 HDU5-SDS2. 5645 0.17
F-1 R End 57.38 32.00 1 955 955 HDU5-SDS2. 5645 0.17
Line G
G-1 L End 57.63 35.00 1 358 358 HDU5-SDS2. 5645 0.06
G-1 R End 63.63 35.00 1 356 356 HDU5-SDS2. 5645 0.06
Line J
J-1 L End 49.88 52.00 1 447 447 HDU5-SDS2. 5645 0.08
J-1 R End 63.63 52.00 1 444 444 HDU5-SDS2. 5645 0.08
Legend:
Line-Wall:
At wall or opening – Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4)
Hold-down Forces:
Shear – Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Dead – Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from
SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3
for foundation anchor bolt requirements.
28
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (rigid wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 2
2-1 Left Wall End 4.50 27.00 1 -1162 1116
Line 3
3-1 Right Wall End 7.75 27.25 1 784 -853
Line 4
4-1 Right Wall End 16.50 20.00 1 133 -129
Line 5
5-1 Left Wall End 19.50 42.00 1 -153 149
Line 8
8-1 Left Wall End 35.75 26.75 1 -2055 2027
8-1 Right Wall End 35.75 46.00 1 461 -455
Line 11
11-1 Right Wall End 53.50 22.00 1 2912 -2932
Line 12
12-1 Right Wall End 57.50 35.00 1 1137 -1090
Line C
C-1 Left Wall End 16.50 20.00 1 -473 186
C-1 Right Wall End 29.75 20.00 1 681 -268
Line D
D-1 Left Wall End 29.75 22.25 1 -2698 5719
Line E
E-1 Right Wall End 4.50 27.00 1 194 -80
Line G
G-1 Left Wall End 57.50 35.00 1 -396 172
Line J
J-1 Right Opening 3 49.50 52.00 1 -1028 476
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 0.00 23.00 1 635 -635
Line 3
3-1 Right Wall End 8.50 26.50 1 1945 -1945
Line 4
4-1 Right Wall End 16.50 20.00 1 332 -332
Line 7
7-1 Left Opening 1 29.75 9.50 1 1979 -1979
7-1 Right Opening 1 29.75 12.50 1 1613 -1613
Line 11
11-1 Left Opening 1 53.50 9.50 1 1276 -1276
11-1 Right Opening 1 53.50 12.50 1 1044 -1044
11-1 Right Wall End 53.50 22.00 1 2319 -2319
Line 12
12-1 Right Opening 1 57.50 26.00 1 -136 136
12-1 Right Wall End 57.50 35.00 1 578 -577
Line B
B-1 Left Opening 1 9.50 17.00 1 231 -230
Line D
D-1 Left Wall End 29.75 22.25 1 -1167 1160
D-1 Left Opening 1 49.75 22.25 1 304 -302
D-1 Right Opening 1 52.75 22.25 1 186 -185
Line F
F-1 Left Wall End 36.00 32.00 1 -1348 1340
Line G
G-1 Left Wall End 57.50 35.00 1 -214 212
Line J
J-1 Right Opening 3 49.75 52.00 1 -243 242
J-1 Left Opening 4 58.00 52.00 1 17 -16
J-1 Right Opening 4 61.00 52.00 1 -35 34
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
29
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
30
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W: Fpx Design N-S: Fpx Design
2 62661 2104.2 12901 12901 9357 9357 9357 9357
1 46974 2104.2 5090 5090 7015 9974 7015 7015
All 109634 - 17991 17991 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.30, N-S 1.30
Input by user (overriding calculated value).
Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out-of-plane
force, or the diaphragm force Fpx and the drag strut force component based on it.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.07; Ev = 0.213 D unfactored; 0.149 D factored; total dead load factor: 0.6 - 0.149 = 0.451 tension, 1.0 + 0.149 = 1.149
compression.
31
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 161.7 161.7 970 - 1.0 - 380 1.00 380 2280 0.43
Level 1
Ln1, Lev1 1 Both 112.1 - 1121 1.0 1.0 640 640 - A 1280 12800 0.09
Line 2
Ln2, Lev1 2 Both 17.6 17.6 264 - 1.0 - 380 1.00 380 5700 0.05
Line 3
Level 2
Ln3, Lev2 2 Both 119.5 119.5 1135 - 1.0 - 380 1.00 380 3610 0.31
Level 1
Ln3, Lev1 2 Both 140.5 140.5 1440 - 1.0 - 380 1.00 380 3895 0.37
Line 4
Level 2
Ln4, Lev2 - Both - - 1383 - - - - - - 1916 -
Wall 4-1 4 Both 461.0 - 1383 - .88 - 730 - 639 1916 0.72
Level 1
Ln4, Lev1 - Both - - 1656 - - - - - - 3360 -
Wall 4-1 1 Both 552.2 - 1656 .88 .88 640 640 - A 1120 3360 0.49
Line 5
Ln5, Lev1 2 Both 85.4 85.4 341 - 1.0 - 380 1.00 380 1351 0.22
Line 7
Level 2
Ln7, Lev2 - Both - - 3507 - - - - - - 6460 -
Wall 7-1 2 Both 206.3 206.3 3507 - 1.0 - 380 1.00 380 6460 0.54
Wall 7-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 - -
Level 1
Ln7, Lev1 - Both - - 4149 - - - - - - 25600 -
Wall 7-1 1 Both 207.5 - 4149 1.0 1.0 640 640 - A 1280 25600 0.16
Wall 7-2 1 Both 0.0 - 0 1.0 1.0 0 0 - A - - -
Line 8
Ln8, Lev1 - Both - - 1047 - - - - - - 9595 -
Wall 8-1 2 Both 54.4 54.4 1047 - 1.0 - 380 1.00 380 7315 0.14
Wall 8-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 2280 0.00
Line 11
Level 2
Ln11, Lev2 2 Both 154.2 154.2 2930 - 1.0 - 380 1.00 380 7220 0.41
Level 1
Ln11, Lev1 - Both - - 3957 - - - - - - 28160 -
Wall 11-1 1 Both 179.9 - 3957 1.0 1.0 640 640 - A 1280 28160 0.14
Line 12
Level 2
Ln12, Lev2 2 Both 108.2 108.2 973 - 1.0 - 380 1.00 380 3420 0.28
Level 1
Ln12, Lev1 - Both - - 1297 - - - - - - 16640 -
Wall 12-1 1 Both 99.7 - 1297 1.0 1.0 640 640 - A 1280 16640 0.08
Line 13
Level 2
Ln13, Lev2 2 Both 49.5 49.5 841 - 1.0 - 380 1.00 380 6460 0.13
Level 1
Ln13, Lev1 2 Both 64.7 64.7 1100 - 1.0 - 380 1.00 380 6460 0.17
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 1 Both 23.6 - 561 1.0 1.0 640 640 - A 1280 30400 0.02
Line B
Level 2
LnB, Lev2 2^Both 349.9 349.9 3324 - 1.0 - 380 1.00 380 3610 0.92
Level 1
LnB, Lev1 1 Both 238.9 - 3942 1.0 1.0 640 640 - A 1280 21120 0.19
Line C
LnC, Lev1 - Both - - 332 - - - - - - 16960 -
Wall C-1 1 Both 25.0 - 332 1.0 1.0 640 640 - A 1280 16960 0.02
Line D
Level 2
LnD, Lev2 - Both - - 1925 - - - - - - 8951 -
Wall D-1 2 Both 96.2 96.2 1925 - 1.0 - 380 1.00 380 7600 0.25
Wall D-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 1351 0.00
32
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEAR RESULTS (flexible seismic design, continued)
Level 1
LnD, Lev1 - Both - - 2370 - - - - - - 35680 -
Wall D-1 1 W->E 45.7 - 1097 1.0 1.0 640 640 - A 1280 30720 0.04
1 E->W 98.8 - 2370 1.0 1.0 640 640 - A 1280 30720 0.08
Wall D-2 1 W->E 318.4 - 1273 .97 .97 640 640 - A 1240 4960 0.26
1 E->W 0.0 - 0 .97 .97 640 640 - A 1240 4960 0.00
Line E
LnE, Lev1 - Both - - 1175 - - - - - - 5760 -
Wall E-1 1 Both 261.1 - 1175 1.0 1.0 640 640 - A 1280 5760 0.20
Line F
Level 2
LnF, Lev2 2 Both 71.6 71.6 1539 - 1.0 - 380 1.00 380 8170 0.19
Line G
LnG, Lev2 - Both - - 2401 - - - - - - 3063 -
Wall G-1 3^Both 384.2 - 2401 - 1.0 - 490 - 490 3063 0.78
Level 1
LnG, Lev1 - Both - - 4544 - - - - - - 8000 -
Wall G-1 1 Both 727.1 - 4544 1.0 1.0 640 640 - A 1280 8000 0.57
Line J
Level 2
LnJ, Lev2 2 Both 233.5 233.5 2569 - 1.0 - 380 1.00 380 3774 0.61
Level 1
LnJ, Lev1 2 Both 243.3 243.3 3467 - 1.0 - 380 1.00 380 5415 0.64
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
33
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (flexible seismic design)
Level 1 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 2658 2658 HDU5-SDS2.5645 0.47
V Elem 0.00 22.88 1623 1623 Refer to upper level
1-1 R End 0.00 26.88 1035 1035 HDU5-SDS2.5645 0.18
Line 2
2-1 L End 4.50 27.13 161 161 HDU5-SDS2.5645 0.03
2-1 R End 4.50 41.88 161 161 HDU5-SDS2.5645 0.03
Line 3
3-1 L End 7.75 17.13 2401 2401 HDU5-SDS2.5645 0.43
V Elem 8.50 26.38 1104 1104 Refer to upper level
3-1 R End 7.75 27.13 1296 1296 HDU5-SDS2.5645 0.23
Line 4
4-1 L End 16.50 17.13 9947 9947 HDU5-SDS2.5645 1.76*
4-1 R End 16.50 19.88 9947 9947 HDU5-SDS2.5645 1.76*
Line 5
5-1 L End 19.50 42.13 922 922 HDU5-SDS2.5645 0.16
5-1 R End 19.50 45.88 922 922 HDU5-SDS2.5645 0.16
Line 7
7-1 L End 29.75 0.12 3963 3963 HDU5-SDS2.5645 0.70
7-1 R End 29.75 19.88 3963 3963 HDU5-SDS2.5645 0.70
Line 8
8-1 L End 35.75 26.88 496 496 HDU5-SDS2.5645 0.09
8-1 R End 35.75 45.88 496 496 HDU5-SDS2.5645 0.09
Line 11
11-1 L End 53.50 0.12 3044 3044 HDU5-SDS2.5645 0.54
11-1 R End 53.50 21.88 3044 3044 HDU5-SDS2.5645 0.54
Line 12
12-1 L End 57.50 22.13 915 915 HDU5-SDS2.5645 0.16
V Elem 57.50 26.13 1001 1001 Refer to upper level
12-1 R End 57.50 34.88 1916 1916 HDU5-SDS2.5645 0.34
Line 13
13-1 L End 63.75 35.12 1206 1206 HDU5-SDS2.5645 0.21
13-1 R End 63.75 51.88 1206 1206 HDU5-SDS2.5645 0.21
Line A
A-1 L End 29.88 0.00 215 215 HDU5-SDS2.5645 0.04
A-1 R End 53.38 0.00 215 215 HDU5-SDS2.5645 0.04
Line B
B-1 L End 0.12 17.00 5418 5418 HDU5-SDS2.5645 0.96
V Elem 9.38 17.00 3235 3235 Refer to upper level
B-1 R End 16.38 17.00 2183 2183 HDU5-SDS2.5645 0.39
Line C
C-1 L End 16.62 20.00 230 230 HDU5-SDS2.5645 0.04
C-1 R End 29.63 20.00 230 230 HDU5-SDS2.5645 0.04
Line D
D-1 L End 29.88 22.25 1293 1293 HDU5-SDS2.5645 0.23
V Elem 49.63 22.25 877 877 Refer to upper level
D-1 R End 53.63 22.00 2641 2641 HDU5-SDS2.5645 0.47
D-1 R End 53.63 22.25 898 898 HDU5-SDS2.5645 0.16
D-2 R End 57.38 22.00 -3056
Line E
E-1 L End 0.12 27.00 2488 2488 HDU5-SDS2.5645 0.44
E-1 R End 4.38 27.00 2488 2488 HDU5-SDS2.5645 0.44
Line F
V Elem 36.13 32.00 652 652 Refer to upper level
V Elem 57.38 32.00 652 652 Refer to upper level
Line G
G-1 L End 57.63 35.00 10418 10418 HDU5-SDS2.5645 1.85*
G-1 R End 63.63 35.00 10418 10418 HDU5-SDS2.5645 1.85*
Line J
J-1 L End 49.63 52.00 2229 2229 HDU5-SDS2.5645 0.39
V Elem 49.88 52.00 2382 2382 Refer to upper level
J-1 R End 63.63 52.00 4611 4611 HDU5-SDS2.5645 0.82
Level 2 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 1623 1623 HDU5-SDS2. 5645 0.29
1-1 R End 0.00 22.88 1623 1623 HDU5-SDS2. 5645 0.29
Line 3
34
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (flexible seismic design, continued)
3-1 L End 8.50 17.13 1104 1104 HDU5-SDS2.5645 0.20
3-1 R End 8.50 26.38 1104 1104 HDU5-SDS2. 5645 0.20
Line 4
4-1 L End 16.50 17.13 4526 4526 HDU5-SDS2. 5645 0.80
4-1 R End 16.50 19.88 4526 4526 HDU5-SDS2. 5645 0.80
Line 7
7-1 L End 29.75 0.12 2072 2072 HDU5-SDS2. 5645 0.37
7-1 R End 29.75 19.88 2072 2072 HDU5-SDS2. 5645 0.37
Line 11
11-1 L End 53.50 0.12 1407 1407 HDU5-SDS2. 5645 0.25
11-1 R End 53.50 21.88 1407 1407 HDU5-SDS2. 5645 0.25
Line 12
12-1 L End 57.50 26.13 1001 1001 HDU5-SDS2. 5645 0.18
12-1 R End 57.50 34.88 1001 1001 HDU5-SDS2. 5645 0.18
Line 13
13-1 L End 63.75 35.12 615 615 HDU5-SDS2. 5645 0.11
13-1 R End 63.75 51.88 615 615 HDU5-SDS2. 5645 0.11
Line B
B-1 L End 0.12 17.00 3235 3235 HDU5-SDS2. 5645 0.57
B-1 R End 9.38 17.00 3235 3235 HDU5-SDS2. 5645 0.57
Line D
D-1 L End 29.88 22.25 877 877 HDU5-SDS2. 5645 0.16
D-1 R End 49.63 22.25 877 877 HDU5-SDS2. 5645 0.16
Line F
F-1 L End 36.13 32.00 652 652 HDU5-SDS2. 5645 0.12
F-1 R End 57.38 32.00 652 652 HDU5-SDS2. 5645 0.12
Line G
G-1 L End 57.63 35.00 3602 3602 HDU5-SDS2. 5645 0.64
G-1 R End 63.63 35.00 3602 3602 HDU5-SDS2. 5645 0.64
Line J
J-1 L End 49.88 52.00 2382 2382 HDU5-SDS2. 5645 0.42
J-1 R End 63.63 52.00 2382 2382 HDU5-SDS2. 5645 0.42
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear – Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used
Dead – Dead load resisting component, factored for ASD by 0.60
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.249 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from
SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3
for foundation anchor bolt requirements.
*WARNING - Design capacity has been exceeded.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (flexible seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 2
Shearline force 385 385
2-1 Left Wall End 4.50 27.00 -154 154
Line 3
Shearline force 1863 1863
3-1 Right Wall End 7.75 27.25 1099 -1099
Line 4
Shearline force 2127 2127
4-1 Right Wall End 16.50 20.00 1872 -1872
Line 5
Shearline force 497 497
5-1 Left Wall End 19.50 42.00 -421 421
Line 8
Shearline force 1524 1524
8-1 Left Wall End 35.75 26.75 -784 784
8-1 Right Wall End 35.75 46.00 176 -176
Line 11
Shearline force 5157 5157
11-1 Right Wall End 53.50 22.00 2975 -2975
Line 12
Shearline force 1687 1687
12-1 Right Wall End 57.50 35.00 956 -956
Line C
Shearline force 359 359
C-1 Left Wall End 16.50 20.00 -111 111
C-1 Right Wall End 29.75 20.00 159 -159
Line D
Shearline force 2407 2407
D-1 Left Wall End 29.75 22.25 -1245 1245
Line E
Shearline force 1757 1757
E-1 Right Wall End 4.50 27.00 1619 -1619
Line G
Shearline force 5529 5529
G-1 Left Wall End 57.50 35.00 -4945 4945
Line J
Shearline force 3540 3540
J-1 Right Opening 3 49.50 52.00 -1754 1754
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 970 970
1-1 Left Opening 1 0.00 23.00 388 -388
Line 3
Shearline force 1135 1135
3-1 Right Wall End 8.50 26.50 704 -704
Line 4
Shearline force 1383 1383
4-1 Right Wall End 16.50 20.00 1217 -1217
Line 7
Shearline force 3507 3507
7-1 Left Opening 1 29.75 9.50 1235 -1235
7-1 Right Opening 1 29.75 12.50 1007 -1007
Line 11
Shearline force 2930 2930
11-1 Left Opening 1 53.50 9.50 930 -930
11-1 Right Opening 1 53.50 12.50 761 -761
11-1 Right Wall End 53.50 22.00 1691 -1691
Line 12
Shearline force 973 973
12-1 Right Opening 1 57.50 26.00 -130 130
12-1 Right Wall End 57.50 35.00 552 -552
Line B
Shearline force 3324 3324
B-1 Left Opening 1 9.50 17.00 1410 -1410
Line D
Shearline force 1925 1925
36
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (flexible seismic design, continued)
D-1 Left Wall End 29.75 22.25 -996 996
D-1 Left Opening 1 49.75 22.25 259 -259
D-1 Right Opening 1 52.75 22.25 159 -159
Line F
Shearline force 1539 1539
F-1 Left Wall End 36.00 32.00 -915 915
Line G
Shearline force 2401 2401
G-1 Left Wall End 57.50 35.00 -2148 2148
Line J
Shearline force 2569 2569
J-1 Right Opening 3 49.75 52.00 -1296 1296
J-1 Left Opening 4 58.00 52.00 88 -88
J-1 Right Opening 4 61.00 52.00 -185 185
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
Rigid Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W: Fpx Design N-S: Fpx Design
2 62661 2104.2 12901 12901 9357 9357 9357 9357
1 46974 2104.2 5090 5090 7015 17595 7015 7015
All 109634 - 17991 17991 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 3.0 as per 12.2-1.
On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to
the Torsional Analysis section of the Log File output for the values of Ax.
Redundancy Factor p (rho):
E-W 1.30, N-S 1.30
Input by user (overriding calculated value).
Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out-of-plane
force, or the diaphragm force Fpx and the drag strut force component based on it.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.07; Ev = 0.213 D unfactored; 0.149 D factored; total dead load factor: 0.6 - 0.149 = 0.451 tension, 1.0 + 0.149 = 1.149
compression.
38
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
SHEAR RESULTS (rigid seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 199.2 199.2 1195 - 1.0 - 380 1.00 380 2280 0.52
Level 1
Ln1, Lev1 1 S->N 125.0 - 1250 1.0 1.0 640 640 - A 1280 12800 0.10
1 N->S 137.9 - 1379 1.0 1.0 640 640 - A 1280 12800 0.11
Line 2
Ln2, Lev1 2 S->N 149.7 149.7 2246 - 1.0 - 380 1.00 380 5700 0.39
2 N->S 144.1 144.1 2162 - 1.0 - 380 1.00 380 5700 0.38
Line 3
Level 2
Ln3, Lev2 2 Both 245.0 245.0 2328 - 1.0 - 380 1.00 380 3610 0.64
Level 1
Ln3, Lev1 2 S->N 96.5 96.5 989 - 1.0 - 380 1.00 380 3895 0.25
2 N->S 105.9 105.9 1086 - 1.0 - 380 1.00 380 3895 0.28
Line 4
Level 2
Ln4, Lev2 - Both - - 256 - - - - - - 1916 -
Wall 4-1 4 Both 85.2 - 256 - .88 - 730 - 639 1916 0.13
Level 1
Ln4, Lev1 - S->N - - 104 - - - - - - 3360 -
- N->S - - 100 - - - - - - 3360 -
Wall 4-1 1 S->N 34.5 - 104 .88 .88 640 640 - A 1120 3360 0.03
1 N->S 33.5 - 100 .88 .88 640 640 - A 1120 3360 0.03
Line 5
Ln5, Lev1 2 S->N 30.7 30.7 123 - 1.0 - 380 1.00 380 1351 0.08
2 N->S 29.8 29.8 119 - 1.0 - 380 1.00 380 1351 0.08
Line 7
Level 2
Ln7, Lev2 - Both - - 3807 - - - - - - 6460 -
Wall 7-1 2 Both 223.9 223.9 3807 - 1.0 - 380 1.00 380 6460 0.59
Wall 7-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 - -
Level 1
Ln7, Lev1 - S->N - - 3121 - - - - - - 25600 -
- N->S - - 3055 - - - - - - 25600 -
Wall 7-1 1 S->N 156.0 - 3121 1.0 1.0 640 640 - A 1280 25600 0.12
1 N->S 152.7 - 3055 1.0 1.0 640 640 - A 1280 25600 0.12
Wall 7-2 1 Both 0.0 - 0 1.0 1.0 0 0 - A - - -
Line 8
Ln8, Lev1 - S->N - - 2704 - - - - - - 9595 -
- N->S - - 2660 - - - - - - 9595 -
Wall 8-1 2 S->N 140.5 140.5 2704 - 1.0 - 380 1.00 380 7315 0.37
2 N->S 138.2 138.2 2660 - 1.0 - 380 1.00 380 7315 0.36
Wall 8-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 2280 0.00
Line 11
Level 2
Ln11, Lev2 2 Both 159.2 159.2 3025 - 1.0 - 380 1.00 380 7220 0.42
Level 1
Ln11, Lev1 - S->N - - 3955 - - - - - - 28160 -
- N->S - - 3978 - - - - - - 28160 -
Wall 11-1 1 S->N 179.8 - 3955 1.0 1.0 640 640 - A 1280 28160 0.14
1 N->S 180.8 - 3978 1.0 1.0 640 640 - A 1280 28160 0.14
Line 12
Level 2
Ln12, Lev2 2 Both 89.9 89.9 809 - 1.0 - 380 1.00 380 3420 0.24
Level 1
Ln12, Lev1 - S->N - - 1659 - - - - - - 16640 -
- N->S - - 1579 - - - - - - 16640 -
Wall 12-1 1 S->N 127.6 - 1659 1.0 1.0 640 640 - A 1280 16640 0.10
1 N->S 121.4 - 1579 1.0 1.0 640 640 - A 1280 16640 0.09
Line 13
Level 2
Ln13, Lev2 2 Both 130.7 130.7 2222 - 1.0 - 380 1.00 380 6460 0.34
Level 1
Ln13, Lev1 2 S->N 114.6 114.6 1947 - 1.0 - 380 1.00 380 6460 0.30
2 N->S 116.2 116.2 1975 - 1.0 - 380 1.00 380 6460 0.31
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
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SHEAR RESULTS (rigid seismic design, continued)
LnA, Lev1 1 W->E 124.1 - 2948 1.0 1.0 640 640 - A 1280 30400 0.10
1 E->W 51.1 - 1213 1.0 1.0 640 640 - A 1280 30400 0.04
Line B
Level 2
LnB, Lev2 2 Both 131.5 131.5 1250 - 1.0 - 380 1.00 380 3610 0.35
Level 1
LnB, Lev1 1 W->E 117.4 - 1938 1.0 1.0 640 640 - A 1280 21120 0.09
1 E->W 63.1 - 1041 1.0 1.0 640 640 - A 1280 21120 0.05
Line C
LnC, Lev1 - W->E - - 1480 - - - - - - 16960 -
- E->W - - 743 - - - - - - 16960 -
Wall C-1 1 W->E 111.7 - 1480 1.0 1.0 640 640 - A 1280 16960 0.09
1 E->W 56.1 - 743 1.0 1.0 640 640 - A 1280 16960 0.04
Line D
Level 2
LnD, Lev2 - Both - - 4475 - - - - - - 8951 -
Wall D-1 2 Both 223.8 223.8 4475 - 1.0 - 380 1.00 380 7600 0.59
Wall D-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 1351 0.00
Level 1
LnD, Lev1 - W->E - - 7461 - - - - - - 35680 -
- E->W - - 12250 - - - - - - 35680 -
Wall D-1 1 W->E 188.9 - 4533 1.0 1.0 640 640 - A 1280 30720 0.15
1 E->W 510.4 - 12250 1.0 1.0 640 640 - A 1280 30720 0.40
Wall D-2 1 W->E 732.0 - 2928 .97 .97 640 640 - A 1240 4960 0.59
1 E->W 0.0 - 0 .97 .97 640 640 - A 1240 4960 0.00
Line E
LnE, Lev1 - W->E - - 229 - - - - - - 5760 -
- E->W - - 126 - - - - - - 5760 -
Wall E-1 1 W->E 50.9 - 229 1.0 1.0 640 640 - A 1280 5760 0.04
1 E->W 28.0 - 126 1.0 1.0 640 640 - A 1280 5760 0.02
Line F
Level 2
LnF, Lev2 2 Both 213.3 213.3 4585 - 1.0 - 380 1.00 380 8170 0.56
Line G
LnG, Lev2 - Both - - 580 - - - - - - 3063 -
Wall G-1 3 Both 92.8 - 580 - 1.0 - 490 - 490 3063 0.19
Level 1
LnG, Lev1 - W->E - - 513 - - - - - - 8000 -
- E->W - - 306 - - - - - - 8000 -
Wall G-1 1 W->E 82.2 - 513 1.0 1.0 640 640 - A 1280 8000 0.06
1 E->W 49.0 - 306 1.0 1.0 640 640 - A 1280 8000 0.04
Line J
Level 2
LnJ, Lev2 2 Both 133.3 133.3 1324 - 1.0 - 380 1.00 380 3774 0.35
Level 1
LnJ, Lev1 2 W->E 192.0 192.0 2736 - 1.0 - 380 1.00 380 5415 0.51
2 E->W 120.2 120.2 1713 - 1.0 - 380 1.00 380 5415 0.32
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (rigid seismic design)
Level 1 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 3153 3153 HDU5-SDS2.5645 0.56
V Elem 0.00 22.88 1998 1998 Refer to upper level
1-1 R End 0.00 26.88 1272 1272 HDU5-SDS2.5645 0.23
Line 2
2-1 L End 4.50 27.13 1370 1370 HDU5-SDS2.5645 0.24
2-1 R End 4.50 41.88 1319 1319 HDU5-SDS2.5645 0.23
Line 3
3-1 L End 7.75 17.13 3155 3155 HDU5-SDS2.5645 0.56
V Elem 8.50 26.38 2265 2265 Refer to upper level
3-1 R End 7.75 27.13 977 977 HDU5-SDS2.5645 0.17
Line 4
4-1 L End 16.50 17.13 1175 1175 HDU5-SDS2.5645 0.21
4-1 R End 16.50 19.88 1165 1165 HDU5-SDS2.5645 0.21
Line 5
5-1 L End 19.50 42.13 331 331 HDU5-SDS2.5645 0.06
5-1 R End 19.50 45.88 322 322 HDU5-SDS2.5645 0.06
Line 7
7-1 L End 29.75 0.12 3672 3672 HDU5-SDS2.5645 0.65
7-1 R End 29.75 19.88 3641 3641 HDU5-SDS2.5645 0.64
Line 8
8-1 L End 35.75 26.88 1281 1281 HDU5-SDS2.5645 0.23
8-1 R End 35.75 45.88 1260 1260 HDU5-SDS2.5645 0.22
Line 11
11-1 L End 53.50 0.12 3089 3089 HDU5-SDS2.5645 0.55
11-1 R End 53.50 21.88 3098 3098 HDU5-SDS2.5645 0.55
Line 12
12-1 L End 57.50 22.13 1171 1171 HDU5-SDS2.5645 0.21
V Elem 57.50 26.13 832 832 Refer to upper level
12-1 R End 57.50 34.88 1947 1947 HDU5-SDS2.5645 0.34
Line 13
13-1 L End 63.75 35.12 2672 2672 HDU5-SDS2.5645 0.47
13-1 R End 63.75 51.88 2687 2687 HDU5-SDS2.5645 0.48
Line A
A-1 L End 29.88 0.00 1129 1129 HDU5-SDS2.5645 0.20
A-1 R End 53.38 0.00 465 465 HDU5-SDS2.5645 0.08
Line B
B-1 L End 0.12 17.00 2289 2289 HDU5-SDS2.5645 0.41
V Elem 9.38 17.00 1216 1216 Refer to upper level
B-1 R End 16.38 17.00 577 577 HDU5-SDS2.5645 0.10
Line C
C-1 L End 16.62 20.00 1025 1025 HDU5-SDS2.5645 0.18
C-1 R End 29.63 20.00 514 514 HDU5-SDS2.5645 0.09
Line D
D-1 L End 29.88 22.25 3757 3757 HDU5-SDS2.5645 0.67
V Elem 49.63 22.25 2039 2039 Refer to upper level
D-1 R End 53.63 22.25 4642 4642 HDU5-SDS2.5645 0.82
D-1 R End 53.63 22.00 5309 5309 HDU5-SDS2.5645 0.94
D-2 R End 57.38 22.00 -7027
Line E
E-1 L End 0.12 27.00 485 485 HDU5-SDS2.5645 0.09
E-1 R End 4.38 27.00 267 267 HDU5-SDS2.5645 0.05
Line F
V Elem 36.13 32.00 1942 1942 Refer to upper level
V Elem 57.38 32.00 1942 1942 Refer to upper level
Line G
G-1 L End 57.63 35.00 1640 1640 HDU5-SDS2.5645 0.29
G-1 R End 63.63 35.00 1330 1330 HDU5-SDS2.5645 0.24
Line J
J-1 L End 49.63 52.00 1759 1759 HDU5-SDS2.5645 0.31
V Elem 49.88 52.00 1227 1227 Refer to upper level
J-1 R End 63.63 52.00 2329 2329 HDU5-SDS2.5645 0.41
Level 2 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 1998 1998 HDU5-SDS2. 5645 0.35
1-1 R End 0.00 22.88 1998 1998 HDU5-SDS2. 5645 0.35
Line 3
41
WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
HOLD-DOWN DESIGN (rigid seismic design, continued)
3-1 L End 8.50 17.13 2265 2265 HDU5-SDS2.5645 0.40
3-1 R End 8.50 26.38 2265 2265 HDU5-SDS2. 5645 0.40
Line 4
4-1 L End 16.50 17.13 836 836 HDU5-SDS2. 5645 0.15
4-1 R End 16.50 19.88 836 836 HDU5-SDS2. 5645 0.15
Line 7
7-1 L End 29.75 0.12 2249 2249 HDU5-SDS2. 5645 0.40
7-1 R End 29.75 19.88 2249 2249 HDU5-SDS2. 5645 0.40
Line 11
11-1 L End 53.50 0.12 1452 1452 HDU5-SDS2. 5645 0.26
11-1 R End 53.50 21.88 1452 1452 HDU5-SDS2. 5645 0.26
Line 12
12-1 L End 57.50 26.13 832 832 HDU5-SDS2. 5645 0.15
12-1 R End 57.50 34.88 832 832 HDU5-SDS2. 5645 0.15
Line 13
13-1 L End 63.75 35.12 1625 1625 HDU5-SDS2. 5645 0.29
13-1 R End 63.75 51.88 1625 1625 HDU5-SDS2. 5645 0.29
Line B
B-1 L End 0.12 17.00 1216 1216 HDU5-SDS2. 5645 0.22
B-1 R End 9.38 17.00 1216 1216 HDU5-SDS2. 5645 0.22
Line D
D-1 L End 29.88 22.25 2039 2039 HDU5-SDS2. 5645 0.36
D-1 R End 49.63 22.25 2039 2039 HDU5-SDS2. 5645 0.36
Line F
F-1 L End 36.13 32.00 1942 1942 HDU5-SDS2. 5645 0.34
F-1 R End 57.38 32.00 1942 1942 HDU5-SDS2. 5645 0.34
Line G
G-1 L End 57.63 35.00 870 870 HDU5-SDS2. 5645 0.15
G-1 R End 63.63 35.00 870 870 HDU5-SDS2. 5645 0.15
Line J
J-1 L End 49.88 52.00 1227 1227 HDU5-SDS2. 5645 0.22
J-1 R End 63.63 52.00 1227 1227 HDU5-SDS2. 5645 0.22
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear – Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used
Dead – Dead load resisting component, factored for ASD by 0.60
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.249 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from
SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3
for foundation anchor bolt requirements.
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (rigid seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 2
Shearline force 2580 2580
2-1 Left Wall End 4.50 27.00 -1032 994
Line 3
Shearline force 1142 1142
3-1 Right Wall End 7.75 27.25 674 -740
Line 4
Shearline force 121 121
4-1 Right Wall End 16.50 20.00 107 -104
Line 5
Shearline force 145 145
5-1 Left Wall End 19.50 42.00 -122 119
Line 8
Shearline force 3307 3307
8-1 Left Wall End 35.75 26.75 -1701 1677
8-1 Right Wall End 35.75 46.00 382 -376
Line 11
Shearline force 4868 4868
11-1 Right Wall End 53.50 22.00 2809 -2826
Line 12
Shearline force 2043 2043
12-1 Right Wall End 57.50 35.00 1158 -1102
Line C
Shearline force 1857 1857
C-1 Left Wall End 16.50 20.00 -573 286
C-1 Right Wall End 29.75 20.00 825 -412
Line D
Shearline force 9423 9423
D-1 Left Wall End 29.75 22.25 -4875 7987
Line E
Shearline force 293 293
E-1 Right Wall End 4.50 27.00 270 -150
Line G
Shearline force 667 667
G-1 Left Wall End 57.50 35.00 -596 361
Line J
Shearline force 3628 3628
J-1 Right Opening 3 49.50 52.00 -1798 1149
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 1195 1195
1-1 Left Opening 1 0.00 23.00 478 -478
Line 3
Shearline force 2328 2328
3-1 Right Wall End 8.50 26.50 1443 -1443
Line 4
Shearline force 256 256
4-1 Right Wall End 16.50 20.00 225 -225
Line 7
Shearline force 3807 3807
7-1 Left Opening 1 29.75 9.50 1341 -1341
7-1 Right Opening 1 29.75 12.50 1093 -1093
Line 11
Shearline force 3025 3025
11-1 Left Opening 1 53.50 9.50 960 -960
11-1 Right Opening 1 53.50 12.50 785 -785
11-1 Right Wall End 53.50 22.00 1745 -1745
Line 12
Shearline force 809 809
12-1 Right Opening 1 57.50 26.00 -108 108
12-1 Right Wall End 57.50 35.00 458 -458
Line B
Shearline force 1250 1250
B-1 Left Opening 1 9.50 17.00 530 -530
Line D
Shearline force 4475 4475
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
COLLECTOR FORCES (rigid seismic design, continued)
D-1 Left Wall End 29.75 22.25 -2315 2315
D-1 Left Opening 1 49.75 22.25 603 -603
D-1 Right Opening 1 52.75 22.25 370 -370
Line F
Shearline force 4585 4585
F-1 Left Wall End 36.00 32.00 -2725 2725
Line G
Shearline force 580 580
G-1 Left Wall End 57.50 35.00 -519 519
Line J
Shearline force 1324 1324
J-1 Right Opening 3 49.75 52.00 -668 668
J-1 Left Opening 4 58.00 52.00 45 -45
J-1 Right Opening 4 61.00 52.00 -95 95
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 1a or 1b are detected, or if other horizontal irregularities are input, or if vertical irregularity 4
detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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WoodWorks® Shearwalls 1.wsw Jan. 16, 2021 16:54:39
45
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2019 (Update 1)
2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Swartz Engineering
Kenneth H Swartz, PE
PO Box 532
DESIGN SETTINGS
Design Code
IBC 2018/AWC SDPWS 2015
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
1.60
Temperature
Range
T<=100F
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
0.50
Elevation
(between stories)
1.00
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - 2.0 1.5
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall relative rigidity: Deflection-based stiffness of wall segments
Perforated shearwall Co factor: SDPWS Equation 4.3-5
Non-identical materials and construction on the shearline: Allowed, except for material type
Deflection Equation: 3-term from SDPWS 4.3-1
Drift limit for wind design: 1 / 500 story height
Force-transfer strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure C
Enclosure Partially open
Structure Type Irregular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.600g Ss: 1.600g
Fundamental Period E-W N-S
T Used 0.197s 0.197s
Approximate Ta 0.197s 0.197s
Maximum T 0.276s 0.276s
Response Factor R 6.50 6.50
Fa: 1.00 Fv: 1.70 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 85 mph
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 22.00 0.0
Level 2 13.00 12.0 9.00 15.6 16.4
Level 1 3.00 12.0 9.00 15.6 16.4
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 2 Story E-W Ridge
Location X,Y =0.00 17.00 North Side 90.0 1.50
Extent X,Y =63.75 35.00 South Side 7.0 1.50
Ridge Y Location, Offset 52.00 17.50 East Gable 90.0 1.50
Ridge Elevation, Height 26.30 4.30 West Gable 90.0 1.50
Block 2 2 Story E-W Ridge
Location X,Y =29.75 0.00 North Side 90.0 1.50
Extent X,Y =27.75 17.00 South Side 7.0 1.50
Ridge Y Location, Offset 17.00 8.50 East Gable 90.0 1.50
Ridge Elevation, Height 24.09 2.09 West Gable 90.0 1.50
2
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Both Structural sheath 24/16 7/16 -3 Vert 27000 10d Nail N 2 12 Y 2,3
2 Ext Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 4 12 Y 2,3
3 Int Gyp WB 1-ply 48/24 1/2 - - Horz 40000 5d Nail N 7 7 N 5
4 Ext Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 3 12 Y 2,3
5 Ext Structural I 24/16 7/16 -3 Horz 35000 10d Nail N 2 12 Y 2,3
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.2.2C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw –
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes).
Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-
1/8”.
Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
5/8” gypsum sheathing can also use 6d cooler or GWB nail
Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg – Panel edge fastener spacing
Fd – Field spacing interior to panels
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
Notes:
2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4
3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or
panel orientation is horizontal. See SDPWS T4.3A Note 2.
5. This material does not contribute to seismic shear resistance because of the "Ignore non-wood-panel contribution for all walls" design setting.
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmitted 2 2x
2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Perforated 4
3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Non-Shear
4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 3
5 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented - 2
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEARLINE, WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group X [ft] Start End [ft] [ft] Ratio [ft]
Line 1
Level 2
Line 1 2 0.00 17.00 27.00 10.00 6.00 - 9.00
Wall 1-1 Prf 2 0.00 17.00 27.00 10.00 6.00 - -
Segment 1 -- 17.00 23.00 6.00 6.00 1.50 -
Opening 1 -- 23.00 26.00 3.00 3.00 - 5.00
Segment 2 -- 26.00 27.00 1.00 1.00 9.00 -
Level 1
Line 1 Seg 1 0.00 17.00 27.00 10.00 10.00 - 9.00
Wall 1-1 Seg 1 0.00 17.00 27.00 10.00 10.00 0.90 -
Line 2
Level 2
Line 2 2 4.50 17.00 42.00 25.00 0.00 - 9.00
Wall 2-1 Prf 2 4.50 27.00 42.00 15.00 0.00 - -
Segment 1 -- 27.00 27.75 0.75 0.75 12.00 -
Opening 1 -- 27.75 30.75 3.00 3.00 - 2.50
Segment 2 -- 30.75 32.00 1.25 1.25 7.20 -
Opening 2 -- 32.00 36.50 4.50 4.50 - 8.00
Segment 3 -- 36.50 37.75 1.25 1.25 7.20 -
Opening 3 -- 37.75 40.75 3.00 3.00 - 2.50
Segment 4 -- 40.75 42.00 1.25 1.25 7.20 -
Level 1
Line 2 Prf 2 4.50 17.00 42.00 25.00 15.00 - 9.00
Wall 2-1 Prf 2 4.50 27.00 42.00 15.00 15.00 0.60 -
Line 3
Level 2
Line 3 Prf 2 8.50 17.00 42.00 25.00 9.50 - 9.00
Wall 3-1 Prf 2 8.50 17.00 26.50 9.50 9.50 0.95 -
Level 1
Line 3 Prf 2 7.75 17.00 42.00 25.00 10.25 - 9.00
Wall 3-1 Prf 2 7.75 17.00 27.25 10.25 10.25 0.88 -
Line 4
Level 2
Line 4 Seg 5 16.50 17.00 42.00 25.00 3.00 - 9.00
Wall 4-1 Seg 5 16.50 17.00 20.00 3.00 3.00 3.00 -
Level 1
Line 4 Seg 1 16.50 17.00 42.00 25.00 3.00 - 9.00
Wall 4-1 Seg 1 16.50 17.00 20.00 3.00 3.00 3.00 -
Line 5
Level 2
Line 5 2 19.50 20.00 46.00 26.00 0.00 - 9.00
Wall 5-1 Prf 2 19.50 42.00 46.00 4.00 0.00 - -
Segment 1 -- 42.00 42.75 0.75 0.75 12.00 -
Opening 1 -- 42.75 45.25 2.50 2.50 - 4.50
Segment 2 -- 45.25 46.00 0.75 0.75 12.00 -
Level 1
Line 5 Prf 2 19.50 20.00 46.00 26.00 3.56 - 9.00
Wall 5-1 Prf 2 19.50 42.00 46.00 4.00 3.56 2.25 -
Line 6
Level 1
Line 6 NSW 22.25 32.50 40.50 8.00 0.00 - 9.00
Wall 6-1 NSW 22.25 32.50 40.50 8.00 0.00 1.13 -
Line 7
Level 2
Line 7 Prf 2 29.75 20.00 46.00 26.00 0.00 - 9.00
Wall 7-1 Prf 2 29.75 20.00 22.00 2.00 0.00 4.50 -
Level 1
Line 7 Seg 1 29.75 20.00 46.00 26.00 0.00 - 9.00
Wall 7-1 Seg 1 29.75 20.00 22.00 2.00 0.00 4.50 -
Line 8
Level 2
Line 8 2 35.50 20.00 52.00 32.00 0.00 - 9.00
Wall 8-1 Prf 2 35.50 46.00 52.00 6.00 0.00 - -
Segment 1 -- 46.00 47.50 1.50 1.50 6.00 -
Opening 1 -- 47.50 50.50 3.00 3.00 - 6.67
Segment 2 -- 50.50 52.00 1.50 1.50 6.00 -
Level 1
Line 8 2 35.69 20.00 52.00 32.00 25.25 - 9.00
Wall 8-1 Prf 2 35.75 26.75 46.00 19.25 19.25 0.47 -
Wall 8-2 Prf 2 35.50 46.00 52.00 6.00 6.00 1.50 -
Line 9
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Level 2
Line 9 NSW 38.00 32.00 42.25 10.25 0.00 - 9.00
Wall 9-1 NSW 38.00 32.00 42.25 10.25 0.00 0.88 -
Line 10
Level 2
Line 10 50.25 32.00 52.00 20.00 0.00 - 9.00
Wall 10-1 NSW 50.25 32.00 40.00 8.00 0.00 1.00 -
Wall 10-2 NSW 50.25 43.00 52.00 9.00 0.00 1.00 -
Line 11
Level 2
Line 11 Prf 2 53.50 20.00 52.00 32.00 0.00 - 9.00
Wall 11-1 Prf 2 53.50 20.00 22.00 2.00 0.00 4.50 -
Level 1
Line 11 Seg 1 53.50 20.00 52.00 32.00 0.00 - 9.00
Wall 11-1 Seg 1 53.50 20.00 22.00 2.00 0.00 4.50 -
Line 12
Level 2
Line 12 2 57.50 22.00 52.00 30.00 9.00 - 9.00
Wall 12-1 Prf 2 57.50 22.00 35.00 13.00 9.00 - -
Segment 1 -- 22.00 23.00 1.00 1.00 9.00 -
Opening 1 -- 23.00 26.00 3.00 3.00 - 2.00
Segment 2 -- 26.00 35.00 9.00 9.00 1.00 -
Level 1
Line 12 Seg 1 57.50 22.00 52.00 30.00 13.00 - 9.00
Wall 12-1 Seg 1 57.50 22.00 35.00 13.00 13.00 0.69 -
Line 13
Level 2
Line 13 Prf 2 63.75 35.00 52.00 17.00 17.00 - 9.00
Wall 13-1 Prf 2 63.75 35.00 52.00 17.00 17.00 0.53 -
Level 1
Line 13 Prf 2 63.75 35.00 52.00 17.00 17.00 - 9.00
Wall 13-1 Prf 2 63.75 35.00 52.00 17.00 17.00 0.53 -
East-west Type Wall Location Extent [ft]Length FHS Aspect Height
Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft]
Line A
Level 2
Line A 2 17.00 0.00 16.50 16.50 9.50 - 9.00
Wall A-1 Prf 2 17.00 0.00 16.50 16.50 9.50 - -
Segment 1 -- 0.00 9.50 9.50 9.50 0.95 -
Opening 1 -- 9.50 14.50 5.00 5.00 - 6.50
Segment 2 -- 14.50 16.50 2.00 2.00 4.50 -
Level 1
Line A Seg 1 17.00 0.00 16.50 16.50 16.50 - 9.00
Wall A-1 Seg 1 17.00 0.00 16.50 16.50 16.50 0.55 -
Line B
Level 2
Line B 2 20.00 0.00 53.50 53.50 0.00 - 9.00
Wall B-1 Prf 2 20.00 16.50 29.75 13.25 0.00 - -
Segment 1 -- 16.50 18.50 2.00 2.00 4.50 -
Opening 1 -- 18.50 19.50 1.00 1.00 - 6.67
Segment 2 -- 19.50 21.50 2.00 2.00 4.50 -
Opening 2 -- 21.50 24.50 3.00 3.00 - 6.67
Segment 3 -- 24.50 26.25 1.75 1.75 5.14 -
Opening 3 -- 26.25 27.75 1.50 1.50 - 5.00
Segment 4 -- 27.75 29.75 2.00 2.00 4.50 -
Wall B-2 Prf 2 20.00 29.75 53.50 23.75 0.00 - -
Segment 1 -- 29.75 31.50 1.75 1.75 5.14 -
Opening 1 -- 31.50 40.50 9.00 9.00 - 8.00
Segment 2 -- 40.50 42.50 2.00 2.00 4.50 -
Opening 2 -- 42.50 51.50 9.00 9.00 - 8.00
Segment 3 -- 51.50 53.50 2.00 2.00 4.50 -
Level 1
Line B 1 20.00 0.00 53.50 53.50 13.25 - 9.00
Wall B-1 Seg 1 20.00 16.50 29.75 13.25 13.25 0.68 -
Wall B-2 NSW 20.00 29.75 53.50 23.75 0.00 1.00 -
Line C
Level 2
Line C 2 22.21 0.00 57.50 57.50 23.56 - 9.00
Wall C-1 Prf 2 22.25 29.75 53.75 24.00 20.00 - -
Segment 1 -- 29.75 49.75 20.00 20.00 0.45 -
Opening 1 -- 49.75 52.75 3.00 3.00 - 6.67
Segment 2 -- 52.75 53.75 1.00 1.00 9.00 -
5
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Wall C-2 Prf 2 22.00 53.50 57.50 4.00 3.56 2.25 -
Level 1
Line C 1 22.21 0.00 57.50 57.50 28.00 - 9.00
Wall C-1 Seg 1 22.25 29.75 53.75 24.00 24.00 0.38 -
Wall C-2 Seg 1 22.00 53.50 57.50 4.00 4.00 2.25 -
Line D
Level 2
Line D 2 27.00 0.00 57.50 57.50 0.00 - 9.00
Wall D-1 Prf 2 27.00 0.00 4.50 4.50 0.00 - -
Segment 1 -- 0.00 1.00 1.00 1.00 9.00 -
Opening 1 -- 1.00 4.00 3.00 3.00 - 5.00
Segment 2 -- 4.00 4.50 0.50 0.50 18.00 -
Wall D-2 NSW 26.50 21.50 42.50 21.00 0.00 1.00 -
Level 1
Line D Seg 1 27.00 0.00 57.50 57.50 4.50 - 9.00
Wall D-1 Seg 1 27.00 0.00 4.50 4.50 4.50 2.00 -
Line E
Level 2
Line E Prf 2 32.00 4.50 57.50 53.00 21.50 - 9.00
Wall E-1 Prf 2 32.00 36.00 57.50 21.50 21.50 0.42 -
Line F
Level 2
Line F Seg 4 35.00 4.50 63.75 59.25 6.25 - 9.00
Wall F-1 Seg 4 35.00 57.50 63.75 6.25 6.25 1.44 -
Level 1
Line F Seg 1 35.00 4.50 63.75 59.25 6.25 - 9.00
Wall F-1 Seg 1 35.00 57.50 63.75 6.25 6.25 1.44 -
Line G
Level 2
Line G 2 42.00 4.50 63.75 59.25 0.00 - 9.00
Wall G-1 Prf 2 42.00 4.50 19.50 15.00 0.00 - -
Segment 1 -- 4.50 6.50 2.00 2.00 4.50 -
Opening 1 -- 6.50 18.50 12.00 12.00 - 6.67
Segment 2 -- 18.50 19.50 1.00 1.00 9.00 -
Level 1
Line G 2 42.00 4.50 63.75 59.25 0.00 - 9.00
Wall G-1 Prf 2 42.00 4.50 19.50 15.00 0.00 - -
Segment 1 -- 4.50 5.50 1.00 1.00 9.00 -
Opening 1 -- 5.50 8.50 3.00 3.00 - 5.00
Segment 2 -- 8.50 10.50 2.00 2.00 4.50 -
Opening 2 -- 10.50 13.50 3.00 3.00 - 6.67
Segment 3 -- 13.50 15.50 2.00 2.00 4.50 -
Opening 3 -- 15.50 18.50 3.00 3.00 - 5.00
Segment 4 -- 18.50 19.50 1.00 1.00 9.00 -
Line H
Level 2
Line H 2 46.00 19.50 63.75 44.25 0.00 - 9.00
Wall H-1 Prf 2 46.00 19.50 35.50 16.00 0.00 - -
Segment 1 -- 19.50 21.25 1.75 1.75 5.14 -
Opening 1 -- 21.25 24.25 3.00 3.00 - 5.00
Segment 2 -- 24.25 24.75 0.50 0.50 18.00 -
Opening 2 -- 24.75 30.75 6.00 6.00 - 5.00
Segment 3 -- 30.75 31.25 0.50 0.50 18.00 -
Opening 3 -- 31.25 34.25 3.00 3.00 - 5.00
Segment 4 -- 34.25 35.50 1.25 1.25 7.20 -
Level 1
Line H 2 46.00 19.50 63.75 44.25 0.00 - 9.00
Wall H-1 Prf 2 46.00 19.50 35.50 16.00 0.00 - -
Segment 1 -- 19.50 21.25 1.75 1.75 5.14 -
Opening 1 -- 21.25 24.25 3.00 3.00 - 5.00
Segment 2 -- 24.25 24.75 0.50 0.50 18.00 -
Opening 2 -- 24.75 30.75 6.00 6.00 - 2.50
Segment 3 -- 30.75 31.25 0.50 0.50 18.00 -
Opening 3 -- 31.25 34.25 3.00 3.00 - 5.00
Segment 4 -- 34.25 35.50 1.25 1.25 7.20 -
Line I
Level 2
Line I 2 52.00 35.50 63.75 28.25 9.93 - 9.00
Wall I-1 Prf 2 52.00 35.50 63.75 28.25 9.93 - -
Segment 1 -- 35.50 36.75 1.25 1.25 7.20 -
Opening 1 -- 36.75 39.75 3.00 3.00 - 5.00
Segment 2 -- 39.75 40.25 0.50 0.50 18.00 -
6
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEARLINE, WALL and OPENING DIMENSIONS (continued)
Opening 2 -- 40.25 46.25 6.00 6.00 - 5.00
Segment 3 -- 46.25 46.75 0.50 0.50 18.00 -
Opening 3 -- 46.75 49.75 3.00 3.00 - 5.00
Segment 4 -- 49.75 58.00 8.25 8.25 1.09 -
Opening 4 -- 58.00 61.00 3.00 3.00 - 3.50
Segment 5 -- 61.00 63.75 2.75 1.68 3.27 -
Level 1
Line I 2 52.00 35.50 63.75 28.25 14.25 - 9.00
Wall I-1 Prf 2 52.00 35.50 63.75 28.25 14.25 - -
Segment 1 -- 35.50 36.50 1.00 1.00 9.00 -
Opening 1 -- 36.50 39.50 3.00 3.00 - 2.50
Segment 2 -- 39.50 40.25 0.75 0.75 12.00 -
Opening 2 -- 40.25 46.25 6.00 6.00 - 2.50
Segment 3 -- 46.25 46.50 0.25 0.25 36.00 -
Opening 3 -- 46.50 49.50 3.00 3.00 - 5.00
Segment 4 -- 49.50 63.75 14.25 14.25 0.63 -
Legend:
Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall
Location - Dimension perpendicular to wall
FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS
4.3.4.3
Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier
Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall
7
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Loads
WIND SHEAR LOADS (as entered or generated)
Level 2 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft][lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 72.4
Block 1 W L Gable 1 W->E Wind Line 17.00 52.00 0.0 71.7
Block 1 W Wall Min W->E Wind Line 17.00 27.00 36.0
Block 1 W L Gable Min W->E Wind Line 17.00 52.00 0.0 34.4
Block 1 W Wall Min W->E Wind Line 27.00 42.00 36.0
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 72.4
Block 1 W Wall Min W->E Wind Line 42.00 46.00 36.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 72.4
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 72.4
Block 1 W Wall Min W->E Wind Line 46.00 52.00 36.0
Block 1 E Wall Min W->E Lee Line 17.00 20.00 36.0
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 31.7
Block 1 E L Gable Min W->E Lee Line 17.00 52.00 0.0 34.4
Block 1 E L Gable 1 W->E Lee Line 17.00 52.00 0.0 30.3
Block 1 E Wall Min W->E Lee Line 35.00 52.00 36.0
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 31.7
Block 1 W Wall Min E->W Lee Line 17.00 27.00 36.0
Block 1 W L Gable Min E->W Lee Line 17.00 52.00 0.0 34.4
Block 1 W L Gable 1 E->W Lee Line 17.00 52.00 0.0 30.3
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 31.7
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 31.7
Block 1 W Wall Min E->W Lee Line 27.00 42.00 36.0
Block 1 W Wall Min E->W Lee Line 42.00 46.00 36.0
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 31.7
Block 1 W Wall Min E->W Lee Line 46.00 52.00 36.0
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 31.7
Block 1 E L Gable 1 E->W Wind Line 17.00 52.00 0.0 71.7
Block 1 E L Gable Min E->W Wind Line 17.00 52.00 0.0 34.4
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 72.4
Block 1 E Wall Min E->W Wind Line 17.00 20.00 36.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 72.4
Block 1 E Wall Min E->W Wind Line 35.00 52.00 36.0
Block 1 S Roof Min S->N Wind Line -1.50 65.25 294.2
Block 1 S Wall Min S->N Wind Line 0.00 16.50 36.0
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 72.4
Block 1 S Wall Min S->N Wind Line 16.50 29.75 36.0
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 72.4
Block 1 N Roof Min S->N Lee Line -1.50 65.25 17.2
Block 1 N Roof 1 S->N Lee Line -1.50 65.25 54.2
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 47.3
Block 1 N Wall Min S->N Lee Line 0.00 4.50 36.0
Block 1 N Wall Min S->N Lee Line 4.50 19.50 36.0
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 47.3
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 47.3
Block 1 N Wall Min S->N Lee Line 19.50 35.50 36.0
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 47.3
Block 1 N Wall Min S->N Lee Line 35.50 63.75 36.0
Block 1 S Roof Min N->S Lee Line -1.50 65.25 294.2
Block 1 S Wall Min N->S Lee Line 0.00 16.50 36.0
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 46.3
Block 1 S Wall Min N->S Lee Line 16.50 29.75 36.0
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 46.3
Block 1 N Roof 1 N->S Wind Line -1.50 65.25 72.2
Block 1 N Roof Min N->S Wind Line -1.50 65.25 17.2
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 72.4
Block 1 N Wall Min N->S Wind Line 0.00 4.50 36.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 72.4
Block 1 N Wall Min N->S Wind Line 4.50 19.50 36.0
Block 1 N Wall Min N->S Wind Line 19.50 35.50 36.0
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 72.4
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 72.4
Block 1 N Wall Min N->S Wind Line 35.50 63.75 36.0
Block 2 W L Gable Min W->E Wind Line 0.00 17.00 0.0 16.7
Block 2 W L Gable 1 W->E Wind Line 0.00 17.00 0.0 34.6
Block 2 E L Gable 1 W->E Lee Line 0.00 17.00 0.0 16.2
Block 2 E L Gable Min W->E Lee Line 0.00 17.00 0.0 16.7
Block 2 E Wall 1 W->E Lee Line 20.00 22.00 35.0
Block 2 E Wall Min W->E Lee Line 20.00 22.00 36.0
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 35.0
8
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
WIND SHEAR LOADS (as entered or generated) (continued)
Block 2 E Wall Min W->E Lee Line 22.00 35.00 36.0
Block 2 W L Gable 1 E->W Lee Line 0.00 17.00 0.0 16.2
Block 2 W L Gable Min E->W Lee Line 0.00 17.00 0.0 16.7
Block 2 E L Gable 1 E->W Wind Line 0.00 17.00 0.0 34.6
Block 2 E L Gable Min E->W Wind Line 0.00 17.00 0.0 16.7
Block 2 E Wall 1 E->W Wind Line 20.00 22.00 72.4
Block 2 E Wall Min E->W Wind Line 20.00 22.00 36.0
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 72.4
Block 2 E Wall Min E->W Wind Line 22.00 35.00 36.0
Block 2 S Roof Min S->N Wind Line 28.25 59.00 149.1
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 72.4
Block 2 S Wall Min S->N Wind Line 29.75 53.50 36.0
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 72.4
Block 2 S Wall Min S->N Wind Line 53.50 57.50 36.0
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 72.4
Block 2 S Wall Min S->N Wind Line 57.50 63.75 36.0
Block 2 N Roof 1 S->N Lee Line 28.25 59.00 26.0
Block 2 N Roof Min S->N Lee Line 28.25 59.00 8.3
Block 2 S Roof Min N->S Lee Line 28.25 59.00 149.1
Block 2 S Wall Min N->S Lee Line 29.75 53.50 36.0
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 46.3
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 46.3
Block 2 S Wall Min N->S Lee Line 53.50 57.50 36.0
Block 2 S Wall Min N->S Lee Line 57.50 63.75 36.0
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 46.3
Block 2 N Roof 1 N->S Wind Line 28.25 59.00 34.7
Block 2 N Roof Min N->S Wind Line 28.25 59.00 8.3
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft][lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 83.6
Block 1 W Wall Min W->E Wind Line 17.00 27.00 36.0
Block 1 W Wall Min W->E Wind Line 17.00 27.00 44.0
Block 1 W Wall 1 W->E Wind Line 17.00 27.00 69.0
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 83.6
Block 1 W Wall Min W->E Wind Line 27.00 42.00 44.0
Block 1 W Wall Min W->E Wind Line 27.00 42.00 36.0
Block 1 W Wall 1 W->E Wind Line 27.00 42.00 69.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 83.6
Block 1 W Wall Min W->E Wind Line 42.00 46.00 36.0
Block 1 W Wall 1 W->E Wind Line 42.00 46.00 69.0
Block 1 W Wall Min W->E Wind Line 42.00 46.00 44.0
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 83.6
Block 1 W Wall Min W->E Wind Line 46.00 52.00 36.0
Block 1 W Wall 1 W->E Wind Line 46.00 52.00 69.0
Block 1 W Wall Min W->E Wind Line 46.00 52.00 44.0
Block 1 E Wall Min W->E Lee Line 17.00 20.00 36.0
Block 1 E Wall Min W->E Lee Line 17.00 20.00 44.0
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 31.7
Block 1 E Wall 1 W->E Lee Line 17.00 20.00 38.8
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 31.7
Block 1 E Wall 1 W->E Lee Line 35.00 52.00 38.8
Block 1 E Wall Min W->E Lee Line 35.00 52.00 36.0
Block 1 E Wall Min W->E Lee Line 35.00 52.00 44.0
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 31.7
Block 1 W Wall 1 E->W Lee Line 17.00 27.00 38.8
Block 1 W Wall Min E->W Lee Line 17.00 27.00 44.0
Block 1 W Wall Min E->W Lee Line 17.00 27.00 36.0
Block 1 W Wall Min E->W Lee Line 27.00 42.00 44.0
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 38.8
Block 1 W Wall Min E->W Lee Line 27.00 42.00 36.0
Block 1 W Wall 1 E->W Lee Line 27.00 42.00 31.7
Block 1 W Wall Min E->W Lee Line 42.00 46.00 36.0
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 31.7
Block 1 W Wall Min E->W Lee Line 42.00 46.00 44.0
Block 1 W Wall 1 E->W Lee Line 42.00 46.00 38.8
Block 1 W Wall Min E->W Lee Line 46.00 52.00 44.0
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 31.7
Block 1 W Wall 1 E->W Lee Line 46.00 52.00 38.8
Block 1 W Wall Min E->W Lee Line 46.00 52.00 36.0
Block 1 E Wall Min E->W Wind Line 17.00 20.00 36.0
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 83.6
Block 1 E Wall Min E->W Wind Line 17.00 20.00 44.0
9
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
WIND SHEAR LOADS (as entered or generated) (continued)
Block 1 E Wall 1 E->W Wind Line 17.00 20.00 69.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 69.0
Block 1 E Wall Min E->W Wind Line 35.00 52.00 44.0
Block 1 E Wall 1 E->W Wind Line 35.00 52.00 83.6
Block 1 E Wall Min E->W Wind Line 35.00 52.00 36.0
Block 1 S Wall Min S->N Wind Line 0.00 16.50 36.0
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 69.0
Block 1 S Wall Min S->N Wind Line 0.00 16.50 44.0
Block 1 S Wall 1 S->N Wind Line 0.00 16.50 83.6
Block 1 S Wall Min S->N Wind Line 16.50 29.75 36.0
Block 1 S Wall Min S->N Wind Line 16.50 29.75 44.0
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 83.6
Block 1 S Wall 1 S->N Wind Line 16.50 29.75 69.0
Block 1 N Wall Min S->N Lee Line 0.00 4.50 44.0
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 47.3
Block 1 N Wall Min S->N Lee Line 0.00 4.50 36.0
Block 1 N Wall 1 S->N Lee Line 0.00 4.50 57.8
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 57.8
Block 1 N Wall Min S->N Lee Line 4.50 19.50 36.0
Block 1 N Wall 1 S->N Lee Line 4.50 19.50 47.3
Block 1 N Wall Min S->N Lee Line 4.50 19.50 44.0
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 47.3
Block 1 N Wall Min S->N Lee Line 19.50 35.50 36.0
Block 1 N Wall Min S->N Lee Line 19.50 35.50 44.0
Block 1 N Wall 1 S->N Lee Line 19.50 35.50 57.8
Block 1 N Wall Min S->N Lee Line 35.50 63.75 44.0
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 57.8
Block 1 N Wall 1 S->N Lee Line 35.50 63.75 47.3
Block 1 N Wall Min S->N Lee Line 35.50 63.75 36.0
Block 1 S Wall Min N->S Lee Line 0.00 16.50 36.0
Block 1 S Wall Min N->S Lee Line 0.00 16.50 44.0
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 56.6
Block 1 S Wall 1 N->S Lee Line 0.00 16.50 46.3
Block 1 S Wall Min N->S Lee Line 16.50 29.75 36.0
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 56.6
Block 1 S Wall Min N->S Lee Line 16.50 29.75 44.0
Block 1 S Wall 1 N->S Lee Line 16.50 29.75 46.3
Block 1 N Wall Min N->S Wind Line 0.00 4.50 36.0
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 69.0
Block 1 N Wall 1 N->S Wind Line 0.00 4.50 83.6
Block 1 N Wall Min N->S Wind Line 0.00 4.50 44.0
Block 1 N Wall Min N->S Wind Line 4.50 19.50 44.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 69.0
Block 1 N Wall Min N->S Wind Line 4.50 19.50 36.0
Block 1 N Wall 1 N->S Wind Line 4.50 19.50 83.6
Block 1 N Wall Min N->S Wind Line 19.50 35.50 44.0
Block 1 N Wall Min N->S Wind Line 19.50 35.50 36.0
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 69.0
Block 1 N Wall 1 N->S Wind Line 19.50 35.50 83.6
Block 1 N Wall Min N->S Wind Line 35.50 63.75 44.0
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 69.0
Block 1 N Wall 1 N->S Wind Line 35.50 63.75 83.6
Block 1 N Wall Min N->S Wind Line 35.50 63.75 36.0
Block 2 E Wall Min W->E Lee Line 20.00 22.00 36.0
Block 2 E Wall Min W->E Lee Line 20.00 22.00 44.0
Block 2 E Wall 1 W->E Lee Line 20.00 22.00 35.0
Block 2 E Wall 1 W->E Lee Line 20.00 22.00 42.7
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 42.7
Block 2 E Wall Min W->E Lee Line 22.00 35.00 44.0
Block 2 E Wall 1 W->E Lee Line 22.00 35.00 35.0
Block 2 E Wall Min W->E Lee Line 22.00 35.00 36.0
Block 2 E Wall 1 E->W Wind Line 20.00 22.00 69.0
Block 2 E Wall 1 E->W Wind Line 20.00 22.00 83.6
Block 2 E Wall Min E->W Wind Line 20.00 22.00 36.0
Block 2 E Wall Min E->W Wind Line 20.00 22.00 44.0
Block 2 E Wall Min E->W Wind Line 22.00 35.00 36.0
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 83.6
Block 2 E Wall 1 E->W Wind Line 22.00 35.00 69.0
Block 2 E Wall Min E->W Wind Line 22.00 35.00 44.0
Block 2 S Wall Min S->N Wind Line 29.75 53.50 44.0
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 83.6
Block 2 S Wall 1 S->N Wind Line 29.75 53.50 69.0
Block 2 S Wall Min S->N Wind Line 29.75 53.50 36.0
10
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
WIND SHEAR LOADS (as entered or generated) (continued)
Block 2 S Wall Min S->N Wind Line 53.50 57.50 36.0
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 83.6
Block 2 S Wall 1 S->N Wind Line 53.50 57.50 69.0
Block 2 S Wall Min S->N Wind Line 53.50 57.50 44.0
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 69.0
Block 2 S Wall Min S->N Wind Line 57.50 63.75 36.0
Block 2 S Wall Min S->N Wind Line 57.50 63.75 44.0
Block 2 S Wall 1 S->N Wind Line 57.50 63.75 83.6
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 56.6
Block 2 S Wall 1 N->S Lee Line 29.75 53.50 46.3
Block 2 S Wall Min N->S Lee Line 29.75 53.50 44.0
Block 2 S Wall Min N->S Lee Line 29.75 53.50 36.0
Block 2 S Wall Min N->S Lee Line 53.50 57.50 36.0
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 56.6
Block 2 S Wall Min N->S Lee Line 53.50 57.50 44.0
Block 2 S Wall 1 N->S Lee Line 53.50 57.50 46.3
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 46.3
Block 2 S Wall 1 N->S Lee Line 57.50 63.75 56.6
Block 2 S Wall Min N->S Lee Line 57.50 63.75 44.0
Block 2 S Wall Min N->S Lee Line 57.50 63.75 36.0
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user-entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Surf Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
Windward load on the monoslope roof was not generated, to comply with ASCE 7 Figure 27.3-1, Note 7.
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads
before distributing them to the shearlines.
11
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
BUILDING MASSES
Level 2 Magnitude Trib
Force Building Block Wall Profile Location [ft][lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 1 1 Line 15.50 53.50 500.6 500.6
E-W Roof Block 1 13 Line 15.50 53.50 500.6 500.6
E-W Roof Block 2 7 Line -1.50 18.50 230.6 230.6
E-W Roof Block 2 12 Line -1.50 18.50 230.6 230.6
E-W R Gable Block 1 1 Line 17.00 52.00 43.0 0.0
E-W L Gable Block 1 1 Line 52.00 52.00 0.0 43.0
E-W L Gable Block 1 13 Line 17.00 52.00 43.0 0.0
E-W R Gable Block 1 13 Line 52.00 52.00 0.0 43.0
E-W R Gable Block 2 7 Line 0.00 17.00 20.9 0.0
E-W L Gable Block 2 7 Line 17.00 17.00 0.0 20.9
E-W L Gable Block 2 12 Line 0.00 17.00 20.9 0.0
E-W R Gable Block 2 12 Line 17.00 17.00 0.0 20.9
N-S Roof Block 1 A Line -1.50 65.25 285.0 285.0
N-S Roof Block 1 I Line -1.50 65.25 285.0 285.0
N-S Roof Block 2 Line 28.25 59.00 150.0 150.0
N-S Roof Block 2 A Line 28.25 59.00 150.0 150.0
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
Both Wall 3-1 n/a Line 17.00 26.50 27.0 27.0
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
Both Wall 7-1 n/a 7 Line 20.00 22.00 27.0 27.0
Both Wall 8-1 n/a 8 Line 46.00 52.00 45.0 45.0
Both Wall 9-1 n/a 9 Line 32.00 42.25 27.0 27.0
Both Wall 10-1 n/a 10 Line 32.00 40.00 27.0 27.0
Both Wall 10-2 n/a 10 Line 43.00 52.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 20.00 22.00 45.0 45.0
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
Both Wall A-1 n/a A Line 0.00 16.50 45.0 45.0
Both Wall B-1 n/a B Line 16.50 29.75 45.0 45.0
Both Wall B-2 n/a B Line 29.75 53.50 45.0 45.0
Both Wall C-2 n/a C Line 53.50 57.50 45.0 45.0
Both Wall C-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall D-2 n/a Line 21.50 42.50 27.0 27.0
Both Wall D-1 n/a D Line 0.00 4.50 45.0 45.0
Both Wall E-1 n/a E Line 36.00 57.50 27.0 27.0
Both Wall F-1 n/a F Line 57.50 63.75 45.0 45.0
Both Wall G-1 n/a G Line 4.50 19.50 45.0 45.0
Both Wall H-1 n/a H Line 19.50 35.50 45.0 45.0
Both Wall I-1 n/a I Line 35.50 63.75 45.0 45.0
Level 1 Magnitude Trib
Force Building Block Wall Profile Location [ft][lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
E-W Floor F1 n/a 1 Line 17.00 20.00 82.5 82.5
E-W Floor F2 n/a 1 Line 20.00 22.00 267.5 267.5
E-W Floor F3 n/a 1 Line 22.00 27.00 287.5 287.5
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
E-W Floor F4 n/a 2 Line 27.00 35.00 265.0 265.0
E-W Floor F5 n/a 2 Line 35.00 42.00 296.3 296.3
Both Wall 3-1 n/a Line 17.00 26.50 27.0 27.0
E-W Floor F1 n/a 4 Line 17.00 20.00 82.5 82.5
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
E-W Floor F6 n/a 5 Line 42.00 46.00 221.3 221.3
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
Both Wall 7-1 n/a 7 Line 20.00 22.00 27.0 27.0
E-W Floor F7 n/a 8 Line 46.00 52.00 141.3 141.3
12
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
BUILDING MASSES (continued)
Both Wall 8-1 n/a 8 Line 46.00 52.00 45.0 45.0
Both Wall 9-1 n/a 9 Line 32.00 42.25 27.0 27.0
Both Wall 10-1 n/a 10 Line 32.00 40.00 27.0 27.0
Both Wall 10-2 n/a 10 Line 43.00 52.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 20.00 22.00 45.0 45.0
E-W Floor F2 n/a 11 Line 20.00 22.00 267.5 267.5
E-W Floor F3 n/a 12 Line 22.00 27.00 287.5 287.5
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
E-W Floor F4 n/a 12 Line 27.00 35.00 265.0 265.0
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
E-W Floor F5 n/a 13 Line 35.00 42.00 296.3 296.3
E-W Floor F6 n/a 13 Line 42.00 46.00 221.3 221.3
E-W Floor F7 n/a 13 Line 46.00 52.00 141.3 141.3
Both Wall A-1 n/a A Line 0.00 16.50 45.0 45.0
N-S Floor F1 n/a A Line 0.00 4.50 50.0 50.0
N-S Floor F2 n/a A Line 4.50 16.50 125.0 125.0
Both Wall B-1 n/a B Line 16.50 29.75 45.0 45.0
N-S Floor F3 n/a B Line 16.50 19.50 110.0 110.0
N-S Floor F4 n/a B Line 19.50 35.50 130.0 130.0
Both Wall B-2 n/a B Line 29.75 53.50 45.0 45.0
N-S Floor F5 n/a B Line 35.50 53.50 160.0 160.0
Both Wall C-2 n/a C Line 53.50 57.50 45.0 45.0
N-S Floor F6 n/a C Line 53.50 57.50 150.0 150.0
Both Wall C-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall D-2 n/a Line 21.50 42.50 27.0 27.0
Both Wall D-1 n/a D Line 0.00 4.50 45.0 45.0
N-S Floor F1 n/a D Line 0.00 4.50 50.0 50.0
Both Wall E-1 n/a E Line 36.00 57.50 27.0 27.0
Both Wall F-1 n/a F Line 57.50 63.75 45.0 45.0
N-S Floor F7 n/a F Line 57.50 63.75 85.0 85.0
Both Wall G-1 n/a G Line 4.50 19.50 45.0 45.0
N-S Floor F2 n/a G Line 4.50 16.50 125.0 125.0
N-S Floor F3 n/a G Line 16.50 19.50 110.0 110.0
Both Wall H-1 n/a H Line 19.50 35.50 45.0 45.0
N-S Floor F4 n/a H Line 19.50 35.50 130.0 130.0
Both Wall I-1 n/a I Line 35.50 63.75 45.0 45.0
N-S Floor F5 n/a I Line 35.50 53.50 160.0 160.0
N-S Floor F6 n/a I Line 53.50 57.50 150.0 150.0
N-S Floor F7 n/a I Line 57.50 63.75 85.0 85.0
Both Wall 1-1 n/a 1 Line 17.00 27.00 45.0 45.0
Both Wall 2-1 n/a 2 Line 27.00 42.00 45.0 45.0
Both Wall 3-1 n/a 3 Line 17.00 27.25 27.0 27.0
Both Wall 4-1 n/a 4 Line 17.00 20.00 45.0 45.0
Both Wall 5-1 n/a 5 Line 42.00 46.00 45.0 45.0
Both Wall 6-1 n/a 6 Line 32.50 40.50 27.0 27.0
Both Wall 7-1 n/a 7 Line 20.00 22.00 27.0 27.0
Both Wall 8-2 n/a 8 Line 46.00 52.00 45.0 45.0
Both Wall 8-1 n/a Line 26.75 46.00 27.0 27.0
Both Wall 11-1 n/a 11 Line 20.00 22.00 45.0 45.0
Both Wall 12-1 n/a 12 Line 22.00 35.00 45.0 45.0
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
BUILDING MASSES (continued)
Both Wall 13-1 n/a 13 Line 35.00 52.00 45.0 45.0
Both Wall A-1 n/a A Line 0.00 16.50 45.0 45.0
Both Wall B-1 n/a B Line 16.50 29.75 45.0 45.0
Both Wall B-2 n/a B Line 29.75 53.50 45.0 45.0
Both Wall C-2 n/a C Line 53.50 57.50 45.0 45.0
Both Wall C-1 n/a Line 29.75 53.75 27.0 27.0
Both Wall D-1 n/a D Line 0.00 4.50 45.0 45.0
Both Wall F-1 n/a F Line 57.50 63.75 45.0 45.0
Both Wall G-1 n/a G Line 4.50 19.50 45.0 45.0
Both Wall H-1 n/a H Line 19.50 35.50 45.0 45.0
Both Wall I-1 n/a I Line 35.50 63.75 45.0 45.0
Legend:
Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Shearline that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SEISMIC LOADS
Level 2
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Line -1.50 0.00 92.7 92.7
E-W Line 0.00 15.50 92.7 100.4
E-W Line 15.50 17.00 301.7 302.5
E-W Point 17.00 17.00 149 149
E-W Line 17.00 18.50 326.0 318.3
E-W Line 18.50 20.00 225.6 226.3
E-W Point 20.00 20.00 335 335
E-W Line 20.00 22.00 231.8 232.8
E-W Point 22.00 22.00 36 36
E-W Line 22.00 26.50 227.3 229.6
E-W Point 22.25 22.25 130 130
E-W Point 26.50 26.50 114 114
E-W Line 26.50 27.00 224.1 224.4
E-W Point 27.00 27.00 41 41
E-W Line 27.00 32.00 224.4 226.8
E-W Point 32.00 32.00 117 117
E-W Line 32.00 35.00 237.7 239.2
E-W Point 35.00 35.00 57 57
E-W Line 35.00 40.00 239.2 241.6
E-W Line 40.00 42.00 236.2 237.2
E-W Point 42.00 42.00 136 136
E-W Line 42.00 42.25 237.2 237.3
E-W Line 42.25 43.00 231.9 232.3
E-W Line 43.00 46.00 237.7 239.2
E-W Point 46.00 46.00 145 145
E-W Line 46.00 52.00 239.2 242.1
E-W Point 52.00 52.00 256 256
E-W Line 52.00 53.50 218.6 201.3
N-S Line -1.50 0.00 114.6 114.6
N-S Point 0.00 0.00 242 242
N-S Line 0.00 4.50 132.7 132.7
N-S Point 4.50 4.50 136 136
N-S Line 4.50 16.50 132.7 132.7
N-S Point 8.50 8.50 52 52
N-S Point 16.50 16.50 27 27
N-S Line 16.50 19.50 132.7 132.7
N-S Point 19.50 19.50 36 36
N-S Line 19.50 21.50 132.7 132.7
N-S Line 21.50 28.25 138.1 138.1
N-S Line 28.25 29.75 198.5 198.5
N-S Point 29.75 29.75 47 47
N-S Line 29.75 35.50 203.9 203.9
N-S Point 35.50 35.50 54 54
N-S Line 35.50 36.00 203.9 203.9
N-S Line 36.00 42.50 209.3 209.3
N-S Point 38.00 38.00 56 56
N-S Line 42.50 53.50 203.9 203.9
N-S Point 50.25 50.25 92 92
N-S Point 53.50 53.50 18 18
N-S Line 53.50 53.75 203.9 203.9
N-S Line 53.75 57.50 198.5 198.5
N-S Point 57.50 57.50 153 153
N-S Line 57.50 59.00 193.0 193.0
N-S Line 59.00 63.75 132.7 132.7
N-S Point 63.75 63.75 305 305
N-S Line 63.75 65.25 114.6 114.6
Level 1
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Point 17.00 17.00 157 157
E-W Line 17.00 20.00 42.2 42.2
E-W Point 20.00 20.00 352 352
E-W Line 20.00 22.00 87.1 87.1
E-W Point 22.00 22.00 38 38
E-W Line 22.00 26.50 85.6 85.6
E-W Point 22.25 22.25 137 137
E-W Point 26.50 26.50 60 60
E-W Line 26.50 26.75 82.8 82.8
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SEISMIC LOADS (continued)
E-W Line 26.75 27.00 85.6 85.6
E-W Point 27.00 27.00 43 43
E-W Line 27.00 27.25 80.9 80.9
E-W Line 27.25 32.00 78.0 78.0
E-W Point 32.00 32.00 1651 1651
E-W Point 32.00 32.00 4806 4806
E-W Point 32.00 32.00 4806 4806
E-W Point 32.00 32.00 61 61
E-W Line 32.00 32.50 83.7 83.7
E-W Line 32.50 35.00 86.6 86.6
E-W Point 35.00 35.00 60 60
E-W Line 35.00 40.00 93.2 93.2
E-W Line 40.00 40.50 90.3 90.3
E-W Line 40.50 42.00 87.5 87.5
E-W Point 42.00 42.00 143 143
E-W Line 42.00 42.25 71.6 71.6
E-W Line 42.25 43.00 68.7 68.7
E-W Line 43.00 46.00 71.6 71.6
E-W Point 46.00 46.00 152 152
E-W Line 46.00 52.00 51.8 51.8
E-W Point 52.00 52.00 269 269
N-S Point 0.00 0.00 95 95
N-S Line 0.00 4.50 29.6 29.6
N-S Point 4.50 4.50 143 143
N-S Line 4.50 16.50 45.5 45.5
N-S Point 7.75 7.75 29 29
N-S Point 8.50 8.50 27 27
N-S Point 16.50 16.50 29 29
N-S Line 16.50 19.50 42.3 42.3
N-S Point 19.50 19.50 38 38
N-S Line 19.50 21.50 46.6 46.6
N-S Line 21.50 29.75 49.4 49.4
N-S Point 22.25 22.25 23 23
N-S Point 29.75 29.75 11 11
N-S Line 29.75 35.50 55.1 55.1
N-S Point 35.50 35.50 57 57
N-S Line 35.50 36.00 61.5 61.5
N-S Point 35.75 35.75 55 55
N-S Line 36.00 42.50 64.3 64.3
N-S Point 38.00 38.00 29 29
N-S Line 42.50 53.50 61.5 61.5
N-S Point 50.25 50.25 49 49
N-S Point 53.50 53.50 19 19
N-S Line 53.50 53.75 59.4 59.4
N-S Line 53.75 57.50 53.7 53.7
N-S Point 57.50 57.50 124 124
N-S Line 57.50 63.75 37.0 37.0
N-S Point 63.75 63.75 162 162
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy
factor to seismic loads before distributing them to the shearlines.
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
The following under-capacity shearlines were found:
Level 1: 4-1
Level 2: 4-1, 12-1
Wind Shear Loads, Rigid Diaphragm
The following under-capacity shearlines were found:
Level 2: 3-1
Components and Cladding Wind Loads, Out-of-plane Sheathing
The following under-capacity shearlines were found:
Components and Cladding Wind Loads, Nail Withdrawal
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
The following under-capacity shearlines were found:
Level 1: 4-1
Level 2: 4-1, 12-1
Seismic Loads, Rigid Diaphragm
The following under-capacity shearlines were found:
Level 2: 3-1
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: F-1, 4-1, 12-1
Level 2: 4-1, 12-1
Wind Loads, Rigid Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: 1-1, 3-1, 12-1, 13-1
Seismic Loads, Flexible Diaphragm
Under-capacity hold-downs were found on the following walls:
Level 1: F-1, 4-1, 12-1
Level 2: 4-1
Seismic Loads, Rigid Diaphragm
All hold-downs have sufficient design capacity.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass.
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 209.6 209.6 1258 - 1.0 - 532 1.00 532 3192 0.39
Level 1
Ln1, Lev1 1 Both 147.4 - 1474 1.0 1.0 896 896 - A 1792 17920 0.08
Line 2
Ln2, Lev1 2 S->N 39.9 39.9 599 - 1.0 - 532 1.00 532 7980 0.08
2 N->S 39.6 39.6 594 - 1.0 - 532 1.00 532 7980 0.07
Line 3
Level 2
Ln3, Lev2 2 Both 199.8 199.8 1898 - 1.0 - 532 1.00 532 5054 0.38
Level 1
Ln3, Lev1 2 Both 241.3 241.3 2474 - 1.0 - 532 1.00 532 5453 0.45
Line 4
Level 2
Ln4, Lev2 - Both - - 6621 - - - - - - 2683 -
Wall 4-1 5^Both 2207.2 - 6621 - .88 - 1022 - 894 2683 2.47*
Level 1
Ln4, Lev1 - Both - - 7185 - - - - - - 4704 -
Wall 4-1 1^Both 2395.2 - 7185 .88 .88 896 896 - A 1568 4704 1.53*
Line 5
Ln5, Lev1 2 S->N 370.8 370.8 1483 - 1.0 - 532 1.00 532 1892 0.70
2 N->S 367.9 367.9 1471 - 1.0 - 532 1.00 532 1892 0.69
Line 8
Ln8, Lev1 - S->N - - 2937 - - - - - - 13433 -
- N->S - - 2914 - - - - - - 13433 -
Wall 8-1 2 S->N 152.6 152.6 2937 - 1.0 - 532 1.00 532 10241 0.29
2 N->S 151.4 151.4 2914 - 1.0 - 532 1.00 532 10241 0.28
Wall 8-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 3192 0.00
Line 12
Level 2
Ln12, Lev2 2^Both 815.2 815.2 7337 - 1.0 - 532 1.00 532 4788 1.53*
Level 1
Ln12, Lev1 - Both - - 8684 - - - - - - 23296 - *
Wall 12-1 1 Both 668.0 - 8684 1.0 1.0 896 896 - A 1792 23296 0.37
Line 13
Level 2
Ln13, Lev2 2 Both 59.8 59.8 1016 - 1.0 - 532 1.00 532 9044 0.11
Level 1
Ln13, Lev1 2 Both 77.4 77.4 1316 - 1.0 - 532 1.00 532 9044 0.15
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 2 W->E 45.4 45.4 431 - 1.0 - 532 1.00 532 5054 0.09
2 E->W 45.3 45.3 430 - 1.0 - 532 1.00 532 5054 0.09
Level 1
LnA, Lev1 1 W->E 38.3 - 632 1.0 1.0 896 896 - A 1792 29568 0.02
1 E->W 38.2 - 631 1.0 1.0 896 896 - A 1792 29568 0.02
Line B
LnB, Lev1 - W->E - - 354 - - - - - - 23744 -
- E->W - - 349 - - - - - - 23744 -
Wall B-1 1 W->E 26.7 - 354 1.0 1.0 896 896 - A 1792 23744 0.01
1 E->W 26.3 - 349 1.0 1.0 896 896 - A 1792 23744 0.01
Line C
Level 2
LnC, Lev2 - W->E - - 570 - - - - - - 12532 -
- E->W - - 557 - - - - - - 12532 -
Wall C-1 2 W->E 28.5 28.5 570 - 1.0 - 532 1.00 532 10640 0.05
2 E->W 27.9 27.9 557 - 1.0 - 532 1.00 532 10640 0.05
Wall C-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 1892 0.00
Level 1
LnC, Lev1 - W->E - - 1054 - - - - - - 49952 -
- E->W - - 1026 - - - - - - 49952 -
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (flexible wind design, continued)
Wall C-1 1 W->E 32.9 - 790 1.0 1.0 896 896 - A 1792 43008 0.02
1 E->W 42.7 - 1026 1.0 1.0 896 896 - A 1792 43008 0.02
Wall C-2 1 W->E 65.8 - 263 .97 .97 896 896 - A 1736 6944 0.04
1 E->W 0.0 - 0 .97 .97 896 896 - A 1736 6944 0.00
Line D
LnD, Lev1 - W->E - - 1091 - - - - - - 8064 -
- E->W - - 1059 - - - - - - 8064 -
Wall D-1 1 W->E 242.5 - 1091 1.0 1.0 896 896 - A 1792 8064 0.14
1 E->W 235.4 - 1059 1.0 1.0 896 896 - A 1792 8064 0.13
Line E
Level 2
LnE, Lev2 2 W->E 25.8 25.8 554 - 1.0 - 532 1.00 532 11438 0.05
2 E->W 25.2 25.2 542 - 1.0 - 532 1.00 532 11438 0.05
Line F
LnF, Lev2 - W->E - - 1024 - - - - - - 4288 -
- E->W - - 1021 - - - - - - 4288 -
Wall F-1 4 W->E 163.9 - 1024 - 1.0 - 686 - 686 4288 0.24
4 E->W 163.4 - 1021 - 1.0 - 686 - 686 4288 0.24
Level 1
LnF, Lev1 - W->E - - 3062 - - - - - - 11200 -
- E->W - - 3034 - - - - - - 11200 -
Wall F-1 1 W->E 489.8 - 3062 1.0 1.0 896 896 - A 1792 11200 0.27
1 E->W 485.4 - 3034 1.0 1.0 896 896 - A 1792 11200 0.27
Line I
Level 2
LnI, Lev2 2 Both 87.9 87.9 967 - 1.0 - 532 1.00 532 5283 0.17
Level 1
LnI, Lev1 2 Both 147.7 147.7 2105 - 1.0 - 532 1.00 532 7581 0.28
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
*WARNING - Design capacity has been exceeded.
WARNING - For shearline(s) A, B, C, D, E, F, G, H, I, 1, 2, 3, 4, 5, 7, 8, 11, 12, 13, a shearwall that passed the design check on the initial run failed
the final check when forces were redistributed to wall segments using shearwall deflection. Try to adjust wall materials to achieve a passing design,
or choose a different force distribution option in the Design Settings.
19
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (flexible wind design)
Level 1 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 3464 3464 HDU5-SDS2. 5645 0.61
V Elem 0.00 22.88 Min 2103 2103 Refer to upper level
1-1 R End 0.00 26.88 Min 1360 1360 HDU5-SDS2. 5645 0.24
Line 2
2-1 L End 4.50 27.13 1 365 365 HDU5-SDS2. 5645 0.06
2-1 R End 4.50 41.88 1 363 363 HDU5-SDS2. 5645 0.06
Line 3
3-1 L End 7.75 17.13 Min 4073 4073 HDU5-SDS2. 5645 0.72
V Elem 8.50 26.38 Min 1846 1846 Refer to upper level
3-1 R End 7.75 27.13 Min 2226 2226 HDU5-SDS2. 5645 0.39
Line 4
4-1 L End 16.50 17.13 Min 45186 45186 HDU5-SDS2. 5645 8.00*
4-1 R End 16.50 19.88 Min 45186 45186 HDU5-SDS2. 5645 8.00*
Line 5
5-1 L End 19.50 42.13 1 4005 4005 HDU5-SDS2. 5645 0.71
5-1 R End 19.50 45.88 1 3973 3973 HDU5-SDS2. 5645 0.70
Line 8
8-1 L End 35.75 26.88 1 1391 1391 HDU5-SDS2. 5645 0.25
8-1 R End 35.75 45.88 1 1380 1380 HDU5-SDS2. 5645 0.24
Line 12
12-1 L End 57.50 22.13 Min 6130 6130 HDU5-SDS2. 5645 1.09*
V Elem 57.50 26.13 Min 7546 7546 Refer to upper level
12-1 R End 57.50 34.88 Min 13676 13676 HDU5-SDS2. 5645 2.42*
Line 13
13-1 L End 63.75 35.12 Min 1450 1450 HDU5-SDS2. 5645 0.26
13-1 R End 63.75 51.88 Min 1450 1450 HDU5-SDS2. 5645 0.26
Line A
A-1 L End 0.12 17.00 1 769 769 HDU5-SDS2. 5645 0.14
V Elem 9.38 17.00 1 418 418 Refer to upper level
A-1 R End 16.38 17.00 1 349 349 HDU5-SDS2. 5645 0.06
Line B
B-1 L End 16.62 20.00 1 245 245 HDU5-SDS2. 5645 0.04
B-1 R End 29.63 20.00 1 242 242 HDU5-SDS2. 5645 0.04
Line C
C-1 L End 29.88 22.25 1 559 559 HDU5-SDS2. 5645 0.10
V Elem 49.63 22.25 1 254 254 Refer to upper level
C-1 R End 53.63 22.00 1 332 332 HDU5-SDS2. 5645 0.06
C-1 R End 53.63 22.25 1 389 389 HDU5-SDS2. 5645 0.07
C-2 R End 57.38 22.00 1 -632
Line D
D-1 L End 0.12 27.00 1 2311 2311 HDU5-SDS2. 5645 0.41
D-1 R End 4.38 27.00 1 2243 2243 HDU5-SDS2. 5645 0.40
Line E
V Elem 36.13 32.00 1 235 235 Refer to upper level
V Elem 57.38 32.00 1 230 230 Refer to upper level
Line F
F-1 L End 57.63 35.00 1 6129 6129 HDU5-SDS2. 5645 1.09*
F-1 R End 63.63 35.00 1 6083 6083 HDU5-SDS2. 5645 1.08*
Line I
I-1 L End 49.63 52.00 1 1353 1353 HDU5-SDS2. 5645 0.24
V Elem 49.88 52.00 1 897 897 Refer to upper level
I-1 R End 63.63 52.00 1 2250 2250 HDU5-SDS2. 5645 0.40
Level 2 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 2103 2103 HDU5-SDS2. 5645 0.37
1-1 R End 0.00 22.88 Min 2103 2103 HDU5-SDS2. 5645 0.37
Line 3
3-1 L End 8.50 17.13 Min 1846 1846 HDU5-SDS2. 5645 0.33
3-1 R End 8.50 26.38 Min 1846 1846 HDU5-SDS2. 5645 0.33
Line 4
4-1 L End 16.50 17.13 Min 21670 21670 HDU5-SDS2. 5645 3.84*
4-1 R End 16.50 19.88 Min 21670 21670 HDU5-SDS2. 5645 3.84*
Line 12
12-1 L End 57.50 26.13 Min 7546 7546 HDU5-SDS2. 5645 1.34*
12-1 R End 57.50 34.88 Min 7546 7546 HDU5-SDS2. 5645 1.34*
Line 13
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (flexible wind design, continued)
13-1 L End 63.75 35.12 Min 743 743 HDU5-SDS2.5645 0.13
13-1 R End 63.75 51.88 Min 743 743 HDU5-SDS2. 5645 0.13
Line A
A-1 L End 0.12 17.00 1 419 419 HDU5-SDS2. 5645 0.07
A-1 R End 9.38 17.00 1 418 418 HDU5-SDS2. 5645 0.07
Line C
C-1 L End 29.88 22.25 1 260 260 HDU5-SDS2. 5645 0.05
C-1 R End 49.63 22.25 1 254 254 HDU5-SDS2. 5645 0.04
Line E
E-1 L End 36.13 32.00 1 235 235 HDU5-SDS2. 5645 0.04
E-1 R End 57.38 32.00 1 230 230 HDU5-SDS2. 5645 0.04
Line F
F-1 L End 57.63 35.00 1 1537 1537 HDU5-SDS2. 5645 0.27
F-1 R End 63.63 35.00 1 1532 1532 HDU5-SDS2. 5645 0.27
Line I
I-1 L End 49.88 52.00 1 897 897 HDU5-SDS2. 5645 0.16
I-1 R End 63.63 52.00 1 897 897 HDU5-SDS2. 5645 0.16
Legend:
Line-Wall:
At wall or opening – Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4)
Hold-down Forces:
Shear – Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is
used.
Dead – Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
*WARNING - Design capacity has been exceeded.
21
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (flexible wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 2
2-1 Left Wall End 4.50 27.00 1 -240 238
Line 3
3-1 Right Wall End 7.75 27.25 1 1460 -1460
Line 4
4-1 Right Wall End 16.50 20.00 1 6323 -6323
Line 5
5-1 Left Wall End 19.50 42.00 1 -1255 1245
Line 8
8-1 Left Wall End 35.75 26.75 1 -620 615
8-1 Right Wall End 35.75 46.00 1 551 -546
Line 12
12-1 Right Wall End 57.50 35.00 1 4921 -4921
Line B
B-1 Left Wall End 16.50 20.00 1 -109 108
B-1 Right Wall End 29.75 20.00 1 157 -155
Line C
C-1 Left Wall End 29.75 22.25 1 -545 531
Line D
D-1 Right Wall End 4.50 27.00 1 1006 -976
Line F
F-1 Left Wall End 57.50 35.00 1 -2739 2714
Line I
I-1 Right Opening 3 49.50 52.00 1 -1043 1043
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 0.00 23.00 1 503 -503
Line 3
3-1 Right Wall End 8.50 26.50 1 1177 -1177
Line 4
4-1 Right Wall End 16.50 20.00 1 5827 -5827
Line 12
12-1 Right Opening 1 57.50 26.00 1 -978 978
12-1 Right Wall End 57.50 35.00 1 4158 -4158
Line A
A-1 Left Opening 1 9.50 17.00 1 183 -182
Line C
C-1 Left Wall End 29.75 22.25 1 -295 288
C-1 Left Opening 1 49.75 22.25 1 77 -75
C-1 Right Opening 1 52.75 22.25 1 47 -46
Line E
E-1 Left Wall End 36.00 32.00 1 -329 322
Line F
F-1 Left Wall End 57.50 35.00 1 -916 914
Line I
I-1 Right Opening 3 49.75 52.00 1 -488 488
I-1 Left Opening 4 58.00 52.00 1 33 -33
I-1 Right Opening 4 61.00 52.00 1 -70 70
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
22
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Rigid Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 458.8 458.8 2753 - 1.0 - 532 1.00 532 3192 0.86
Level 1
Ln1, Lev1 1 S->N 224.8 - 2248 1.0 1.0 896 896 - A 1792 17920 0.13
1 N->S 253.0 - 2530 1.0 1.0 896 896 - A 1792 17920 0.14
Line 2
Ln2, Lev1 2 S->N 277.6 277.6 4163 - 1.0 - 532 1.00 532 7980 0.52
2 N->S 255.1 255.1 3827 - 1.0 - 532 1.00 532 7980 0.48
Line 3
Level 2
Ln3, Lev2 2 S->N 581.1 581.1 5521 - 1.0 - 532 1.00 532 5054 1.09*
2 N->S 581.2 581.2 5521 - 1.0 - 532 1.00 532 5054 1.09*
Level 1
Ln3, Lev1 2 S->N 180.2 180.2 1847 - 1.0 - 532 1.00 532 5453 0.34
2 N->S 201.8 201.8 2068 - 1.0 - 532 1.00 532 5453 0.38
Line 4
Level 2
Ln4, Lev2 - Both - - 754 - - - - - - 2683 -
Wall 4-1 5 Both 251.5 - 754 - .88 - 1022 - 894 2683 0.28
Level 1
Ln4, Lev1 - S->N - - 240 - - - - - - 4704 -
- N->S - - 227 - - - - - - 4704 -
Wall 4-1 1 S->N 80.1 - 240 .88 .88 896 896 - A 1568 4704 0.05
1 N->S 75.7 - 227 .88 .88 896 896 - A 1568 4704 0.05
Line 5
Ln5, Lev1 2 S->N 75.8 75.8 303 - 1.0 - 532 1.00 532 1892 0.14
2 N->S 72.2 72.2 289 - 1.0 - 532 1.00 532 1892 0.14
Line 8
Ln8, Lev1 - S->N - - 6659 - - - - - - 13433 -
- N->S - - 6593 - - - - - - 13433 -
Wall 8-1 2 S->N 345.9 345.9 6659 - 1.0 - 532 1.00 532 10241 0.65
2 N->S 342.5 342.5 6593 - 1.0 - 532 1.00 532 10241 0.64
Wall 8-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 3192 0.00
Line 12
Level 2
Ln12, Lev2 2 Both 302.6 302.6 2723 - 1.0 - 532 1.00 532 4788 0.57
Level 1
Ln12, Lev1 - S->N - - 4565 - - - - - - 23296 -
- N->S - - 4221 - - - - - - 23296 -
Wall 12-1 1 S->N 351.2 - 4565 1.0 1.0 896 896 - A 1792 23296 0.20
1 N->S 324.7 - 4221 1.0 1.0 896 896 - A 1792 23296 0.18
Line 13
Level 2
Ln13, Lev2 2 S->N 375.3 375.3 6379 - 1.0 - 532 1.00 532 9044 0.71
2 N->S 375.2 375.2 6378 - 1.0 - 532 1.00 532 9044 0.71
Level 1
Ln13, Lev1 2 S->N 248.5 248.5 4225 - 1.0 - 532 1.00 532 9044 0.47
2 N->S 264.4 264.4 4495 - 1.0 - 532 1.00 532 9044 0.50
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 2 W->E 28.3 28.3 269 - 1.0 - 532 1.00 532 5054 0.05
2 E->W 28.0 28.0 266 - 1.0 - 532 1.00 532 5054 0.05
Level 1
LnA, Lev1 1 W->E 110.2 - 1818 1.0 1.0 896 896 - A 1792 29568 0.06
1 E->W 19.2 - 317 1.0 1.0 896 896 - A 1792 29568 0.01
Line B
LnB, Lev1 - W->E - - 1267 - - - - - - 23744 -
- E->W - - 249 - - - - - - 23744 -
Wall B-1 1 W->E 95.6 - 1267 1.0 1.0 896 896 - A 1792 23744 0.05
1 E->W 18.8 - 249 1.0 1.0 896 896 - A 1792 23744 0.01
Line C
Level 2
23
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (rigid wind design, continued)
LnC, Lev2 - W->E - - 1286 - - - - - - 12532 -
- E->W - - 1275 - - - - - - 12532 -
Wall C-1 2 W->E 64.3 64.3 1286 - 1.0 - 532 1.00 532 10640 0.12
2 E->W 63.8 63.8 1275 - 1.0 - 532 1.00 532 10640 0.12
Wall C-2 2 Both 0.0 0 - 1.0 - 532 1.00 532 1892 0.00
Level 1
LnC, Lev1 - W->E - - 2902 - - - - - - 49952 -
- E->W - - 6767 - - - - - - 49952 -
Wall C-1 1 W->E 103.2 - 2478 1.0 1.0 896 896 - A 1792 43008 0.06
1 E->W 282.0 - 6767 1.0 1.0 896 896 - A 1792 43008 0.16
Wall C-2 1 W->E 106.1 - 424 .97 .97 896 896 - A 1736 6944 0.06
1 E->W 0.0 - 0 .97 .97 896 896 - A 1736 6944 0.00
Line D
LnD, Lev1 - W->E - - 170 - - - - - - 8064 -
- E->W - - 43 - - - - - - 8064 -
Wall D-1 1 W->E 37.8 - 170 1.0 1.0 896 896 - A 1792 8064 0.02
1 E->W 9.5 - 43 1.0 1.0 896 896 - A 1792 8064 0.01
Line E
Level 2
LnE, Lev2 2 W->E 67.8 67.8 1458 - 1.0 - 532 1.00 532 11438 0.13
2 E->W 67.3 67.3 1447 - 1.0 - 532 1.00 532 11438 0.13
Line F
LnF, Lev2 - W->E - - 149 - - - - - - 4288 -
- E->W - - 148 - - - - - - 4288 -
Wall F-1 4 W->E 23.9 - 149 - 1.0 - 686 - 686 4288 0.03
4 E->W 23.7 - 148 - 1.0 - 686 - 686 4288 0.03
Level 1
LnF, Lev1 - W->E - - 359 - - - - - - 11200 -
- E->W - - 110 - - - - - - 11200 -
Wall F-1 1 W->E 57.4 - 359 1.0 1.0 896 896 - A 1792 11200 0.03
1 E->W 17.6 - 110 1.0 1.0 896 896 - A 1792 11200 0.01
Line I
Level 2
LnI, Lev2 2 W->E 34.9 34.9 384 - 1.0 - 532 1.00 532 5283 0.07
2 E->W 34.7 34.7 382 - 1.0 - 532 1.00 532 5283 0.07
Level 1
LnI, Lev1 2 W->E 125.0 125.0 1781 - 1.0 - 532 1.00 532 7581 0.23
2 E->W 50.4 50.4 718 - 1.0 - 532 1.00 532 7581 0.09
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
*WARNING - Design capacity has been exceeded.
WARNING - For shearline(s) A, B, C, D, E, F, G, H, I, 1, 2, 3, 4, 5, 7, 8, 11, 12, 13, a shearwall that passed the design check on the initial run failed
the final check when forces were redistributed to shearlines and/or wall segments using shearwall deflection. Try to adjust wall materials to achieve
a passing design, or choose a different force distribution option in the Design Settings.
24
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (rigid wind design)
Level 1 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 6677 6677 HDU5-SDS2. 5645 1.18*
V Elem 0.00 22.88 Min 4603 4603 Refer to upper level
1-1 R End 0.00 26.88 Min 2335 2335 HDU5-SDS2. 5645 0.41
Line 2
2-1 L End 4.50 27.13 Min 2540 2540 HDU5-SDS2. 5645 0.45
2-1 R End 4.50 41.88 Min 2335 2335 HDU5-SDS2. 5645 0.41
Line 3
3-1 L End 7.75 17.13 Min 7034 7034 HDU5-SDS2. 5645 1.25*
V Elem 8.50 26.38 Min 5372 5372 Refer to upper level
3-1 R End 7.75 27.13 Min 1861 1861 HDU5-SDS2. 5645 0.33
Line 4
4-1 L End 16.50 17.13 Min 3255 3255 HDU5-SDS2. 5645 0.58
4-1 R End 16.50 19.88 Min 3212 3212 HDU5-SDS2. 5645 0.57
Line 5
5-1 L End 19.50 42.13 Min 819 819 HDU5-SDS2. 5645 0.15
5-1 R End 19.50 45.88 Min 779 779 HDU5-SDS2. 5645 0.14
Line 8
8-1 L End 35.75 26.88 Min 3154 3154 HDU5-SDS2. 5645 0.56
8-1 R End 35.75 45.88 Min 3123 3123 HDU5-SDS2. 5645 0.55
Line 12
12-1 L End 57.50 22.13 Min 3223 3223 HDU5-SDS2. 5645 0.57
V Elem 57.50 26.13 Min 2801 2801 Refer to upper level
12-1 R End 57.50 34.88 Min 5780 5780 HDU5-SDS2. 5645 1.02*
Line 13
13-1 L End 63.75 35.12 Min 6937 6937 HDU5-SDS2. 5645 1.23*
13-1 R End 63.75 51.88 Min 7082 7082 HDU5-SDS2. 5645 1.25*
Line A
A-1 L End 0.12 17.00 1 1269 1269 HDU5-SDS2. 5645 0.22
V Elem 9.38 17.00 1 259 259 Refer to upper level
A-1 R End 16.38 17.00 1 175 175 HDU5-SDS2. 5645 0.03
Line B
B-1 L End 16.62 20.00 1 877 877 HDU5-SDS2. 5645 0.16
B-1 R End 29.63 20.00 1 172 172 HDU5-SDS2. 5645 0.03
Line C
C-1 L End 29.88 22.25 1 1525 1525 HDU5-SDS2. 5645 0.27
V Elem 49.63 22.25 1 581 581 Refer to upper level
C-1 R End 53.63 22.25 1 2564 2564 HDU5-SDS2. 5645 0.45
C-1 R End 53.63 22.00 1 80 80 HDU5-SDS2. 5645 0.01
Line D
D-1 L End 0.12 27.00 1 360 360 HDU5-SDS2. 5645 0.06
D-1 R End 4.38 27.00 1 90 90 HDU5-SDS2. 5645 0.02
Line E
V Elem 36.13 32.00 1 618 618 Refer to upper level
V Elem 57.38 32.00 1 613 613 Refer to upper level
Line F
F-1 L End 57.63 35.00 1 763 763 HDU5-SDS2. 5645 0.14
F-1 R End 63.63 35.00 1 387 387 HDU5-SDS2. 5645 0.07
Line I
I-1 L End 49.63 52.00 1 1145 1145 HDU5-SDS2. 5645 0.20
V Elem 49.88 52.00 1 356 356 Refer to upper level
I-1 R End 63.63 52.00 1 816 816 HDU5-SDS2. 5645 0.14
Level 2 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 Min 4602 4602 HDU5-SDS2. 5645 0.82
1-1 R End 0.00 22.88 Min 4603 4603 HDU5-SDS2. 5645 0.82
Line 3
3-1 L End 8.50 17.13 Min 5371 5371 HDU5-SDS2. 5645 0.95
3-1 R End 8.50 26.38 Min 5372 5372 HDU5-SDS2. 5645 0.95
Line 4
4-1 L End 16.50 17.13 Min 2469 2469 HDU5-SDS2. 5645 0.44
4-1 R End 16.50 19.88 Min 2469 2469 HDU5-SDS2. 5645 0.44
Line 12
12-1 L End 57.50 26.13 Min 2801 2801 HDU5-SDS2. 5645 0.50
12-1 R End 57.50 34.88 Min 2801 2801 HDU5-SDS2. 5645 0.50
Line 13
13-1 L End 63.75 35.12 Min 4667 4667 HDU5-SDS2.5645 0.83
25
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (rigid wind design, continued)
13-1 R End 63.75 51.88 Min 4666 4666 HDU5-SDS2.5645 0.83
Line A
A-1 L End 0.12 17.00 1 262 262 HDU5-SDS2. 5645 0.05
A-1 R End 9.38 17.00 1 259 259 HDU5-SDS2. 5645 0.05
Line C
C-1 L End 29.88 22.25 1 586 586 HDU5-SDS2. 5645 0.10
C-1 R End 49.63 22.25 1 581 581 HDU5-SDS2. 5645 0.10
Line E
E-1 L End 36.13 32.00 1 618 618 HDU5-SDS2. 5645 0.11
E-1 R End 57.38 32.00 1 613 613 HDU5-SDS2. 5645 0.11
Line F
F-1 L End 57.63 35.00 1 224 224 HDU5-SDS2. 5645 0.04
F-1 R End 63.63 35.00 1 222 222 HDU5-SDS2. 5645 0.04
Line I
I-1 L End 49.88 52.00 1 356 356 HDU5-SDS2. 5645 0.06
I-1 R End 63.63 52.00 1 354 354 HDU5-SDS2. 5645 0.06
Legend:
Line-Wall:
At wall or opening – Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4)
Hold-down Forces:
Shear – Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is
used.
Dead – Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
*WARNING - Design capacity has been exceeded.
26
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (rigid wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 2
2-1 Left Wall End 4.50 27.00 1 -1665 1531
Line 3
3-1 Right Wall End 7.75 27.25 1 1090 -1220
Line 4
4-1 Right Wall End 16.50 20.00 1 211 -200
Line 5
5-1 Left Wall End 19.50 42.00 1 -257 244
Line 8
8-1 Left Wall End 35.75 26.75 1 -1405 1391
8-1 Right Wall End 35.75 46.00 1 1249 -1236
Line 12
12-1 Right Wall End 57.50 35.00 1 2587 -2392
Line B
B-1 Left Wall End 16.50 20.00 1 -391 77
B-1 Right Wall End 29.75 20.00 1 563 -110
Line C
C-1 Left Wall End 29.75 22.25 1 -1502 3501
Line D
D-1 Right Wall End 4.50 27.00 1 157 -39
Line F
F-1 Left Wall End 57.50 35.00 1 -321 98
Line I
I-1 Right Opening 3 49.50 52.00 1 -882 356
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-1 Left Opening 1 0.00 23.00 1 1101 -1101
Line 3
3-1 Right Wall End 8.50 26.50 1 3423 -3423
Line 4
4-1 Right Wall End 16.50 20.00 1 664 -664
Line 12
12-1 Right Opening 1 57.50 26.00 1 -363 363
12-1 Right Wall End 57.50 35.00 1 1543 -1543
Line A
A-1 Left Opening 1 9.50 17.00 1 114 -113
Line C
C-1 Left Wall End 29.75 22.25 1 -665 660
C-1 Left Opening 1 49.75 22.25 1 173 -172
C-1 Right Opening 1 52.75 22.25 1 106 -105
Line E
E-1 Left Wall End 36.00 32.00 1 -867 860
Line F
F-1 Left Wall End 57.50 35.00 1 -134 133
Line I
I-1 Right Opening 3 49.75 52.00 1 -194 193
I-1 Left Opening 4 58.00 52.00 1 13 -13
I-1 Right Opening 4 61.00 52.00 1 -28 27
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
27
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W: Fpx Design N-S: Fpx Design
2 60861 1629.3 12238 12238 9089 9089 9089 9089
1 38624 1629.3 4088 4088 5768 8658 5768 5768
All 99484 - 16326 16326 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.30, N-S 1.30
Input by user (overriding calculated value).
Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out-of-
plane force, or the diaphragm force Fpx and the drag strut force component based on it.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.07; Ev = 0.213 D unfactored; 0.149 D factored; total dead load factor: 0.6 - 0.149 = 0.451 tension, 1.0 + 0.149 = 1.149
compression.
28
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 158.0 158.0 948 - 1.0 - 380 1.00 380 2280 0.42
Level 1
Ln1, Lev1 1 Both 109.5 - 1095 1.0 1.0 640 640 - A 1280 12800 0.09
Line 2
Ln2, Lev1 2 Both 17.2 17.2 258 - 1.0 - 380 1.00 380 5700 0.05
Line 3
Level 2
Ln3, Lev2 2 Both 116.7 116.7 1109 - 1.0 - 380 1.00 380 3610 0.31
Level 1
Ln3, Lev1 2 Both 137.2 137.2 1406 - 1.0 - 380 1.00 380 3895 0.36
Line 4
Level 2
Ln4, Lev2 - Both - - 3821 - - - - - - 1916 -
Wall 4-1 5 Both 1273.5 - 3821 - .88 - 730 - 639 1916 1.99*
Level 1
Ln4, Lev1 - Both - - 4088 - - - - - - 3360 -
Wall 4-1 1 Both 1362.5 - 4088 .88 .88 640 640 - A 1120 3360 1.22*
Line 5
Ln5, Lev1 2 Both 119.8 119.8 479 - 1.0 - 380 1.00 380 1351 0.32
Line 8
Ln8, Lev1 - Both - - 1165 - - - - - - 9595 -
Wall 8-1 2 Both 60.5 60.5 1165 - 1.0 - 380 1.00 380 7315 0.16
Wall 8-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 2280 0.00
Line 12
Level 2
Ln12, Lev2 2 Both 493.1 493.1 4438 - 1.0 - 380 1.00 380 3420 1.30*
Level 1
Ln12, Lev1 - Both - - 5291 - - - - - - 16640 - *
Wall 12-1 1 Both 407.0 - 5291 1.0 1.0 640 640 - A 1280 16640 0.32
Line 13
Level 2
Ln13, Lev2 2 Both 48.3 48.3 821 - 1.0 - 380 1.00 380 6460 0.13
Level 1
Ln13, Lev1 2 Both 63.2 63.2 1074 - 1.0 - 380 1.00 380 6460 0.17
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 2 Both 296.8 296.8 2819 - 1.0 - 380 1.00 380 3610 0.78
Level 1
LnA, Lev1 1 Both 183.0 - 3020 1.0 1.0 640 640 - A 1280 21120 0.14
Line B
LnB, Lev1 - Both - - 469 - - - - - - 16960 -
Wall B-1 1 Both 35.4 - 469 1.0 1.0 640 640 - A 1280 16960 0.03
Line C
Level 2
LnC, Lev2 - Both - - 1978 - - - - - - 8951 -
Wall C-1 2 Both 98.9 98.9 1978 - 1.0 - 380 1.00 380 7600 0.26
Wall C-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 1351 0.00
Level 1
LnC, Lev1 - Both - - 2413 - - - - - - 35680 -
Wall C-1 1 W->E 46.9 - 1126 1.0 1.0 640 640 - A 1280 30720 0.04
1 E->W 100.5 - 2413 1.0 1.0 640 640 - A 1280 30720 0.08
Wall C-2 1 W->E 321.8 - 1287 .97 .97 640 640 - A 1240 4960 0.26
1 E->W 0.0 - 0 .97 .97 640 640 - A 1240 4960 0.00
Line D
LnD, Lev1 - Both - - 1148 - - - - - - 5760 -
Wall D-1 1 Both 255.0 - 1148 1.0 1.0 640 640 - A 1280 5760 0.20
Line E
Level 2
LnE, Lev2 2 Both 69.9 69.9 1503 - 1.0 - 380 1.00 380 8170 0.18
Line F
LnF, Lev2 - Both - - 2345 - - - - - - 3063 -
Wall F-1 4^Both 375.2 - 2345 - 1.0 - 490 - 490 3063 0.77
Level 1
LnF, Lev1 - Both - - 4438 - - - - - - 8000 -
29
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (flexible seismic design, continued)
Wall F-1 1 Both 710.1 - 4438 1.0 1.0 640 640 - A 1280 8000 0.55
Line I
Level 2
LnI, Lev2 2 Both 228.1 228.1 2509 - 1.0 - 380 1.00 380 3774 0.60
Level 1
LnI, Lev1 2 Both 237.6 237.6 3386 - 1.0 - 380 1.00 380 5415 0.63
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non-wood-panel
contribution…" Design Setting. Refer to the Sheathing Materials table for the wall groups affected.
*WARNING - Design capacity has been exceeded.
30
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (flexible seismic design)
Level 1 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 2596 2596 HDU5-SDS2. 5645 0.46
V Elem 0.00 22.88 1585 1585 Refer to upper level
1-1 R End 0.00 26.88 1011 1011 HDU5-SDS2. 5645 0.18
Line 2
2-1 L End 4.50 27.13 157 157 HDU5-SDS2. 5645 0.03
2-1 R End 4.50 41.88 157 157 HDU5-SDS2. 5645 0.03
Line 3
3-1 L End 7.75 17.13 2344 2344 HDU5-SDS2. 5645 0.42
V Elem 8.50 26.38 1079 1079 Refer to upper level
3-1 R End 7.75 27.13 1266 1266 HDU5-SDS2. 5645 0.22
Line 4
4-1 L End 16.50 17.13 25881 25881 HDU5-SDS2. 5645 4.58*
4-1 R End 16.50 19.88 25881 25881 HDU5-SDS2. 5645 4.58*
Line 5
5-1 L End 19.50 42.13 1293 1293 HDU5-SDS2. 5645 0.23
5-1 R End 19.50 45.88 1293 1293 HDU5-SDS2. 5645 0.23
Line 8
8-1 L End 35.75 26.88 552 552 HDU5-SDS2. 5645 0.10
8-1 R End 35.75 45.88 552 552 HDU5-SDS2. 5645 0.10
Line 12
12-1 L End 57.50 22.13 3735 3735 HDU5-SDS2. 5645 0.66
V Elem 57.50 26.13 4565 4565 Refer to upper level
12-1 R End 57.50 34.88 8300 8300 HDU5-SDS2. 5645 1.47*
Line 13
13-1 L End 63.75 35.12 1178 1178 HDU5-SDS2. 5645 0.21
13-1 R End 63.75 51.88 1178 1178 HDU5-SDS2. 5645 0.21
Line A
A-1 L End 0.12 17.00 4416 4416 HDU5-SDS2. 5645 0.78
V Elem 9.38 17.00 2743 2743 Refer to upper level
A-1 R End 16.38 17.00 1673 1673 HDU5-SDS2. 5645 0.30
Line B
B-1 L End 16.62 20.00 325 325 HDU5-SDS2. 5645 0.06
B-1 R End 29.63 20.00 325 325 HDU5-SDS2. 5645 0.06
Line C
C-1 L End 29.88 22.25 1328 1328 HDU5-SDS2. 5645 0.24
V Elem 49.63 22.25 902 902 Refer to upper level
C-1 R End 53.63 22.00 2663 2663 HDU5-SDS2. 5645 0.47
C-1 R End 53.63 22.25 914 914 HDU5-SDS2. 5645 0.16
C-2 R End 57.38 22.00 -3090
Line D
D-1 L End 0.12 27.00 2430 2430 HDU5-SDS2. 5645 0.43
D-1 R End 4.38 27.00 2430 2430 HDU5-SDS2. 5645 0.43
Line E
V Elem 36.13 32.00 636 636 Refer to upper level
V Elem 57.38 32.00 636 636 Refer to upper level
Line F
F-1 L End 57.63 35.00 10175 10175 HDU5-SDS2. 5645 1.80*
F-1 R End 63.63 35.00 10175 10175 HDU5-SDS2. 5645 1.80*
Line I
I-1 L End 49.63 52.00 2177 2177 HDU5-SDS2. 5645 0.39
V Elem 49.88 52.00 2326 2326 Refer to upper level
I-1 R End 63.63 52.00 4503 4503 HDU5-SDS2. 5645 0.80
Level 2 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 1585 1585 HDU5-SDS2. 5645 0.28
1-1 R End 0.00 22.88 1585 1585 HDU5-SDS2. 5645 0.28
Line 3
3-1 L End 8.50 17.13 1079 1079 HDU5-SDS2. 5645 0.19
3-1 R End 8.50 26.38 1079 1079 HDU5-SDS2. 5645 0.19
Line 4
4-1 L End 16.50 17.13 12503 12503 HDU5-SDS2. 5645 2.21*
4-1 R End 16.50 19.88 12503 12503 HDU5-SDS2. 5645 2.21*
Line 12
12-1 L End 57.50 26.13 4565 4565 HDU5-SDS2. 5645 0.81
12-1 R End 57.50 34.88 4565 4565 HDU5-SDS2. 5645 0.81
Line 13
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WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (flexible seismic design, continued)
13-1 L End 63.75 35.12 601 601 HDU5-SDS2.5645 0.11
13-1 R End 63.75 51.88 601 601 HDU5-SDS2. 5645 0.11
Line A
A-1 L End 0.12 17.00 2743 2743 HDU5-SDS2. 5645 0.49
A-1 R End 9.38 17.00 2743 2743 HDU5-SDS2. 5645 0.49
Line C
C-1 L End 29.88 22.25 902 902 HDU5-SDS2. 5645 0.16
C-1 R End 49.63 22.25 902 902 HDU5-SDS2. 5645 0.16
Line E
E-1 L End 36.13 32.00 636 636 HDU5-SDS2. 5645 0.11
E-1 R End 57.38 32.00 636 636 HDU5-SDS2. 5645 0.11
Line F
F-1 L End 57.63 35.00 3518 3518 HDU5-SDS2. 5645 0.62
F-1 R End 63.63 35.00 3518 3518 HDU5-SDS2. 5645 0.62
Line I
I-1 L End 49.88 52.00 2326 2326 HDU5-SDS2. 5645 0.41
I-1 R End 63.63 52.00 2326 2326 HDU5-SDS2. 5645 0.41
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear – Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used
Dead – Dead load resisting component, factored for ASD by 0.60
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.249 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
*WARNING - Design capacity has been exceeded.
32
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (flexible seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 2
Shearline force 385 385
2-1 Left Wall End 4.50 27.00 -154 154
Line 3
Shearline force 1830 1830
3-1 Right Wall End 7.75 27.25 1080 -1080
Line 4
Shearline force 5174 5174
4-1 Right Wall End 16.50 20.00 4553 -4553
Line 5
Shearline force 714 714
5-1 Left Wall End 19.50 42.00 -604 604
Line 8
Shearline force 1737 1737
8-1 Left Wall End 35.75 26.75 -366 366
8-1 Right Wall End 35.75 46.00 326 -326
Line 12
Shearline force 6819 6819
12-1 Right Wall End 57.50 35.00 3864 -3864
Line B
Shearline force 512 512
B-1 Left Wall End 16.50 20.00 -158 158
B-1 Right Wall End 29.75 20.00 227 -227
Line C
Shearline force 2453 2453
C-1 Left Wall End 29.75 22.25 -1269 1269
Line D
Shearline force 1721 1721
D-1 Right Wall End 4.50 27.00 1586 -1586
Line F
Shearline force 5410 5410
F-1 Left Wall End 57.50 35.00 -4839 4839
Line I
Shearline force 3466 3466
I-1 Right Opening 3 49.50 52.00 -1717 1717
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 948 948
1-1 Left Opening 1 0.00 23.00 379 -379
Line 3
Shearline force 1109 1109
3-1 Right Wall End 8.50 26.50 687 -687
Line 4
Shearline force 3821 3821
4-1 Right Wall End 16.50 20.00 3362 -3362
Line 12
Shearline force 4438 4438
12-1 Right Opening 1 57.50 26.00 -592 592
12-1 Right Wall End 57.50 35.00 2515 -2515
Line A
Shearline force 2819 2819
A-1 Left Opening 1 9.50 17.00 1196 -1196
Line C
Shearline force 1978 1978
C-1 Left Wall End 29.75 22.25 -1024 1024
C-1 Left Opening 1 49.75 22.25 267 -267
C-1 Right Opening 1 52.75 22.25 163 -163
Line E
Shearline force 1503 1503
E-1 Left Wall End 36.00 32.00 -893 893
Line F
Shearline force 2345 2345
F-1 Left Wall End 57.50 35.00 -2098 2098
Line I
Shearline force 2509 2509
I-1 Right Opening 3 49.75 52.00 -1265 1265
33
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (flexible seismic design, continued)
I-1 Left Opening 4 58.00 52.00 86 -86
I-1 Right Opening 4 61.00 52.00 -180 180
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
34
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
Rigid Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force [lbs]
[lbs][sq.ft]E-W N-S E-W: Fpx Design N-S: Fpx Design
2 60861 1629.3 12238 12238 9089 9089 9089 9089
1 38624 1629.3 4088 4088 5768 15860 5768 5768
All 99484 - 16326 16326 - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by
overstrength (omega) as per 12.10.1.1. Omega = 3.0 as per 12.2-1.
On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3.
Refer to the Torsional Analysis section of the Log File output for the values of Ax.
Redundancy Factor p (rho):
E-W 1.30, N-S 1.30
Input by user (overriding calculated value).
Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out-of-
plane force, or the diaphragm force Fpx and the drag strut force component based on it.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.07; Ev = 0.213 D unfactored; 0.149 D factored; total dead load factor: 0.6 - 0.149 = 0.451 tension, 1.0 + 0.149 = 1.149
compression.
35
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (rigid seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 2
Ln1, Lev2 2 Both 304.1 304.1 1825 - 1.0 - 380 1.00 380 2280 0.80
Level 1
Ln1, Lev1 1 S->N 151.6 - 1516 1.0 1.0 640 640 - A 1280 12800 0.12
1 N->S 170.9 - 1709 1.0 1.0 640 640 - A 1280 12800 0.13
Line 2
Ln2, Lev1 2 S->N 192.7 192.7 2891 - 1.0 - 380 1.00 380 5700 0.51
2 N->S 179.2 179.2 2688 - 1.0 - 380 1.00 380 5700 0.47
Line 3
Level 2
Ln3, Lev2 2 Both 386.3 386.3 3670 - 1.0 - 380 1.00 380 3610 1.02*
Level 1
Ln3, Lev1 2 S->N 120.1 120.1 1231 - 1.0 - 380 1.00 380 3895 0.32
2 N->S 135.5 135.5 1389 - 1.0 - 380 1.00 380 3895 0.36
Line 4
Level 2
Ln4, Lev2 - Both - - 451 - - - - - - 1916 -
Wall 4-1 5 Both 150.4 - 451 - .88 - 730 - 639 1916 0.24
Level 1
Ln4, Lev1 - S->N - - 142 - - - - - - 3360 -
- N->S - - 135 - - - - - - 3360 -
Wall 4-1 1 S->N 47.4 - 142 .88 .88 640 640 - A 1120 3360 0.04
1 N->S 45.0 - 135 .88 .88 640 640 - A 1120 3360 0.04
Line 5
Ln5, Lev1 2 S->N 44.4 44.4 178 - 1.0 - 380 1.00 380 1351 0.12
2 N->S 42.3 42.3 169 - 1.0 - 380 1.00 380 1351 0.11
Line 8
Ln8, Lev1 - S->N - - 4137 - - - - - - 9595 -
- N->S - - 4129 - - - - - - 9595 -
Wall 8-1 2 S->N 214.9 214.9 4137 - 1.0 - 380 1.00 380 7315 0.57
2 N->S 214.5 214.5 4129 - 1.0 - 380 1.00 380 7315 0.56
Wall 8-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 2280 0.00
Line 12
Level 2
Ln12, Lev2 2 Both 200.6 200.6 1806 - 1.0 - 380 1.00 380 3420 0.53
Level 1
Ln12, Lev1 - S->N - - 3087 - - - - - - 16640 -
- N->S - - 2846 - - - - - - 16640 -
Wall 12-1 1 S->N 237.5 - 3087 1.0 1.0 640 640 - A 1280 16640 0.19
1 N->S 218.9 - 2846 1.0 1.0 640 640 - A 1280 16640 0.17
Line 13
Level 2
Ln13, Lev2 2 Both 274.4 274.4 4664 - 1.0 - 380 1.00 380 6460 0.72
Level 1
Ln13, Lev1 2 S->N 188.1 188.1 3197 - 1.0 - 380 1.00 380 6460 0.49
2 N->S 196.9 196.9 3347 - 1.0 - 380 1.00 380 6460 0.52
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 2
LnA, Lev2 2 Both 120.7 120.7 1147 - 1.0 - 380 1.00 380 3610 0.32
Level 1
LnA, Lev1 1 W->E 141.4 - 2333 1.0 1.0 640 640 - A 1280 21120 0.11
1 E->W 66.8 - 1102 1.0 1.0 640 640 - A 1280 21120 0.05
Line B
LnB, Lev1 - W->E - - 1713 - - - - - - 16960 -
- E->W - - 793 - - - - - - 16960 -
Wall B-1 1 W->E 129.3 - 1713 1.0 1.0 640 640 - A 1280 16960 0.10
1 E->W 59.8 - 793 1.0 1.0 640 640 - A 1280 16960 0.05
Line C
Level 2
LnC, Lev2 - Both - - 4190 - - - - - - 8951 -
Wall C-1 2 Both 209.5 209.5 4190 - 1.0 - 380 1.00 380 7600 0.55
Wall C-2 2 Both 0.0 0 - 1.0 - 380 1.00 380 1351 0.00
Level 1
LnC, Lev1 - W->E - - 8124 - - - - - - 35680 -
- E->W - - 11362 - - - - - - 35680 -
Wall C-1 1 W->E 212.7 - 5105 1.0 1.0 640 640 - A 1280 30720 0.17
36
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
SHEAR RESULTS (rigid seismic design, continued)
1 E->W 473.4 - 11362 1.0 1.0 640 640 - A 1280 30720 0.37
Wall C-2 1 W->E 754.8 - 3019 .97 .97 640 640 - A 1240 4960 0.61
1 E->W 0.0 - 0 .97 .97 640 640 - A 1240 4960 0.00
Line D
LnD, Lev1 - W->E - - 234 - - - - - - 5760 -
- E->W - - 126 - - - - - - 5760 -
Wall D-1 1 W->E 52.1 - 234 1.0 1.0 640 640 - A 1280 5760 0.04
1 E->W 28.0 - 126 1.0 1.0 640 640 - A 1280 5760 0.02
Line E
Level 2
LnE, Lev2 2 Both 203.4 203.4 4373 - 1.0 - 380 1.00 380 8170 0.54
Line F
LnF, Lev2 - Both - - 552 - - - - - - 3063 -
Wall F-1 4 Both 88.4 - 552 - 1.0 - 490 - 490 3063 0.18
Level 1
LnF, Lev1 - W->E - - 505 - - - - - - 8000 -
- E->W - - 310 - - - - - - 8000 -
Wall F-1 1 W->E 80.7 - 505 1.0 1.0 640 640 - A 1280 8000 0.06
1 E->W 49.5 - 310 1.0 1.0 640 640 - A 1280 8000 0.04
Line I
Level 2
LnI, Lev2 2 Both 132.4 132.4 1315 - 1.0 - 380 1.00 380 3774 0.35
Level 1
LnI, Lev1 2 W->E 176.4 176.4 2514 - 1.0 - 380 1.00 380 5415 0.46
2 E->W 121.2 121.2 1727 - 1.0 - 380 1.00 380 5415 0.32
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.4.3
Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these
piers.
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect Ratio Factor from
SDPWS 4.3.4.2.
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor
and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non-wood-panel
contribution…" Design Setting. Refer to the Sheathing Materials table for the wall groups affected.
*WARNING - Design capacity has been exceeded.
37
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (rigid seismic design)
Level 1 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 4450 4450 HDU5-SDS2. 5645 0.79
V Elem 0.00 22.88 3051 3051 Refer to upper level
1-1 R End 0.00 26.88 1578 1578 HDU5-SDS2. 5645 0.28
Line 2
2-1 L End 4.50 27.13 1764 1764 HDU5-SDS2. 5645 0.31
2-1 R End 4.50 41.88 1640 1640 HDU5-SDS2. 5645 0.29
Line 3
3-1 L End 7.75 17.13 4678 4678 HDU5-SDS2. 5645 0.83
V Elem 8.50 26.38 3571 3571 Refer to upper level
3-1 R End 7.75 27.13 1250 1250 HDU5-SDS2. 5645 0.22
Line 4
4-1 L End 16.50 17.13 1942 1942 HDU5-SDS2. 5645 0.34
4-1 R End 16.50 19.88 1918 1918 HDU5-SDS2. 5645 0.34
Line 5
5-1 L End 19.50 42.13 480 480 HDU5-SDS2. 5645 0.09
5-1 R End 19.50 45.88 457 457 HDU5-SDS2. 5645 0.08
Line 8
8-1 L End 35.75 26.88 1960 1960 HDU5-SDS2. 5645 0.35
8-1 R End 35.75 45.88 1956 1956 HDU5-SDS2. 5645 0.35
Line 12
12-1 L End 57.50 22.13 2179 2179 HDU5-SDS2. 5645 0.39
V Elem 57.50 26.13 1857 1857 Refer to upper level
12-1 R End 57.50 34.88 3866 3866 HDU5-SDS2. 5645 0.68
Line 13
13-1 L End 63.75 35.12 5130 5130 HDU5-SDS2. 5645 0.91
13-1 R End 63.75 51.88 5211 5211 HDU5-SDS2. 5645 0.92
Line A
A-1 L End 0.12 17.00 2408 2408 HDU5-SDS2. 5645 0.43
V Elem 9.38 17.00 1116 1116 Refer to upper level
A-1 R End 16.38 17.00 610 610 HDU5-SDS2. 5645 0.11
Line B
B-1 L End 16.62 20.00 1186 1186 HDU5-SDS2. 5645 0.21
B-1 R End 29.63 20.00 549 549 HDU5-SDS2. 5645 0.10
Line C
C-1 L End 29.88 22.25 3844 3844 HDU5-SDS2. 5645 0.68
V Elem 49.63 22.25 1909 1909 Refer to upper level
C-1 R End 53.63 22.25 4305 4305 HDU5-SDS2. 5645 0.76
C-1 R End 53.63 22.00 5311 5311 HDU5-SDS2. 5645 0.94
C-2 R End 57.38 22.00 -7246
Line D
D-1 L End 0.12 27.00 496 496 HDU5-SDS2. 5645 0.09
D-1 R End 4.38 27.00 267 267 HDU5-SDS2. 5645 0.05
Line E
V Elem 36.13 32.00 1852 1852 Refer to upper level
V Elem 57.38 32.00 1852 1852 Refer to upper level
Line F
F-1 L End 57.63 35.00 1585 1585 HDU5-SDS2. 5645 0.28
F-1 R End 63.63 35.00 1293 1293 HDU5-SDS2. 5645 0.23
Line I
I-1 L End 49.63 52.00 1616 1616 HDU5-SDS2. 5645 0.29
V Elem 49.88 52.00 1219 1219 Refer to upper level
I-1 R End 63.63 52.00 2329 2329 HDU5-SDS2. 5645 0.41
Level 2 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 17.13 3051 3051 HDU5-SDS2. 5645 0.54
1-1 R End 0.00 22.88 3051 3051 HDU5-SDS2. 5645 0.54
Line 3
3-1 L End 8.50 17.13 3571 3571 HDU5-SDS2. 5645 0.63
3-1 R End 8.50 26.38 3571 3571 HDU5-SDS2. 5645 0.63
Line 4
4-1 L End 16.50 17.13 1477 1477 HDU5-SDS2. 5645 0.26
4-1 R End 16.50 19.88 1477 1477 HDU5-SDS2. 5645 0.26
Line 12
12-1 L End 57.50 26.13 1857 1857 HDU5-SDS2. 5645 0.33
12-1 R End 57.50 34.88 1857 1857 HDU5-SDS2. 5645 0.33
Line 13
38
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
HOLD-DOWN DESIGN (rigid seismic design, continued)
13-1 L End 63.75 35.12 3412 3412 HDU5-SDS2.5645 0.60
13-1 R End 63.75 51.88 3412 3412 HDU5-SDS2. 5645 0.60
Line A
A-1 L End 0.12 17.00 1116 1116 HDU5-SDS2. 5645 0.20
A-1 R End 9.38 17.00 1116 1116 HDU5-SDS2. 5645 0.20
Line C
C-1 L End 29.88 22.25 1909 1909 HDU5-SDS2. 5645 0.34
C-1 R End 49.63 22.25 1909 1909 HDU5-SDS2. 5645 0.34
Line E
E-1 L End 36.13 32.00 1852 1852 HDU5-SDS2. 5645 0.33
E-1 R End 57.38 32.00 1852 1852 HDU5-SDS2. 5645 0.33
Line F
F-1 L End 57.63 35.00 828 828 HDU5-SDS2. 5645 0.15
F-1 R End 63.63 35.00 828 828 HDU5-SDS2. 5645 0.15
Line I
I-1 L End 49.88 52.00 1219 1219 HDU5-SDS2. 5645 0.22
I-1 R End 63.63 52.00 1219 1219 HDU5-SDS2. 5645 0.22
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear – Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used
Dead – Dead load resisting component, factored for ASD by 0.60
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.249 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS Eqn. 4.3-8.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
39
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (rigid seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 2
Shearline force 3178 3178
2-1 Left Wall End 4.50 27.00 -1271 1179
Line 3
Shearline force 1359 1359
3-1 Right Wall End 7.75 27.25 802 -903
Line 4
Shearline force 159 159
4-1 Right Wall End 16.50 20.00 140 -133
Line 5
Shearline force 200 200
5-1 Left Wall End 19.50 42.00 -169 161
Line 8
Shearline force 4775 4775
8-1 Left Wall End 35.75 26.75 -1007 1003
8-1 Right Wall End 35.75 46.00 895 -892
Line 12
Shearline force 3600 3600
12-1 Right Wall End 57.50 35.00 2040 -1876
Line B
Shearline force 2177 2177
B-1 Left Wall End 16.50 20.00 -671 310
B-1 Right Wall End 29.75 20.00 966 -446
Line C
Shearline force 10358 10358
C-1 Left Wall End 29.75 22.25 -5359 7499
Line D
Shearline force 299 299
D-1 Right Wall End 4.50 27.00 276 -147
Line F
Shearline force 637 637
F-1 Left Wall End 57.50 35.00 -570 346
Line I
Shearline force 3130 3130
I-1 Right Opening 3 49.50 52.00 -1551 1053
Level 2 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 1825 1825
1-1 Left Opening 1 0.00 23.00 730 -730
Line 3
Shearline force 3670 3670
3-1 Right Wall End 8.50 26.50 2275 -2275
Line 4
Shearline force 451 451
4-1 Right Wall End 16.50 20.00 397 -397
Line 12
Shearline force 1806 1806
12-1 Right Opening 1 57.50 26.00 -241 241
12-1 Right Wall End 57.50 35.00 1023 -1023
Line A
Shearline force 1147 1147
A-1 Left Opening 1 9.50 17.00 487 -487
Line C
Shearline force 4190 4190
C-1 Left Wall End 29.75 22.25 -2168 2168
C-1 Left Opening 1 49.75 22.25 565 -565
C-1 Right Opening 1 52.75 22.25 346 -346
Line E
Shearline force 4373 4373
E-1 Left Wall End 36.00 32.00 -2599 2599
Line F
Shearline force 552 552
F-1 Left Wall End 57.50 35.00 -494 494
Line I
Shearline force 1315 1315
I-1 Right Opening 3 49.75 52.00 -663 663
40
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
COLLECTOR FORCES (rigid seismic design, continued)
I-1 Left Opening 4 58.00 52.00 45 -45
I-1 Right Opening 4 61.00 52.00 -94 94
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 1a or 1b are detected, or if other horizontal irregularities are input, or if vertical irregularity 4
detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For force-transfer walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
41
WoodWorks® Shearwalls 2 - GARAGE REMOVED.wsw Jan. 10, 2021 00:08:24
42
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 6.00 Le = 6.67 Ft0.9963Cl Stability
R2= 4.8 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
1405 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
36%37%73%98% Ratio
Status
1170 #
Reaction 2 TL4.68Beam Wt per ft
Conditions
Data
0.03 in(1.5) DL Defl=
320
400Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.08
0.03
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
3.25
0
0
I = 550
H = 150
EndStartPar Unif TL
500 = AUniform TL:
R1= 4.8 in²
405
L / 655L / 240
15 1958 #
1591
1170 #
1958 #1958 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1101
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.06
0.16
19.25
14.05
17.65
17.34
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 6 HF #2
Date: 1/08/21
MF-1-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1958R1 = 1958
I
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 11.73 Le = 12.44 Ft0.9806Cl Stability
R2= 5.8 in²
(psi)
'#
#
#
ft
Lu = 6.25 Ft
l
Selection
2876 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
48%48%64%71% Ratio
Status
2260 #
Reaction 2 TL6.83Beam Wt per ft
Conditions
Data
0.12 inRecom Camber=0.08 in(1.5) DL Defl=
320
403Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.16
0.07
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
6.25
6.25
0
0
I = 550
H = 150
EndStartPar Unif TL
504 = AUniform TL:
R1= 5.8 in²
650
L / 496L / 240
43 3784 #
5912
2260 #
3784 #3784 #
6.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
240
2400
2353
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.15
0.31
28.13
17.97
42.19
30.15
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
3-1/8x 9 GLB 24F-V4 DF/DF
Date: 1/08/21
MF-1-6VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 3784R1 = 3784
I
H
Uniform Load A
SPAN = 6.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 5.57 Le = 10.43 Ft0.9984Cl Stability
R2= 2.8 in²
(psi)
'#
#
#
ft
Lu = 5.25 Ft
l
Selection
860 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
23%15%28%75% Ratio
Status
945 #
Reaction 2 TL10.02Beam Wt per ft
Conditions
Data
<0.01 in.(1.5) DL Defl=
360Uniform LL:
OKOKOKOK
LL Defl
0.13
0.03
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
420 = AUniform TL:
R1= 2.8 in²
405
L / >1000L / 240
53 1129 #
1482
945 #
1129 #1129 #
5.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
0.950.80
N/A
1.00
0.80
1.00
1.00
1.000
Ci Incised
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.1
1.0
140
112
575
459
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.04
0.26
41.25
11.52
51.56
38.71
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018, Incised
PT 6x 8 HF #2
Date: 1/08/21
MF-1-D-5VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1129R1 = 1129
Uniform Load A
SPAN = 5.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 4.0 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
1280 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
33%22%33%82% Ratio
Status
1350 #
Reaction 2 TL12.7Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
360Uniform LL:
OKOKOKOK
LL Defl
0.19
0.06
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
420 = AUniform TL:
R1= 4.0 in²
405
L / >1000L / 240
95 1623 #
3042
1350 #
1623 #1623 #
7.5
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
0.950.80
N/A
1.00
0.80
1.00
1.00
1.000
Ci Incised
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.1
1.0
140
112
675
540
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.08
0.38
52.25
17.14
82.73
67.61
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018, Incised
PT 6x 10 HF #2
Date: 1/08/21
MF-1-D-8AVAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1623R1 = 1623
Uniform Load A
SPAN = 7.5 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 2.9 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
939 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
27%18%24%63% Ratio
Status
960 #
Reaction 2 TL12.7Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
240Uniform LL:
OKOKOKOK
LL Defl
0.20
0.05
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
280 = AUniform TL:
R1= 2.9 in²
405
L / >1000L / 240
102 1171 #
2342
960 #
1171 #1171 #
8.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
0.950.80
N/A
1.00
0.80
1.00
1.00
1.000
Ci Incised
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.1
1.0
140
112
675
540
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.07
0.40
52.25
12.58
82.73
52.03
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018, Incised
PT 6x 10 HF #2
Date: 1/08/21
MF-1-D-8BVAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1171R1 = 1171
Uniform Load A
SPAN = 8 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 6.00 Le = 6.67 Ft0.9963Cl Stability
R2= 4.2 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
1230 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
37%31%64%86% Ratio
Status
1186 #
Reaction 2 TL4.68Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
270
180
280Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.08
0.03
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
3.25
3.25
0
0
0
J = 340
I = 210
H = 150
EndStartPar Unif TL
350 = AUniform TL:
R1= 4.2 in²
405
L / 776L / 240
15 1714 #
1393
1186 #
1714 #1714 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1101
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.05
0.16
19.25
12.30
17.65
15.18
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 6 HF #2
Date: 1/08/21
MF-2-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1714R1 = 1714
J
I
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 11.73 Le = 12.44 Ft0.9806Cl Stability
R2= 7.2 in²
(psi)
'#
#
#
ft
Lu = 6.25 Ft
l
Selection
3555 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
57%61%79%88% Ratio
Status
2688 #
Reaction 2 TL6.83Beam Wt per ft
Conditions
Data
0.15 inRecom Camber=0.10 in(1.5) DL Defl=
400
180
280Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.16
0.09
L / 837L / 480 LL Actual DeflLL Max Defl
Attributes
6.25
6.25
6.25
0
0
0
J = 780
I = 210
H = 150
EndStartPar Unif TL
350 = AUniform TL:
R1= 7.2 in²
650
L / 394L / 240
43 4678 #
7309
2688 #
4678 #4678 #
6.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
240
2400
2353
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.19
0.31
28.13
22.22
42.19
37.27
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
3-1/8x 9 GLB 24F-V4 DF/DF
Date: 1/08/21
MF-2-6VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 4678R1 = 4678
J
I
H
Uniform Load A
SPAN = 6.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 8.59 Le = 6.70 Ft0.9943Cl Stability
R2= 4.9 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
4164 #Max V (Reduced)
625
1.00
Ch Shear Stress
Loads
9%9%88%81% Ratio
Status
1899 #
Reaction 2 TL9.57Beam Wt per ft
Conditions
Data
<0.01 in.(1.5) DL Defl=
315
450
2700
300Uniform LL:
Par Unif LLPoint LL
OKOKOKOK
LL Defl
0.08
<0.01
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
1.0
1.0
0
0
0
J = 368
I = 850
H = 1501.0B = 5400
DistancePoint TL EndStartPar Unif TL
375 = AUniform TL:
R1= 9.3 in²
625
L / >1000L / 240
31 5807 #
4922
3249 #
3037 #5807 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.100
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.6
1.6
180
180
900
984
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.01
0.16
39.38
34.70
73.83
60.01
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 12 DF-L #2
Date: 1/08/21
MF-3-3AVAROL
Uniform and partial uniform loads are lbs per lineal ft.
Pt loads:
R2 = 3037R1 = 5807
J
I
H
Uniform Load A
SPAN = 3.25 FT
B
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 8.60 Le = 6.70 Ft0.9910Cl Stability
R2= 4.7 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
4490 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
17%18%100%59% Ratio
Status
1899 #
Reaction 2 TL6.83Beam Wt per ft
Conditions
Data
0.02 inRecom Camber=0.02 in(1.5) DL Defl=
315
450
2700
300Uniform LL:
Par Unif LLPoint LL
OKOKOKOK
LL Defl
0.08
0.01
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
1.0
1.0
0
0
0
J = 368
I = 850
H = 1501.0B = 5400
DistancePoint TL EndStartPar Unif TL
375 = AUniform TL:
R1= 8.9 in²
650
L / >1000L / 240
22 5802 #
4919
3249 #
3033 #5802 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
240
2400
2378
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.03
0.16
28.13
28.06
42.19
24.82
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
3-1/8x 9 GLB 24F-V4 DF/DF
Date: 1/08/21
MF-3-3AVAROL
Uniform and partial uniform loads are lbs per lineal ft.
Pt loads:
R2 = 3033R1 = 5802
J
I
H
Uniform Load A
SPAN = 3.25 FT
B
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 7.00 Le = 6.67 Ft0.9948Cl Stability
R2= 4.1 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
909 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
38%26%55%76% Ratio
Status
1207 #
Reaction 2 TL4.01Beam Wt per ft
Conditions
Data
0.01 in(1.5) DL Defl=
315
450
300Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.08
0.03
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
3.25
3.25
0
2.75
2.75
J = 368
I = 850
H = 150
EndStartPar Unif TL
375 = AUniform TL:
R1= 3.1 in²
405
L / 915L / 240
13 1675 #
1049
1017 #
1675 #1252 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1099
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.04
0.16
16.50
9.09
15.13
11.45
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 2x 6 HF #2
Date: 1/08/21
MF-3-3BVAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1675R1 = 1252
J
I
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 6.90 Le = 6.70 Ft0.9950Cl Stability
R2= 5.9 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
1512 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
20%20%60%70% Ratio
Status
1454 #
Reaction 2 TL6.17Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
375
520Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
3.25
0
0
I = 675
H = 150
EndStartPar Unif TL
650 = AUniform TL:
R1= 5.9 in²
405
L / >1000L / 240
20 2407 #
1956
1454 #
2407 #2407 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1099
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.03
0.16
25.38
15.12
30.66
21.34
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 8 HF #2
Date: 1/08/21
MF-5-3AVAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 2407R1 = 2407
I
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 6.90 Le = 6.70 Ft0.9950Cl Stability
R2= 5.7 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
1461 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
19%19%58%67% Ratio
Status
1389 #
Reaction 2 TL6.17Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
375
480Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.25
3.25
0
0
I = 675
H = 150
EndStartPar Unif TL
600 = AUniform TL:
R1= 5.7 in²
405
L / >1000L / 240
20 2326 #
1890
1389 #
2326 #2326 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1099
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.03
0.16
25.38
14.61
30.66
20.62
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 8 HF #2
Date: 1/08/21
MF-5-3BVAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 2326R1 = 2326
I
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 9.2 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
7174 #Max V (Reduced)
950
1.00
Ch Shear Stress
Loads
90%89%42%93% Ratio
Status
5363 #
Reaction 2 TL15.59Beam Wt per ft
Conditions
Data
0.24 in(1.5) DL Defl=
375
600Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.28
0.25
L / 531L / 480 LL Actual DeflLL Max Defl
Attributes
11.0
11.0
0
0
I = 675
H = 150
EndStartPar Unif TL
750 = AUniform TL:
R1= 9.2 in²
950
L / 270L / 240
171 8748 #
24058
5363 #
8748 #8748 #
11.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.001
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.8
1.8
410
410
2500
2503
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.49
0.55
62.34
26.25
123.39
115.34
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(3) 1-3/4x 11-7/8 1.9E LP SolidStart LVL
Date: 1/08/21
MF-5-11VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 8748R1 = 8748
I
H
Uniform Load A
SPAN = 11 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 11.6 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
6878 #Max V (Reduced)
750
1.00
Ch Shear Stress
Loads
74%73%74%89% Ratio
Status
5363 #
Reaction 2 TL12.25Beam Wt per ft
Conditions
Data
0.20 in(1.5) DL Defl=
375
600Uniform LL:
Par Unif LL
OKOKOKOK
LL Defl
0.28
0.20
L / 644L / 480 LL Actual DeflLL Max Defl
Attributes
11.0
11.0
0
0
I = 675
H = 150
EndStartPar Unif TL
750 = AUniform TL:
R1= 11.6 in²
750
L / 329L / 240
135 8730 #
24007
5363 #
8730 #8730 #
11.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
0.978
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
2.0
2.0
285
285
2900
2837
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.40
0.55
49.00
36.20
114.33
101.55
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 1-3/4x 14 2.0E LP SolidStart LVL
Date: 1/08/21
MF-5-11VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 8730R1 = 8730
I
H
Uniform Load A
SPAN = 11 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 7.00 Le = 6.67 Ft0.9948Cl Stability
R2= 2.7 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
778 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
30%21%47%64% Ratio
Status
861 #
Reaction 2 TL4.01Beam Wt per ft
Conditions
Data
<0.01 in.(1.5) DL Defl=
530Uniform LL:
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
663 = AUniform TL:
R1= 2.7 in²
405
L / >1000L / 240
13 1083 #
880
861 #
1083 #1083 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1099
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.03
0.16
16.50
7.78
15.13
9.61
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 2x 6 HF #2
Date: 1/08/21
MF-6-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1083R1 = 1083
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 3.0 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
951 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
45%31%49%76% Ratio
Status
980 #
Reaction 2 TL4.68Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
490Uniform LL:
OKOKOKOK
LL Defl
0.10
0.04
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
613 = AUniform TL:
R1= 3.0 in²
405
L / 773L / 240
19 1234 #
1234
980 #
1234 #1234 #
4.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
150
850
1105
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.06
0.20
19.25
9.51
17.65
13.40
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 6 HF #2
Date: 1/08/21
MF-6-4VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1234R1 = 1234
Uniform Load A
SPAN = 4 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 1.4 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
948 #Max V (Reduced)
875
1.00
Ch Shear Stress
Loads
73%50%36%65% Ratio
Status
980 #
Reaction 2 TL2.41Beam Wt per ft
Conditions
Data
0.03 in(1.5) DL Defl=
490Uniform LL:
OKOKOKOK
LL Defl
0.10
0.07
L / 661L / 480 LL Actual DeflLL Max Defl
Attributes
613 = AUniform TL:
R1= 1.4 in²
875
L / 478L / 240
10 1230 #
1230
980 #
1230 #1230 #
4.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.00
1.00
1.00
1.00
1.091
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.6
1.6
410
410
2360
2574
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.10
0.20
9.63
3.47
8.82
5.73
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
1-3/4x 5-1/2 1.5E LP SolidStart LVL
Date: 1/08/21
MF-6-4VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1230R1 = 1230
Uniform Load A
SPAN = 4 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 13.99 Le = 6.67 Ft0.9649Cl Stability
R2= 2.2 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
638 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
26%38%67%93% Ratio
Status
492 #
Reaction 2 TL2.0Beam Wt per ft
Conditions
Data
0.03 in(1.5) DL Defl=
303Uniform LL:
OKOKOKOK
LL Defl
0.11
0.03
L / >1000L / 360 LL Actual DeflLL Max Defl
Attributes
545 = AUniform TL:
R1= 2.2 in²
405
L / 629L / 240
7 888 #
722
492 #
888 #888 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1226
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.06
0.16
8.25
5.54
7.56
7.06
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
2x 6 HF #2
Date: 1/08/21
UR-1-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 888R1 = 888
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 9.23 Le = 12.00 Ft0.9886Cl Stability
R2= 4.2 in²
(psi)
'#
#
#
ft
Lu = 6.25 Ft
l
Selection
1388 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
34%51%48%84% Ratio
Status
945 #
Reaction 2 TL6.17Beam Wt per ft
Conditions
Data
0.09 in(1.5) DL Defl=
303Uniform LL:
OKOKOKOK
LL Defl
0.21
0.07
L / >1000L / 360 LL Actual DeflLL Max Defl
Attributes
545 = AUniform TL:
R1= 4.2 in²
405
L / 469L / 240
39 1721 #
2689
945 #
1721 #1721 #
6.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1256
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.16
0.31
25.38
12.07
30.66
25.68
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 8 HF #2
Date: 1/08/21
UR-1-6VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1721R1 = 1721
Uniform Load A
SPAN = 6.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 6.5 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4359 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
55%90%24%52% Ratio
Status
2131 #
Reaction 2 TL24.28Beam Wt per ft
Conditions
Data
1.23 inRecom Camber=0.82 in(1.5) DL Defl=
125
175
Par Unif LL
OKOKOKOK
LL Defl
1.03
0.57
L / 649L / 360 LL Actual DeflLL Max Defl
Attributes
31.0
15.5
15.5
0
I = 225
H = 315
EndStartPar Unif TL
R1= 7.6 in²
650
L / 267L / 240
753 4910 #
35544
2519 #
4213 #4910 #
31.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
0.916
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2529
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
1.39
1.55
99.94
23.69
324.80
168.67
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
5-1/8x 19-1/2 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-1-31VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 4213R1 = 4910
I
H
SPAN = 31 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 6.6 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4475 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
54%89%20%48% Ratio
Status
2131 #
Reaction 2 TL29.52Beam Wt per ft
Conditions
Data
1.23 inRecom Camber=0.82 in(1.5) DL Defl=
125
175
Par Unif LL
OKOKOKOK
LL Defl
1.03
0.55
L / 672L / 360 LL Actual DeflLL Max Defl
Attributes
31.0
15.5
15.5
0
I = 225
H = 315
EndStartPar Unif TL
R1= 7.7 in²
650
L / 271L / 240
915 4991 #
36173
2519 #
4294 #4991 #
31.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
0.898
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2480
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
1.37
1.55
121.50
24.32
364.50
175.04
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
6-3/4x 18 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-1-31VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 4294R1 = 4991
I
H
SPAN = 31 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 5.7 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4372 #Max V (Reduced)
750
1.00
Ch Shear Stress
Loads
45%74%19%40% Ratio
Status
2131 #
Reaction 2 TL26.25Beam Wt per ft
Conditions
Data
0.68 in(1.5) DL Defl=
125
175
Par Unif LL
OKOKOKOK
LL Defl
1.03
0.47
L / 797L / 360 LL Actual DeflLL Max Defl
Attributes
31.0
15.5
15.5
0
I = 225
H = 315
EndStartPar Unif TL
R1= 6.6 in²
750
L / 325L / 240
814 4941 #
35780
2519 #
4243 #4941 #
31.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
0.930
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
2.0
2.0
285
328
2900
3100
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
1.14
1.55
105.00
20.01
350.00
138.49
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(3) 1-3/4x 20 2.0E LP SolidStart LVL
Date: 1/08/21
UR-1-31VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 4243R1 = 4941
I
H
SPAN = 31 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 5.8 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4502 #Max V (Reduced)
750
1.00
Ch Shear Stress
Loads
46%77%16%37% Ratio
Status
2131 #
Reaction 2 TL31.5Beam Wt per ft
Conditions
Data
0.72 in(1.5) DL Defl=
125
175
Par Unif LL
OKOKOKOK
LL Defl
1.03
0.48
L / 774L / 360 LL Actual DeflLL Max Defl
Attributes
31.0
15.5
15.5
0
I = 225
H = 315
EndStartPar Unif TL
R1= 6.7 in²
750
L / 310L / 240
977 5022 #
36411
2519 #
4325 #5022 #
31.0
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
0.944
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
2.0
2.0
285
328
2900
3147
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
1.20
1.55
126.00
20.61
378.00
138.83
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(4) 1-3/4x 18 2.0E LP SolidStart LVL
Date: 1/08/21
UR-1-31VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 4325R1 = 5022
I
H
SPAN = 31 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 7.00 Le = 6.67 Ft0.9940Cl Stability
R2= 3.1 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
915 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
23%42%48%65% Ratio
Status
650 #
Reaction 2 TL4.01Beam Wt per ft
Conditions
Data
0.03 in(1.5) DL Defl=
400Uniform LL:
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.250H = 60
EndStartPar Unif TL
720 = AUniform TL:
R1= 3.1 in²
405
L / 857L / 360
13 1274 #
1035
650 #
1274 #1274 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1263
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.05
0.11
16.50
7.95
15.13
9.83
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 2x 6 HF #2
Date: 1/08/21
UR-2-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1274R1 = 1274
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 10.64 Le = 12.50 Ft0.9853Cl Stability
R2= 6.1 in²
(psi)
'#
#
#
ft
Lu = 6.25 Ft
l
Selection
1855 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
29%54%50%80% Ratio
Status
1250 #
Reaction 2 TL7.87Beam Wt per ft
Conditions
Data
0.07 in(1.5) DL Defl=
400Uniform LL:
OKOKOKOK
LL Defl
0.16
0.05
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
6.250H = 60
EndStartPar Unif TL
720 = AUniform TL:
R1= 6.1 in²
405
L / 665L / 360
49 2462 #
3847
1250 #
2462 #2462 #
6.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.200
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1156
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.11
0.21
32.38
16.13
49.91
39.94
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 10 HF #2
Date: 1/08/21
UR-2-6VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 2462R1 = 2462
H
Uniform Load A
SPAN = 6.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 20.91 Le = 23.72 Ft0.7936Cl Stability
R2= 8.1 in²
(psi)
'#
#
#
ft
Lu = 12.25 Ft
l
Selection
4187 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
46%84%49%75% Ratio
Status
2680 #
Reaction 2 TL11.39Beam Wt per ft
Conditions
Data
0.31 inRecom Camber=0.20 in(1.5) DL Defl=
438Uniform LL:
OKOKOKOK
LL Defl
0.31
0.14
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
12.250H = 60
EndStartPar Unif TL
788 = AUniform TL:
R1= 8.1 in²
650
L / 428L / 360
140 5261 #
16111
2680 #
5261 #5261 #
12.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2190
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.34
0.41
46.88
22.76
117.19
88.27
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
3-1/8x 15 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-3-12VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 5261R1 = 5261
H
Uniform Load A
SPAN = 12.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 12.00 Le = 23.34 Ft0.9750Cl Stability
R2= 8.1 in²
(psi)
'#
#
#
ft
Lu = 12.25 Ft
l
Selection
4322 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
38%71%34%46% Ratio
Status
2680 #
Reaction 2 TL16.81Beam Wt per ft
Conditions
Data
0.26 inRecom Camber=0.17 in(1.5) DL Defl=
438Uniform LL:
OKOKOKOK
LL Defl
0.31
0.12
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
12.250H = 60
EndStartPar Unif TL
788 = AUniform TL:
R1= 8.1 in²
650
L / 508L / 360
206 5294 #
16213
2680 #
5294 #5294 #
12.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2691
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.29
0.41
69.19
23.49
155.67
72.30
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
5-1/8x 13-1/2 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-3-12VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 5294R1 = 5294
H
Uniform Load A
SPAN = 12.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 5.5 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4263 #Max V (Reduced)
950
1.00
Ch Shear Stress
Loads
50%93%28%60% Ratio
Status
2680 #
Reaction 2 TL12.25Beam Wt per ft
Conditions
Data
0.22 in(1.5) DL Defl=
438Uniform LL:
OKOKOKOK
LL Defl
0.31
0.15
L / 957L / 480 LL Actual DeflLL Max Defl
Attributes
12.250H = 60
EndStartPar Unif TL
788 = AUniform TL:
R1= 5.5 in²
950
L / 389L / 360
150 5266 #
16127
2680 #
5266 #5266 #
12.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
0.978
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.8
1.8
410
472
2500
2812
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.38
0.41
49.00
13.56
114.33
68.81
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 1-3/4x 14 1.9E LP SolidStart LVL
Date: 1/08/21
UR-3-12VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 5266R1 = 5266
H
Uniform Load A
SPAN = 12.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 7.0 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
4432 #Max V (Reduced)
750
1.00
Ch Shear Stress
Loads
49%91%33%47% Ratio
Status
2680 #
Reaction 2 TL15.59Beam Wt per ft
Conditions
Data
0.22 in(1.5) DL Defl=
438Uniform LL:
OKOKOKOK
LL Defl
0.31
0.15
L / 973L / 480 LL Actual DeflLL Max Defl
Attributes
12.250H = 60
EndStartPar Unif TL
788 = AUniform TL:
R1= 7.0 in²
750
L / 394L / 360
191 5286 #
16190
2680 #
5286 #5286 #
12.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.001
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
2.0
2.0
285
328
2900
3339
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.37
0.41
62.34
20.29
123.39
58.19
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(3) 1-3/4x 11-7/8 2.0E LP SolidStart LVL
Date: 1/08/21
UR-3-12VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 5286R1 = 5286
H
Uniform Load A
SPAN = 12.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 13.99 Le = 6.67 Ft0.9649Cl Stability
R2= 1.4 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
393 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
15%24%41%58% Ratio
Status
284 #
Reaction 2 TL2.0Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
175Uniform LL:
OKOKOKOK
LL Defl
0.11
0.02
L / >1000L / 360 LL Actual DeflLL Max Defl
Attributes
3.250H = 20
EndStartPar Unif TL
315 = AUniform TL:
R1= 1.4 in²
405
L / >1000L / 240
7 548 #
445
284 #
548 #548 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1226
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.04
0.16
8.25
3.42
7.56
4.35
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
2x 6 HF #2
Date: 1/08/21
UR-6-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 548R1 = 548
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 7.00 Le = 6.67 Ft0.9940Cl Stability
R2= 3.7 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
1078 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
29%49%57%77% Ratio
Status
813 #
Reaction 2 TL4.01Beam Wt per ft
Conditions
Data
0.03 in(1.5) DL Defl=
500Uniform LL:
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.250H = 20
EndStartPar Unif TL
900 = AUniform TL:
R1= 3.7 in²
405
L / 740L / 360
13 1502 #
1220
813 #
1502 #1502 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1263
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.05
0.11
16.50
9.37
15.13
11.59
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 2x 6 HF #2
Date: 1/08/21
UR-7-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1502R1 = 1502
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 7.00 Le = 6.67 Ft0.9940Cl Stability
R2= 2.8 in²
(psi)
'#
#
#
ft
Lu = 3.25 Ft
l
Selection
816 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
21%37%43%58% Ratio
Status
609 #
Reaction 2 TL4.01Beam Wt per ft
Conditions
Data
0.02 in(1.5) DL Defl=
375Uniform LL:
OKOKOKOK
LL Defl
0.08
0.02
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
3.250H = 20
EndStartPar Unif TL
675 = AUniform TL:
R1= 2.8 in²
405
L / 975L / 360
13 1136 #
923
609 #
1136 #1136 #
3.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1263
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.04
0.11
16.50
7.09
15.13
8.77
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
(2) 2x 6 HF #2
Date: 1/08/21
UR-8-3VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1136R1 = 1136
H
Uniform Load A
SPAN = 3.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 8.58 Le = 10.37 Ft0.9904Cl Stability
R2= 4.3 in²
(psi)
'#
#
#
ft
Lu = 5.25 Ft
l
Selection
1331 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
33%54%46%71% Ratio
Status
952 #
Reaction 2 TL6.17Beam Wt per ft
Conditions
Data
0.05 in(1.5) DL Defl=
363Uniform LL:
OKOKOKOK
LL Defl
0.13
0.04
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
653 = AUniform TL:
R1= 4.3 in²
405
L / 661L / 360
32 1729 #
2269
952 #
1729 #1729 #
5.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.300
Cm Wet Use
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.3
150
173
850
1259
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.10
0.18
25.38
11.57
30.66
21.64
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
4x 8 HF #2
Date: 1/08/21
UR-9-5VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1729R1 = 1729
Uniform Load A
SPAN = 5.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 3.8 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
1334 #Max V (Reduced)
405
1.00
Ch Shear Stress
Loads
51%88%37%97% Ratio
Status
828 #
Reaction 2 TL9.57Beam Wt per ft
Conditions
Data
0.22 in(1.5) DL Defl=
125Uniform LL:
OKOKOKOK
LL Defl
0.33
0.17
L / 942L / 480 LL Actual DeflLL Max Defl
Attributes
225 = AUniform TL:
R1= 3.8 in²
405
L / 407L / 360
127 1554 #
5148
828 #
1554 #1554 #
13.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
0.950.80
N/A
1.15
0.80
1.00
1.15
1.100
Ci Incised
Cr Repetitive
Cd Duration
CF Size Factor Adjustments
1.3
1.2
150
138
850
860
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.39
0.44
39.38
14.50
73.83
71.81
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018, Incised
PT 4x 12 HF #2
Date: 1/08/21
UR-9-13VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1554R1 = 1554
Uniform Load A
SPAN = 13.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 0.00 Le = 0.00 Ft1.0000Cl Stability
R2= 2.4 in²
(psi)
'#
#
#
ft
Lu = 0.0 Ft
l
Selection
1340 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
48%83%22%39% Ratio
Status
828 #
Reaction 2 TL7.97Beam Wt per ft
Conditions
Data
0.31 inRecom Camber=0.21 in(1.5) DL Defl=
125Uniform LL:
OKOKOKOK
LL Defl
0.33
0.16
L / 997L / 480 LL Actual DeflLL Max Defl
Attributes
225 = AUniform TL:
R1= 2.4 in²
650
L / 434L / 360
106 1543 #
5113
828 #
1543 #1543 #
13.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2760
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.37
0.44
32.81
7.28
57.42
22.23
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
PT 3-1/8x 10-1/2 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-9-13VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 1543R1 = 1543
Uniform Load A
SPAN = 13.25 FT
BeamChek v2019 licensed to: Kenneth H Swartz, Swartz Engineering Reg # 2999-68387
Rb = 15.11 Le = 17.70 Ft0.9479Cl Stability
R2= 4.4 in²
(psi)
'#
#
#
ft
Lu = 9.25 Ft
l
Selection
2299 #Max V (Reduced)
650
1.00
Ch Shear Stress
Loads
43%75%38%52% Ratio
Status
1503 #
Reaction 2 TL7.97Beam Wt per ft
Conditions
Data
0.20 inRecom Camber=0.13 in(1.5) DL Defl=
325Uniform LL:
OKOKOKOK
LL Defl
0.23
0.10
L / >1000L / 480 LL Actual DeflLL Max Defl
Attributes
9.250H = 20
EndStartPar Unif TL
585 = AUniform TL:
R1= 4.4 in²
650
L / 483L / 360
74 2835 #
6556
1503 #
2835 #2835 #
9.25
Min Bearing Area
Fc
TL Actual DeflTL Max Defl
Bm Wt Included Maximum V
Max Moment
Reaction 2 LL
Reaction 1 TL
Reaction 1 LL
Values
1.001.00
N/A
1.15
1.00
1.00
1.15
1.000
Cm Wet Use
Cr Repetitive
Cd Duration
Cv Volume Adjustments
1.8
1.8
240
276
2400
2616
Reference Values
Adjusted Values
E (psi x mil)Fv (psi)Fb (psi)
0.23
0.31
32.81
12.49
57.42
30.07
Beam Span
TL Defl (in)Shear (in²)Section (in³)
Actual
Critical
NDS 2018
3-1/8x 10-1/2 GLB 24F-V4 DF/DF
Date: 1/08/21
UR-10-9VAROL
Uniform and partial uniform loads are lbs per lineal ft.
R2 = 2835R1 = 2835
H
Uniform Load A
SPAN = 9.25 FT