REVIEWED BLD2023-1195+STRUCTURAL Calculations+9.25.2023_8.56.08_AM+3801447STRUCTURAL CALCULATIONS/SKETCHES
McCann Structural Solutions
4621 West View Drive
MS2
CIVIL & STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
Email: msguuared48,g vahoo.com
WA
Web: http:11mmcengineering. tripod. com
Project: BLD2023-1195
Date:
Page
Subject:
By:
Project No:
IVED
Sep 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
STRUCTURAL CALCULATIONS
FOR THE
Saffold Residence Garage / Deck "Addition"
REVIEWED
BY
CITY OF EDMONDS
Michael Y. McUann, F , S.L
8008 Talbot Road
Edmonds, WA 98020
M2 Project 423-142
LM
9/18/23. 6:55 PM
Building Codes & Design Info - City of Edmonds, WA
BUILDING CODES & DESIGN INFO
Building Codes adopted by the City of Edmonds as of 2/1/2021 as amended by the State of
Washington Building Code Council (SBCC).
Adoption of the 2021 Codes and Amendments has been delayed by the state until October 29,
2023.
See link below for amendments specific to the Edmonds Community Development Code (ECDC).
2018 International Building Code
2018 International Residential Code
2018 International Mechanical Code
2018 International Fuel Gas Code
2018 International Fire Code
2018 International Existing Building
Code
2018 International Property
Maintenance Code
2018 ICC Performance Code
2018 Washington State Energy Code
• Residential
• Commercial
2018 Uniform Plumbing Code
Edmonds Community Development
Code Title 19
WA State Amendments to ICC
Codes as applicable
Electrical permits are administered
by WA State Dept. of L&I. The edition
of the National Electrical Code in
effect is that which is currently
adopted by the State.
The International Code Council promulgates
the International Codes that form the basis for
building codes in Washington State and the City
of Edmonds. Visit their site to explore the
national code development process.
In Washington the State Building Code Council
is charged with the adoption and amendment of
• the International Codes. The council was
created by the State Legislature in 1974 and
given authority from RCW 19.27.
A good source of code books and other code
related publications is the Washington
Association of Building Officials Bookstore. You
• can also check the WABO website to check for
training opportunities, resources and to see
what is happening within the state building code
world.
The State Energy Codes. A very good source of
information on energy codes with some very
useful publications is the WSU Energy
Extension.
Ele
https://www.edmondswa.gov/government/departments/development_services/building_division/building_codes_design_info 1/2
9/18/23, 6:55 PM Building Codes & Design Info - City of Edmonds, WA
DESIGN CRITERIA FOR EDMONDS
Min. Roof Snow Load
Ground Snow Load
Seismic Design
Wind Speed
Wind Exposure
Winter Design Temp
Mean Annual Temp
25 psf (non -reducible)
25 psf (non -reducible)
Category D1(Residential) / Category D (Commercial)
85 mph (Basic),110mph (Ultimate)
B,C & D (varies with location contact plan review staff)
27 degrees F (-3 degree C)
50 degrees F (10 degree C)
�01
https://www.edmondswa.gov/government/departments/development_services/building_division/building_codes_design_info 2/2
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STRUCTURAL CALCULATIONS/SKETCHES
MS2
McCann Structural Solutions
CIVIL & STRUCTURAL ENGINEERING
4621 West View Drive
Everett, WA 98203
OFFICE: (425) 879-7949
MICHAEL P. MCCANN P.E., S.E.
Email: mgc,isquared48yahoo.com
WA
Web: http://Mmcengineering.tripod.com
Pr9Ject:
Date: — �
Page
Subject:
By:
Project jVo
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STRUCTURAL CALCULATIONS/SKETCHES
McCann Structural Solutions
4621 West View Drive
2
M
CIVIL & STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: msquared48La)vahoo.com
Web: http•//mmcengineering.tripod.com
Project:
Date �
Page
/4111
Sub'ect:�y�
By:
Project No:,/
-Z
-
A
Roof
Load
Floor Load
Live
25
25
40
40
50
50
0
60
100
Dead
12
20
10
22
10
22
10
22
10
2
X 6
@
8
15-10
14-10
12-3
12-1
11-4
11-4
10-8
10-8
9-0
@
12
13-10
13-0
10-8
10-4
9-10
9-7
9-4
9-0
7-9
@
16
12-5
11-3
9-9
8-11
9-0
8-3
8-5
7-9
6--8
@
19.2
11-4
10-3
9-1.
8-1
8-4
7-7
7-8
7-1
5-1.1
@
24
10-1
9-2
8-1
7-4
7-5
6-9
6-10
6-4
4-9
2
X 8
@
8
20-1.0
19-7
16-1
16-0
15-0
14-10
14-1
13-11
11--11
@
12
18-1
16-5
14-1
13-1
13-1
12-1
12-3
11-4
9-10
@
16
15-9
14-3
12-1
11-4
11-6
10-6
10-7
9-10
8-6
0
19.2
14-4
13-0
11-6
10-4
10-6
9-7
9-9
9-0
7-9
@
24
12-10
11-7
10-3
9-3
9-4
8-7
8-8
8-0
6-3
2
X 10
@
8
26-7
24-7
20-7
19-6
19-1
18-1•',
18-0
17-0
14--8
@
12
22-2
20-1
17-9
16-0",
16-3
14-10
5=
13-10
12-0
@
16
19-2
17-5
15-4
13-16
14-1
12-10
13-
12-0
10-4
@
19.2
17-6
15-10
14-1
12-7
12-10
11-9
-10
11-0
9-6
@
24
15-8
14-2
12-7
11-3
11-6
10-6
:10-7
9-10
8-0
2 -X
12
@
8
31-6
28-6
25-1_
22-8
23-0
21-0
21-4
19-9
17--0
@
12
25-8
23-4
20-7
18-6
18-10
17-2
17-5
16-1-
13-11
@
16
22-3
20-2
17-10
16-0
16-3
14-10
'15-1
13-11
1�!-0
@
19.2
20-4
18-5
16-3
14-8
14-10
13-7
13-9
12-9
1.1.-0
@
24
18-2
16-6
14-7
13-1
13-3
12-1
12-4
11-4
51-8
2 X 14
@
8
35-2
31.-10
28-2
25-4
25-9
23-6
23-10
20-0
3.9-0
@
12
28-8
26-0
23-0
20-8
21-0
19-;2
'19-6
18-0
15-6
@
16
24-10
22-6
20-0
17-11
18-2
16-7
'16-10
15-7
13-5
@
19.2
22-8
20-7
18-2
16-4
16-7
15-2
1.5-4
14-3
12-3
@
24
20-2
18-5'
6-35
14-7
14-10
13-7
13-9
12-9
li-0
Note: Values shown are
for repetitive
stress
conditions, loaded on
the
major axis of the
member.
STRUCTURAL CALCULATIONS/SKETCHES
McCann Structural Solutions
4621 West View Drive
MS2CIVIL
& STRUCTURAL ENGINEERING
Everett, WA 98203
OFFICE: (425) 879-7949
MICHAEL P. MCCANN P.E., S.E.
Email: msguared48C46ahoo.c•om
WA
Web: http://mmcengineering.tripod.com
Pro' ct:
ZIP
Date''
Page
Subject:
By:
1'VA��Z
Project
2X Members;
11 & Better, 11,
& 12;
Hem -Fir &
DFL
(Repetitive Stress values)
Douglas -Fir Larch
Hem -Fir
2
X
4
1984
1725 1509
1811
1639
1466
2
X
6
1719
1495 1308
1570
1420
1271
2
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8
1587
1380 120$
1449
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1173
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1207
1093
978
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14
1190
1035 906
1087
983
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Hem -Fir
Si"
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4
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1500 1312.
1575
1425
1275
4
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6
1495
1306 1137
1365
1236
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4
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8
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1300 - 1137
1365
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1105
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1380
1200 1050
1260
1140
1020
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1100 962•
1155
1045
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1000 - 875
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950
850
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'
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Ham -Fir
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as
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6 &
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1200 750
1200
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1359 875
1300
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675
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STRUCTURAL CALCULATIONS/SKETCHES
2 McCann Structural Solutions 4621 West View Drive
M CIVIL & STRUCTURAL ENGINEERING Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E. OFFICE: (425) 879-7949
WA Email: msquared48(c)vahoo.com
Web: http://mmcengineering.tripod.com
Project: � Date:
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m CIVIL & STRUCTURAL ENGINEERING Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E. OFFICE: (425) 879-7949
WA Email: msquared4&i,vahoo.com
Web: http://mmcengineering.tripod.com
P ect: Date: Page
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STRUCTURAL CALCULATIONS/SKETCHES
McCann Structural Solutions
4621 West View Drive
2
MSCIVIL
& STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: msauared48(6,vahoo.com
Web: http://Mmcengineering. tripod. com
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McCann Structural Solutions
4621 West View Drive
MS2
CIVIL & STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: msquared48(j�;vahoo. coin
Web: http://mmcengineering.tripod.com
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McCann Structural Solutions
4621 West View Drive
MS2
CIVIL & STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: msguared48(i)vahoo.cons
Web: http•//mmcengineering.tripod.com
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Date:
Page
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McCann Structural Solutions
4621 West View Drive
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& STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: m4uared48(a_yahoo.com
Web: http •//Mmcengineering. tripod. com
Pro ct:
Date:
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STRUCTURAL CALCULATIONS/SKETCHES
MS2
McCann Structural Solutions
CIVIL & STRUCTURAL ENGINEERING
4621 West View Drive
Everett, WA 98203
OFFICE: (425) 879-7949
MICHAEL P. MCCANN P.E., S.E.
Email: msquuared48(c vahoo.con7
WA
Web: http:llmmcengineering.tripod.com
P 'ect•
Date:
Page
SuW*ect:
By:
Project No: ,
HEM -FIR STUDS, %" PLYWOOD, & 8d NAILS'
WOOD -FRAMED SHEAR WALL SCHEDULE
FOR HEM -FIR FRAMING VVI6W SHEATHING NAILS
tYPE
(,)
$W SHEAIHING
APA RATED
EDGE KITING
0A
GOT10M PLATE
ATTACHMENT
(1q
FRAMING CLIP
TO WALL BELOW
(A1")
MINIMUM RIM
THICKNESS
FRAMING AT
PANEL EDGES
H.1x.1A)
BLOCKING AT
PANEL EDGES
PI
ANCHOR BOLT 10
CONCRETE FOUNDATION
Mn)
SILL R AT
FOUNDATION
OR
SHEAR WALL CAPACITY (PLF)
SEISMIC
WIND
SW-6
1�32 CD-C%I
O.IJ 1'0 .
O 6'OC7
0.146'0 x 31%
O 5'OC
LIPS O IB'DC
11/j
2x
2.
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P.T. 2.
112
339
S/Bo O 60'OC
P.T. 3,
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1
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0.137"O . 2)§"
O 4'OC
Od 18'0 x 31/(
0 4'OC
LIPS O 12OC
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k
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495
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P.T. 3.
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.
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O 24'OC
P.T. 1.
456
637
S/g'O O 32'OC
P.T. 3x
SW-2
1562 CO-ExT
O.131'0 . 2�j'
O 2'OC
0.146*0 . 37
O 2'DC. STAGGERED
LIPS 0 6'OC
31/j
2.
3, OR
FLAT 2x
'e O 18'o[
P.T. 2.
595
831
S/6"O 0 24'OC
P.T. 3.
2SW-4
1%2' CD-EXT
BOTH SIDES
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0 4'OC
S0525500 0 4*OC
STAGGERED
LTPS 0 6"OC
}I/j
STAGGERED 2.
3x
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990
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1190116525w-1
NOTES
1. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL. PANEL EDGE JOINTS ON 21 FRAMING SKILL BE
STAGGERED SO THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS.
2. BLOCKING IS REQUIRED AT ALL PANEL EDGES.
3. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENIWE LENGTH OF THE WALLS INDICATED ON THE PLANS,
ENDS OF FULL HENRI WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PUNS.
HOLDOWN REQUIREMENTS PER PUNS.
4. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING MAY ALSO BE REWIRED TO
EACH STUD USED IN BUILT-UP HOLDOWN POSTS. ADDITIONAL INFORMATION PER HOLDOWN SCHEDULE H
DETAILS.
5. INTERMEDIATE FRAMING TO BE 2. MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH
0.131'ox2�' NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16bOxC AND 0.131'Z} * NAILS AT 6'OC WHCRE
STUDS ARE SPACED AT 24'OC.
6. 'LTP5' SHALL BE ORIENTED LENGTHWISE (HORIZONTAL) AT PLATE TO RIM.
7. BASED ON 0.131"04J* NALS USED 10 ATTACH FRAMING CLIPS DIRECTLY 10 FRAMING. USE 0.131'047 "
NAILS WHERE INSTALLED OVER SHEATHING.
S. SIMPSON "A35" MAY BE USED IN LIEU OF "LTP5'.
9. MUDSILL ANCHORS' SIMPSON 'MASA' OR 'MASAP' STANDARD INSTALLATION. REFER 10 MANUFACTURER FOR
MORE INFORMATION.
10. ANCHOR BOLTS SHALL BE PROVIDED WITH HDT-OIPPEO GALVANIZED STEEL RATE WASHERS 3'x3'x0.229'(MIN).
THE HOLE IN THE PULE WASHER MAY BE DIAGONALLY SLOTTED I�f6 s1�' PROVIDED A STANDARD CUT
WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE WASHER TO EXTEND TO WITHIN j'2' OF
THE EDGE OF THE SILL PULE ON THE SIDE(S) WIN SHEATHING. WHERE SHEAR WALLS ARE SHEATHED ON
BOTH SIDES OF 2.6 WALL FRAMING. USE 4.5".Y.0.229"(11IN) PLATE WASHERS. EMBED ANCHOR BOLTS 7'
NORMAN INTO THE CONCRETE. [%-0.8' MIEN NO ANCHOR SCREWS MAY BE USE IN LIEU OF J-BOLTS AT
EXISTING CONCRETE WITH PLATE WASHER & SPACING REQUIREMENTS PER SCHEDULE.]
11. PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED
2E0 ([LECTRO-PLATWC G NO1 ACCEPTABLE) NAKS -0 CONNECIOR PLATES (FEINTING ANIxEs, m.)
FOR ALL CONNECTORS IN CONTACT MTN PRESSURE TREATED FRMtlNG MEMERS. ADN11ONAL INFORMATION
PER STRUCTURAL NOTES.
12. AT ADJOINING PANEL EDGES. (2) 2x STUDS NAILED TOGETHER MAT BE USED IN PLACE OF SINGLE 3. STUD.
DOUBLE 2. STUDS SKILL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3' LONG NAILS
OF 11E SAME SPACING AND OAMETER AS THE PLATE NAILING.
13. WHERE ABUTTING PANELS OR SILL PLATES REQUIRE 3x MINIMUM. NAIL STUDS TO 3. EKATOM/SILL PLATES
WITH (3) 0.148'0.31/' TOENAILS.
14. "SOS25500' IS 1/4'0.5' SIMPSON SELF -TAPPING. STRUCTURAL WOOD SCREW VAIN A 3/e HEX HEAD AND
HAVE A MINIMUM 3/j FROM PLATE EDGE TO SCREW CENIERLINE AND 2' EMBED INTO RIM.
STRUCTURAL CALCULATIONS/SKETCHES
McCann Structural Solutions
4621 West View Drive
MS2
CIVIL & STRUCTURAL ENGINEERING
Everett, WA 98203
MICHAEL P. MCCANN P.E., S.E.
OFFICE: (425) 879-7949
WA
Email: msauared48(c �vahoo.com
Web: http://Mmcengineering.tripod.com
Pro' ct:
Date•
Page
su ' ct:
By- �, ^
Project o:
HOLDOWN SCHEDULE M WOOD -FRAMED WALLS & 8" MIN STEM WALL (HF-WIND)
HOLDOWN SCHEDULE I.,
MARK
MODEL #
(+)
ALLOWABLE UPLIFT
(LBS) 16
MIN END
STUDS
(2)
STUD
FASTENERS
CONCRETE
ANCHOR
O2 (3)
MID WALL
CORNER
END WALL
1
O3 LSTHD8 I-)
2675
2320
1915
(2) 2x
(20)16d SINKERS
NIA
2
O3 STHD10 I6)
4195
3500
2585
(2) 2x
(28)16d SINKERS
NIA
3
O STHD14 re)
5345
4210
(2) 2x
(30)16d SINKERS
NIA
4 <
5
HDU2.SDS2.5
HDU4-SDS2.5
2215
(2) 2x
(6)1/4"0x2y` SDS
16
3285
(2) 2x
(10)1/q'Ox2%" SDS
sree SSTB16
6
HDU5-SDS2.5
4065
(2) 2x
(14)%"0x2y" SDS
sre a SSTB24
7
HDU8-SDS2.5
4870
(2) 2x
(20)y"0x21/p' SDS
ure SSTB28
8
HDU8-SDS2.5
6665
(3) 2x
(20)y"00j' SDS
AV SST1328
9
HDU11-SDS2.5
6865
(4) 2x OR 6x
(30)}Y44"0x2y" SDS
1'0 ATR W/
EMBED ,4)
10
HDU11-SDS2.5
8045
(5) 2x OR 8x
(30)1/4"0x2y" SDS
1'0 ATR Wl
EMBED (4)
11
HDU14-SDS2.5
10350
(4) 2x OR 6x6
(36)y"0x2y" SDS
1"0 ATR W/
EMBED
12
HHDQ11-SDS2.5
8505
(4) 2x OR 6x
(24)y'0x2y" SDS
1"0 ATR W/
_ EMBED
13
HHDQ14SDS2.5
9370
(5) 2x OR 8x
(30)y"0x2y" SDS
1"OATR W/
EMBED
14
HD12
11055
(3) 2x OR 6x
(4)1.0 BOLTS
1y"0 ATR W/
EMBED
15
HD12
12690
6x6
(4)1`0 BOLTS
1Y8"O ATR W/
EMBED
16
HD19
15270
(5) 2x OR 8x
(5)1"0 BOLTS
1i4"0 ATR W/
— EMBED
NOTES:
1. HOLDOWNS SPECIFIED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE CO. INC.; ACCEPTABLE EQUIVALENT PRODUCT
SUBSTITUTIONS ARE AVAILABLE FROM OTHER MANUFACTURERS WITH FOR APPROVAL. FOLLOW ALL MANUFACTURER
GUIDELINES NECESSARY TO ACHIEVE FULL ICC DESIGN VALUES.
2. REFERENCE PLANS FOR ADDITIONAL STUD REQUIREMENTS WHERE OCCURS.
3. HOLDOWN SHALL BE INSTALLED TIGHT TO STUDS WITHOUT FILLERS OR DAPPING. DO NOT BEND HOLDOWN ANCHORS.
4. PROVIDE 1/4"x3"SO PLATE WASHER IN BETWEEN STANDARD DOUBLE NUTS. EMBED LENGTH EQUAL TO TOP OF CONCRETE
DOWN TO TOP OF PLATE WASHER.
5. [�N" INDICATES ON PLAN HOLDOWN MODEL AND MINIMUM STUD REQUIREMENTS, TYP,
6. CONTRACTOR TO COORDINATE WHERE "RX HOLDOWNS ARE REQUIRED.
SINGLE SHEAR WALL OVERTURNING
Project No:
23-142
Forces are: ASD
Story:
Main
Seismic = 0.33
Along Grid Line:
1 and 3
.7 Seismic = 0.231
Wind = 0.46
Item
Variable
Wind Mot Kft Wind Sum Mot kft
Mot Above =
0 KFt
4.14 4.14
V wall =
0.46 kips
Seismic Mot kft Seismic Sum Mot kft
H above =
0 feet
2.079 2.079
H Story =
9 feet
Sum Wall DL (K)
L wall =
18.33 feet
1.6497
Wall DL =
0.01 ksf
W roof DL =
0.015 ksf
Roof DL (Klf) Sum Floor DL (Klf)
Sum R + Fl (Klf)
W roof TW =
7.5 feet
0.1125 0
0.1125
W floor DL =
0.01 ksf
W floor TW =
0 feet
Uplift FS =1.0 .61D + W
.6 D + 0.7E
No of Flrs =
0 1, 2, ...
-1.484968509-1.336571841
-1.45216354
P Min DL =
0 kips
Uplift FS = 1.50
P Lever Arm =
0 feet
-1.368872042
Negative Values mean no uplift
Uplift FS = 1.00
-1.48497 Kips
For Mr/Mot >= 1.00 w/0.9*DL
(0.91) + E or W)
Uplift FS = 1.50
-1.36887 Kips
For Mr/Mot >=1.50
(0.91) + E or W)
.6 D + W =
-1.33657 Kips
Per ASCE 7 - Use if wind controls
.6 D + 0.7E _
-1.45216 Kips
Per ASCE 7 - use if seismic controls
Simpson Holddown/wood Column =
No Holddowns needed
-Mot Above is the total overturning to the wall from stories above
Vwall is the total shear to the top of the wall in question
H above is the height of wall above the top of the wall in question
H story is the story height of the wall in question
L wall is the length of the wall in question
Wall DL is the unit weight of the wall construction
W roof DL is the unit DL weight of the roof construction
W roof TW is the tributary width of the roof framing to the shear wall
W floor DL is the unit DL weight of the floor construction
W floor TW is the tributary width of the floor framing to the shear wall
No of Firs is the number of floors supported by the shearwall above the top plate
P Min DL is the least dead load point load from a beam or header supported by the shear wall
P Lever Arm is the least distance from P min DL to the fulcrum of the shear wall
SINGLE SHEAR WALL OVERTURNING
Project No: 23-142 Forces are:
Story: Main Seismic =
Along Grid Line: A .7 Seismic =
Wind =
ASD
0.33
0.231
0.76
Item
Variable
Wind Mot Kft Wind Sum Mot kft
Mot Above =
0 KFt
6.84 6.84
V wall =
0.76 kips
Seismic Mot kft Seismic Sum Mot kft
H above =
0 feet
2.079 2.079
H Story =
9 feet
Sum Wall DL (K)
L wall =
6 feet
0.54
Wall DL =
0.01 ksf
W roof DL =
0.015 ksf
Roof DL (Klf) Sum Floor DL (Klf)
Sum R + FI (Klf)
W roof TW =
2 feet
0.03 0
0.03
W floor DL =
0.01 ksf
W floor TW =
0 feet
Uplift FS = 1.0 .61D + W
.6 D + 0.7E
No of Firs =
0 1, 2, ...
0.890181818 0.968727273
0.103090909
P Min DL =
0 kips
Uplift FS = 1.50
P Lever Arm =
0 feet
1.512
Negative Values mean no uplift
Uplift FS = 1.00
0.890182 Kips
For Mr/Mot >=1.00 w/0.9*DL
(0.91) + E or W)
Uplift FS = 1.50
1.512 Kips
For Mr/Mot >= 1.50
(0.91) + E or W)
.6 D + W =
0.968727 Kips
Per ASCE 7 - Use if wind controls
.6 D + 0.7E =
0.103091 Kips
Per AS--ase-f`seismic 66htrols
Simpson Holddown/wood Column = Simpson HD2/tSDS2.5 W/ A36 5/8" dia threaded rod
i'' Embedded 6" w/Simpson Set-XP
Mot Above is the total overturning to the wall from stores--above-----
Vwall is the total shear to the top of the wall in question
H above is the height of wall above the top of the wall in question V
H story is the story height of the wall in question \
L wall is the length of the wall in question
Wall DL is the unit weight of the wall construction
W roof DL is the unit DL weight of the roof construction
W roof TW is the tributary width of the roof framing to the shear wall
W floor DL is the unit DL weight of the floor construction
W floor TW is the tributary width of the floor framing to the shear wall
No of Firs is the number of floors supported by the shearwall above the top plate
P Min DL is the least dead load point load from a beam or header supported by the shear wall
P Lever Arm is the least distance from P min DL to the fulcrum of the shear wall
SINGLE SHEAR WALL OVERTURNING
Project No: 23-142 Forces are:
Story: Main Seismic =
Along Grid Line: C .7 Seismic =
Wind =
ASD
0.33
0.231
0.76
Item
Variable
Wind Mot Kft Wind Sum Mot kft
Mot Above =
0 KFt
6.84 6.84
V wall =
0.76 kips
Seismic Mot kft Seismic Sum Mot kft
H above =
0 feet
2.079 2.079
H Story =
9 feet
Sum Wall DL (K)
L wall =
4 feet
0.36
Wall DL =
0.01 ksf
W roof DL =
0.015 ksf
Roof DL (Klf) Sum Floor DL (Klf) Sum R + FI (Klf)
W roof TW =
2 feet
0.03 0 0.03
W floor DL =
0.01 ksf
W floor TW =
0 feet
Uplift FS = 1.0 .6D + W .6 D + 0.7E
No of Flrs =
0 1, 2, ...
1.707428571 1.762285714 0.402
P Min DL =
0 kips
Uplift FS = 1.50
P Lever Arm =
0 feet
2.684571429
Negative Values mean no uplift
Uplift FS = 1.00
1.707429 Kips
For Mr/Mot >= 1.00 w/0.9*DL (0.91D + E or W)
Uplift FS = 1.50
2.684571 Kips
For Mr/Mot >= 1.50 (0.9D + E or W)
.6 D + W =
1.762286 Kips
Per ASCE 7 - Use if.vind-controls---- , -.-
.6 D + 0.7E =
0.402 Kips
Per AKE-7-- use if seismic controls -..
Simpson Holddown/wood Column =
Simpson HD2�,SDS2.5 W/ A36 5/8" dia threaded rod
Embedded 8" w/Simpson Set-XP
Mot Above is the total overturning to the wall from stories above
Vwall is the total shear to the top of the wall in question _..... .
H above is the height of wall above the top of the wall in question
H story is the story height of the wall in question
L wall is the length of the wall in question
Wall DL is the unit weight of the wall construction
W roof DL is the unit DL weight of the roof construction
W roof TW is the tributary width of the roof framing to the shear wall
W floor DL is the unit DL weight of the floor construction
W floor TW is the tributary width of the floor framing to the shear wall
No of Flrs is the number of floors supported by the shearwall above the top plate
P Min DL is the least dead load point load from a beam or header supported by the shear wall
P Lever Arm is the least distance from P min DL to the fulcrum of the shear wall
Anchor DesignerT"^
Software
Version 3.1.2303.1
1.Prpject information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: A615 Grade 60 Rebar
Diameter (inch): 0.625
Effective Embedment depth, her (inch): 8.000
Code report: ICC-ES ESR-2508
Anchor category: -
Anchor ductility: No
hmin (inch): 11.75
cao (inch): 14.45
Cmin (inch): 1.75
Smo (Inch): 3.00
Recommended Anchor
Anchor Name: SET-XP® - SE
Code Report: ICC-ES ESR-2;
a
v�
Company:
Date:
9/20/2023
Engineer:
Page:
1 /5
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 12.00
State: Uncracked
Compressive strength, f. (psi): 2500
4Jo,v: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: No
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/1107
Reduced installation torque (for AT-313): Not applicable
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
�.7i►��i1.�•�►■ Anchor Designer TM
Software
Version 3.1.2303.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 1770
Vuax [lb]: 0
Vuay [lb]: 0
<Figure 1>
O lb
Company:
Date:
9/20/2023
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Z
1770 lb
41
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
1+71►�i��Y•�►■ Anchor Designer"m
Software
- Version 3.1.2303.1
<Figure 2>
Company:
Date:
9/20/2023
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
�7i►��i�.�•�►■ Anchor DesignerT""
Software
Version 3.1.2303.1
Company:
Date:
9/20/2023
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
IVaa (lb) Vuax (lb) Vuay (lb) J(Vuax)2+(Vuay)' (lb)
1 1770.0 0.0 0.0 0.0
Sum 1770.0 0.0 0.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (Ib): 1770
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
N5a (Ib) 0 ONw (lb)
27900 0.65 18135
S. Concrete Breakout Strength of Anchor in Tension (Sec,17.6.21
Nb = kcAa4foh.d -'(Eq. 17.6.2.2.1)
kc Aa fc (psi) her (in) Nb (lb)
24.0 1.00 2500 8.000 27153
ONcb = 0(ANcIANco)Ted,N'f%,NY%p,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (In2) AN. (In2) Ca,min (in) Vjed,N To,N 'Fcp,N Nb (lb) 0 ^b (lb)
192.00 576.00 4.00 0.800 1.00 0.831 27153 0.65 3909
6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5)
Tkurwy = Tk,unafshort-reimKsat
Tk,una (psi) fshort-term Ksat rk,uW (psi)
845 1.00 1.00 845
Nba = A e r nandahet (Eq. 17.6.5.2.1)
A a Tuna (psi) de (in) her (in) Nba (lb)
1.00 845 0.63 8.000 13273
ON,, = 0 (ANeI ANao)'Fed,Ne �Icp,NeNbe (Sec. 17.5.1.2 & Eq. 17.6.5.1 a)
AN. (In2) ANao (in2) CNa (in) ca,min (In) Wed, No 'Fcp,Ne Nba (lb) 0 ON. (lb)
87.65 120.03 5.48 4.00 0.919 0.379 13273 0.65 2195
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Il+']I►r/1:1+7•J►�■ Anchor Designer TM
Software
Version 3.1.2303.1
Company:
Date:
9/20/2023
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
11. Results --'
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension Factored Load, Nye (lb) Design Strength, oN� ( Ratio �,'v Status
C}ceI 477r1 4A1AC. A 1n Dacc
Concrete breakout 1770 3909 0.45 Pass
Adhesive 1770 2195 0.81 Pass
SET-XP w/ #5 A616 Gr. 60 Rebar with hef = 8.000 inch meets the selected design criteria.
12. Warnings
- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension
and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com