REVIEWED BLD-BLD2022-0099+Structural_Analysis_or_Calculations+1.25.2022_8.53.00_PM+2641537E
ESGDESIGN
Eli Grassley, P.E.
RECEIVED _ """"'REVIEWED""""
BY
Jan 27 2022 BLD2022-0099 CITY OF EDMONDS
CITY OF EDMONDS BUILDING DEPARTMENT
DEVELOPMENTSERVICES """"""""""""""""""""""""`
DEPARTMENT
5TRUCTURAL CALCULATION5.
FOR
ANDREWS REMODEL
Edmonds, kYA
1-19--2022
PREPARED BY:
JANUAPY /9, 2022 % '810
ENGINEERED • STRUCTURES • GLOBAL • DESIGN
ESG Design, PLLC - 12540 202nd PL SE, Issaquah, WA 98027 1 engineer@esg-design.com 1 206-660-2044
NC�IN 1� 5Tl�UGTU S 610'�5AL Dff516N, F71
ESGDESIGN
Protect: Andrews Remodel
Description: Remodel with structural alterations and changes to existing exterior shearwall
Location: Edmonds, WA
Code: IRC 2018
STRUCTURAL LOADING SUMMARY
Vertical Loads: Attic LL = 10 PSF
Roof DL = 12 PSF
Roof SL = 25 PSF
Lateral Loads: Existing assumed shearwall lateral strength = 200 PLF
Size new retrofit shear wall to receive capacity of lost
exterior wall length. See elevation markup.
ESGDESIGN
(N) HEADER
PER FRAMING PLAN
(N) WINDOW, MATCH "I3E" 51ZE--\
VERIFY (E) OR PROVIDE) A 3
(N) EXTERIOR SHEATHING
PER 5W SCHEDULE,
PROVIDE (N) HOLD-DOWNS
PER HD SCHEDULE
(N) HOLD-DOWN5�j
u
(N) 5HEARWALL
SKYLIGHT
(E) DOOR "23E"
TO BE SHIFTED LEFT
(E) 5HEARWALL PORTIONS TO BE REMOVED
A55UMED EXISTING 5HEARWALL CAPACITY = 200 PLF
REMOVED 5HEARWALL PORTIONS TOTAL LENGTH = 9'-8"
TOTAL REMOVED 5HEARWALL 5TRENGTH = 200 * 9.GG = 1932#
REQUIRED NEW 5HEARWALL STRENGTH = 1932# / 4.33' = 44G PLF
VERIFY EXI5TING OR PROVIDE NEW 5HEARWALL 5HEATHING AND NAILING:
7/ 1 G" - SHEATHING, 8d @4"oc NAILING, CAPACITY 513 PLF
Eli Grassley, P.E.
ENGINEERED STRUCTURES GLOBAL DESIGN Andrews remodel
ESG DESIGN, PLLC JOB Andrews Remodel
Consulting Engineers DATE Jan 19, 22 ESG
12540 202nd Place SE SUBJECT Shear Wall Analysis Summary
Issaquah Washington 98027
SHEET NO. 1
This sheet performs calculations for Perforated Shearwalls per IBC 2015 - ASD
Shear Wall Data L
Results
Callouts
Shear Line I V LWALL LFULL-HT HWALL HOPEN DL Co v R R_total 2bs/h* ARF* SW HD Notes
(Ibs) (ft) (ft) (ft) I (ft) (plf) (plf) (Ibs) (Ibs) Adjustment Flag Adjustment I TYPE
(Perforated) (Segmented)
MAIN LEVEL (auto) (manual)
EAST/ WEST(on plan)
NEW SW 1 1932 1 4.33 1 4.33 7.80 1 0.00 180 1.00 446 3246 1.00 1.00 A HD1
HOLDOWN SHEDULE
Taq Item Capacity Post AB
HD1 HDU4 3285# (2)2x 5/8" DIAM 10" EMBED
*2bs/h is applied to the v results in this spreadsheet
while the Aspect Ratio Factor (ARF) is accounted for
SHEAR WALL SCHEDULE manually by reducing the capacity of the choosen SW
Tag Sheathing Nail Size a AB Capacity (Wind)
A 7/16" One Side 8d @ 4"o.c. 513#
a" O R T CM MEMBER REPORT PASSED
Main Floor, (N) 8' Kitchen Door HDR
1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam
Overall Length: 8' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2464 @ 1 1/2"
6825 (3.00")
Passed (36%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1957 @ 10 1/2"
5333
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
4934 @ 4' 3"
7547
Passed (65%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.182 @ 4' 3"
0.275
Passed (L/543)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.273 @ 4' 3"
0.412
Passed (L/363)
1
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - HF
3.00"
3.00"
1.50"
818
1647
2465
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
818
1647
2465
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 6" o/c
Bottom Edge (Lu)
8' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 6"
N/A
6.4
1 - Uniform (PSF)
0 to 8' 6"
15' 6"
12.0
25.0
Roof Load
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mark Trembach
ESGD
(701) 660-9422
mark.esgd@outlook.com
1/14/2022 11:56:51 AM UTC
ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.0.16
Weyerhaeuser File Name: Andrews Remodel
Page 1 / 1
a" O R T CM MEMBER REPORT PASSED
Main Floor, (N) 8' Kitchen Door HDR Post
2 piece(s) 2 x 4 HF No.2
Drawing is Conceptual
Wall Height: 6' 8" Member Height: 6' 3 1/2"
Tributary Width: 1'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
25
50
Passed (50%)
--
--
Compression (Ibs)
2465
3507
Passed (70%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
2465
4463
Passed (55%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
49
1.60
1.0 D + 0.6 W
Lateral Shear (Ibs)
45
1680
Passed (3%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
77 @ mid -span
1029
Passed (8%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.05 @ mid -span
0.63
Passed (L/1446)
--
1.0 D + 0.45 W + 0.75 L + 0.75 S
Bending/Compression
0.73
1
Passed (73%)
1.15
1.0 D + 1.0 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on NDS.
• The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to
the U.S. Wall Guide for multiple -member connection requirements.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Max Unbraced Length Comments
6' 3 1/2"
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
8d x 2.5" Box (Toe)
1
N/A
Base
Nails
8d x 2.5" Box (Toe)
1
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : Aso
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
818
1647
HDR Load
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
1'
26.1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mark Trembach
ESGD
(701) 660-9422
mark.esgd@outlook.com
1/14/2022 11:58:18 AM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Andrews Remodel
Page 1 / 1
a" O R T CM MEMBER REPORT PASSED
Main Floor, (N) T-10" Kitchen Window HDR
1 piece(s) 4 x 8 HF No.2
Overall Length: ;
5' 10"
Ivl
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
❑2
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1836 @ 1 1/2"
4253 (3.00")
Passed (43%)
1.0 D + 1.0 S (All Spans)
Shear(lbs)
1341 @ 10 1/4"
2918
Passed (46%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2683 @ 3' 2"
3247
Passed (83%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.083 @ 3' 2"
0.203
Passed (L/883)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.124 @ 3' 2"
1 0.304
Passed (L/590)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Trimmer - HF
3.00"
3.00"
1.50"
609
1227
1836
None
2 - Trimmer - HF
3.00"
3.00"
1 150"
609
1227
1836
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
64" o/c
Bottom Edge (Lu)
64" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 4"
N/A
6.4
1 - Uniform (PSF)
0 to 6' 4"
15' 6"
12.0
25.0
Roof Load
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mark Trembach
ESGD
(701) 660-9422
mark.esgd@outlook.com
1/19/2022 8:34:59 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Andrews Remodel
Page 1 / 1
a" O R T CM MEMBER REPORT PASSED
Main Floor, (N) V-10" Kitchen Window HDR Post
2 piece(s) 2 x 4 HF No.2
Drawing is Conceptual
Wall Height: 6' 8" Member Height: 6' 3 1/2"
Tributary Width: 1'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
25
50
Passed (50%)
--
--
Compression (Ibs)
1832
3507
Passed (52%)
1.15
1.0 D + 1.0 S
Plate Bearing (Ibs)
1832
4463
Passed (41%)
--
1.0 D + 1.0 S
Lateral Reaction (Ibs)
49
1.60
1.0 D + 0.6 W
Lateral Shear (lbs)
45
1680
Passed (3%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-Ibs)
77 @ mid -span
1029
Passed (8%)
1.60
1.0 D + 0.6 W
Total Deflection (in)
0.04 @ mid -span
0.63
Passed (L/1711)
--
1.0 D + 0.45 W + 0.75 L + 0.75 S
Bending/Compression
0.43
1
Passed (43%)
1.15
1.0 D + 1.0 S
• Lateral deflection criteria: Wind (L/120)
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on NDS.
• The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to
the U.S. Wall Guide for multiple -member connection requirements.
Supports
Type
Material
Top
Dbl 2X
Spruce -Pine -Fir
Base
2X
Spruce -Pine -Fir
Max Unbraced Length Comments
6' 3 1/2"
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
8d x 2.5" Box (Toe)
1
N/A
Base
Nails
8d x 2.5" Box (Toe)
1
N/A
System : Wall
Member Type : Column
Building Code : IBC 2015
Design Methodology : Aso
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Vertical Load
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
1 - Point (lb)
N/A
605
1227
HDR Load
Lateral Load
Location
Tributary Width
Wind
(1.60)
Comments
1 - Uniform (PSF)
Full Length
1'
26.1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mark Trembach
ESGD
(701) 660-9422
mark.esgd@outlook.com
1/14/2022 12:10:39 PM UTC
AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Andrews Remodel
Page 1 / 1
a" O R T CM MEMBER REPORT PASSED
Roof, Skylight cross-bearms
2 piece(s) 2 x 4 HF No.2
Overall Length: A' 1'
0 0
i
3' 10"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
I
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
413 @ 3' 11 1/2"
1823 (1.50")
Passed (23%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
412 @ 3' 8"
1208
Passed (34%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
735 @ 2' 2"
748
Passed (98%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl.(in)
0.076 @ 2' 11/16"
0.192
Passed (L/606)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl.(in)
0.112 @ 2' 11/16"
1 0.256
1 Passed (L/412)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 3 1/2" SPF beam
1.50"
Hanger'
1.50"
117
93
234
444
See note'
2 - Hanger on 3 1/2" SPF beam
1.50"
Hanger'
1 1.50"
133
107
266
506
See note'
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 10" o/c
Bottom Edge (Lu)
3' 10" o/c
-Maximum allowable bracing intervals based on applied load.
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1- Face Mount Hanger
LUS24-2
2.00"
N/A
4-10dx1.5
2-10d
2 - Face Mount Hanger
LUS24-2
2.00"
N/A
4-10dx1.5
2-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
1 1/2" to 3' 11 1/2"
N/A
2.7
1 - Point (lb)
2' 2" (Front)
N/A
240
200
500
Truss load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mark Trembach
ESGD
(701) 660-9422
mark.esgd@outlook.com
1/19/2022 10:37:14 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Andrews Remodel
Page 1 / 1
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Model
No.
Min.
Heel
Height
Ga
Dimensions (in.)
Fasteners
W
H
g
Carrying
Member
Carried
Member
Single 2x Sizes
LUS24
2%
18
19/a
31/a
13/4
(4) 0.148 x 3
(2) 0.148 x 3
LUS26
41/4
18
19/a
43/4
13/4
(4) 0.148 x 3
(4) 0.148 x 3
MUS26
411tia
18
19/a
5'/1a
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
41/1a
16
15/a
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26
41e
12
15/a
5%
5
(20) 0.162 x 31/2
(8) 0.162 x 31/2
LUS28
43/a
18
19/a
6%
13/4
(6) 0.148 x 3
(4) 0.148 x 3
MUS28
69/1a
18
19/a
613/6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
69/a
12
1 %
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210
41/4
18
19/a
713/a
13/4
(8) 0.148 x 3
(4) 0.148 x 3
HUS210
83/a
16
1 %
9
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
HGUS210
89/a
12
15/a
91/a
5
(46) 0.162 x 31/2
(16) 0.162 x 31/2
1. See table below for allowable loads.
-These products are available with additional corrosion
protection. For more information, see p. 14.
® For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
®1 with Strong -Drive® SD Connector screws.
See pp. 348-352 for more information.
APPLIED LOAD ON (E) LONGER TPU55 PORTION END = 940#
PROVIDED LOAD BEARING BY TWO "LU524" HANGER5 = 2 . 5G5# = 1 130#
Model
DF Allowable Loads
SIP Allowable Loads
SPF/HF Allow bill e Loads
Code
No.
Uplift
(160)
Floor
(100)
Snow
(115)
Roof
(125)
Wind
(160)
Uplift
(160)
Floor
(100)
Snow
(115)
Roof
(125)
Wind
(160)
Uplift
(160)
Floor
(100)
Sno
(11
Roof
(125)
Wind
(160)
Ref.
Single 2x Sizes
LUS24
435
670
765
820
1,045
435
725
825
890
1,120
360
495
565
605
770
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
MUS26
930
1,295
1,480
1,560
1,560
930
1,405
1,560
1,560
1,560
810
955
1,090
1,180
1,350
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3,280
3,280
1,150
2,350
2,660
2,780
2,780
HGUS26
1,040
4,355
4,875
5,230
5.390
1,045
4,725
5,295
5,390
5,390
1,005
3,755
4,205
4,495
5,390
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
IBC,
MUS28
1,320
1.730
1,975
2,125
2,255
1.320
1,875
2,135
2,255
2,255
1,150
1,270
1,455
1,575
1,955
FL, LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,095
1,480
3,520
3,520
3,520
3,520
HGUS28
1,650
7,275
7,275
7,275
7,275
1,650
7,275
7,275
7,275
7,275
1,485
6,010
6,255
6,255
6,255
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
HUS210
2,635
5,450
5,795
5,830
5,830
2,635
5,395
5,780
5,830
5,830
2,220
4,685
4,985
5,015
5,015
HGUS210
2,090
9,100
9,100
9,100
9,100
2,090
9,100
9,100
9,100
9,100
1,545
6,340
6.730
6,730
6,730
1. For dimensions and fastener information, see table above. See table footnotes on p. 201.
HHUS/HGUS
See Hanger Options information on pp. 97-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45°
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are
HGUS Seat Width
Joist
Down Load
Uplift
W < 2"
Square cut
0.62 of table load
0.46 of table load
W < 2"
Bevel cut
0.72 of table load
0.46 of table load
2" < W < 6"
Bevel cut
0.85 of table load
0.41 of table load
2" < W < 6"
Square cut
0.46 of table load
0.41 of table load
W > 6"
Bevel cut
0.85 of table load
0.41 of table load
*__�cute
side
0° 1
Specify angle
Top View HHUS Hanger
Skewed Right
Foist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
200