Report 212 034405
Portland,Oregon V 1 5 TA Kansas City, Missouri
—STRUCTURAL—
September 7, 2023
Mr. Derek Wood RECEIVED
Mountainwood Homes SEP 12 2023
Re: Letter in Response to Structural Alterations at the Single-Family Residence at CITY OF TIGARD
14357 SW 168t'Ave BUILDING DIVISION
Tigard,OR 97224
Derek,
At the single-family residence listed in the subject line above,there are proposed alterations to the back
exterior wall on the upper level adjacent to the proposed 'Office'and 'Bedroom 2.' Please implement
the following structural requirements:
1. At the new 3ft wide window, install a new 4x8 header w/single 2x king studs and trimmers each
end.Where cut for the new window,fasten the existing wall sheathing panel edges with 8d @
6"o.c.
2. Where the 6ft wide window is being replaced with a new 3ft wide window, partially infill frame
the opening w/2x studs @ 16"o.c.and install new plywood or OSB wall sheathing with the same
thickness as the existing sheathing(7/16" min.). Fasten the sheathing with 8d @ 6"o.c. along
panel edges and 8d @ 12"o.c. at intermediate framing.
See the attached calculations justifying the modifications. Our firm appreciates the opportunity to serve
you. If you have any questions or if you need anything further, please feel free to contact us.
At PROF.
oj
459r 85273 e'\
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OREGON ,,,
IL 31, `v/
A 9/7/23
Sincerely, EXPIRES:8/30P204
Vista Structural Engineering, LLC
Dennis Heier, P.E. Avery Morris, P.E.,S.E.
VISTA STRUCTURAL ENGINEERING, LLC
11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099
TIGARD, OREGON 97223 - 1 - VISTASTRUCTURAL.COM
fi.,FORTEWER
MEMBER REPORT PASSED
Level,Wall: Header
1 piece(s)4 x 8 DF No.2
• Overall Length:3'3"
t
0 p
3 I+
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual 6/Location Allowed Result LDF Load:Combination(Pattern) System:Wall
Member Reaction(Ibs) 815 @ 0 3281(1.50") Passed(25%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header
Shear(Ibs) 449 @ 8 3/4" 3502 Passed(13%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential
Building Code:IBC 2021
Moment(Ft-Ibs) 662 @ 1'7 1/2" 3438 Passed(19%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD
Live Load Defl.(in) 0.004 @ 1'7 1/2" 0.108 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans)
Total Load Defl.(in) 0.007 @ 1'7 1/2" 0.162 Passed(L/999+) -- 1.0 D+0.75 L+0.75 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.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1-Trimmer-DF 1.50" 1.50" 1.50" 303 195 488 815 None
2-Trimmer-DF 1.50" 1.50" 1.50" 303 195 488 815 None
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 3'3"o/c
Bottom Edge(Lu) 3'3"o/c
•Maximum allowable bracing intervals based on applied load.
Dead Floor Live Snow
Vertical Loads Location Tributary Width (0.90) (1.00) (1.15) Comments
0-Self Weight(PLF) 0 to 3'3" N/A 6.4 -- --
1-Uniform(PSF) 0 to 3'3" 12' 15.0 10.0 25.0 Roof 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-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 AAM
ForteWEB Software Operator Job Notes
9/7/2023 6:58:33 PM UTC
Avery Morris
Vista Structural Engineering,LLC ForteWEB v3.6,Engine:V8.3.1.5,Data:V8.1.4.1
(503)702-1393
avery@vistastructuraLmm Weyerhaeuser File Name: Dimastrodonato(Mtn Wd)
Page 1/1
This is analysis of the original shear wall as a
PSW with a i000#load applied. The demand to
Perforated Shear Wall the wall is 79p1f.
Job: 14357 SW 168th Ave
• Client: Mountain wood Homes
Area of house: Original Condition
▪ Tributary Area(Seismic)
" Seismic Force(ELF,LRFD)
Lateral Force(ASD Wind) 1000# 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing
" Lateral Force(ASD Seismic-before irreg.factor)Fro=0.7*AEo*C,C,"W= # Irreg.Factor? (8d common or galvanized box nails)ASD Capacities
Lateral Force(ASD Seismic) 0# 1.00 Seismic Wind
Seismic Design Category D Edge nailing v Edge nailing v
Sos 0.676 g 6 in. 240#/ft 6 in. 335#/ft
MaximumAllowable H/W Wall Segment ratio: 3.5:1 ............_..._.__......_..._.._........__........_..............__......_..._..__..._........__................._..._......_..._..._....
... 4 in. 350#/ft ........ 4 in...._"._... 0_#/ft,.,_.__....
Maximum Allowable Shear per sheathed face(Wind): 1218#/ft "- •"'•••••••"""'"'""
-..._. 2 in. 585#/ft 2 in. 63 820#/ft
Maximum Allowable Shear per sheathed face(Seismic): 870#/ft ••••••••••"•_..........._.._.__.__._..._.__..._.__......_.._..._.._..._..._..._.._....._..._._..._..._..........._..._....
2 in. 585#/ft 2 in. 820#/ft
Faces of wall with APA-Rated sheathing: 1 Sheathed both faces Sheathed both faces
Nominal width of wood wall: 6 in 6 in. 480#/ft 6 in. 670#/ft
................_._.......i....._..._.._._.._..._..._..._.__._.._..._..._..._..._..._._...._..._..._9._.._/f................
Width of stem wall: 6 in 4 in. 700#/ft 4 in. 80#/ft
Verify3 in._._..._..._.._._ .._..........._._._........._......_......._..._...._.._____...._........1.._..._..._._..._..._....
900#/ft 3 in. 1260#/ft
1)Full-width segment without opening at each end of shear wall? y "••••••_.__..........._..._......._..._......_..._..._..._......_......._..._...._............._...._..._.___..._......_..._..._._.
2 in. 1170#/ft 2 in. 1640#/ft
2)H/W Ratio of all segments within limitations? y
3)Top and bottom of entire wall have uniform elevations?
YShear Wall Callout o on Plans: SE
4)Lateral force does not exceed maximum allowable shear? Y Hold-down Callout on Plans: N/A
5)Wall height is less than or equal to 20 feet Y
Wall Height 8 ft
Maximum Opening Clear Height 4 ft Reduced Length
Overall Wall Length,Lid 22 ft H/W Ratio per SPDWS 4.3.4.3.
Wall Segment#1 Length 2.92 ft 2.74 OK 2.13 ft
Wall Segment#2 Length 13.08 ft 0.61 OK 13.08 ft
Wall Segment#3 Length ft N/A OK N/A ft
Wall Segment#4 Length ft N/A OK N/A ft
Wall Segment#5 Length ft N/A OK N/A ft
Wall Segment#6 Length ft N/A OK N/A ft
EL. 16 ft 15.21 ft
Unfactored Floor&Roof Dead Load: 180#/ft
Unfactored Self Weight Wall Dead Load: 80#/ft
OK TO PROCEED WITH DESIGN
ASD Shear Capacity(Wind): V,=vCoEL, ASD Shear Capacity(Seismic): V,=vC01L, Anchor Bolts/Nails Required
%full-height sheathing 69% %full-height sheathing 69% Minimum sill plate thickness: 2 x
opening ratio: 50% opening ratio: 50% 1/2"dia.Anchor bolt capacity: 1040#
Co 0.83 Co 0.83 5/8"dia.Anchor bolt capacity: 1488#
Vw(from wall above) VEo(from wall above) # 16d common nail capacity: 226#
q(Unadjusted ASD unit shear): -6#'. q(Unadjusted ASD unit shear): 0#/ft
q'(=q/Co) 79#/ft q'(..q/Co) 0#/ft
Total no.of 1/2"dia.Anchor bolts required: 1
Wind Shear Analysis: Total no.of 5/8"dia.Anchor bolts required: 1
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at:
All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C.
Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C.
Wall Sheathing On: ONE FACE 16d common nail spacing: 43"O.C.
Seismic Shear Analysis: Gross uplift force at ends of perforated shear wall: 634#
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? #
All Panel Edges: 6"O.C. Net uplift force at ends of perforated shear wall: -1082#
Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required
Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required
Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1330 #
*Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: None Required
6"OC,edge framing members shall be 3x or(2)2x nominal
Floor-to-Floor strap required at ends: None Required
Table 4.3.3.5(American Wood Council SDPWS) Number of 2x4's required at each end of wall: 2
Co Number of 2x6's required at each end of wall: 2
%full-height h/3 h/2 2h/3 5h/6 h
10% 1.00 0.69 0.53 0.43 0.36 over.,,%Mr,w,O,,,
•
20% 1.00 0.71 0.56 0.45 0.38
30% 1.00 0.74 0.59 0.49 0.42 .
" 40% 100 .............__077.._.._...__Ter-_.__._... 053 045
50% 1.00 0.80 0.67 0.57 0.50
..._..._..._..._..._._...._..._..._....._...._.._.._.__.._.__._..._...__..._...._........_.._..._._."._.._..._..._..0._.__... ,SEGMENT 3.4.E.,
60% 1.00 0.83 0.71 0.63 0.56 f S GM,"'' SI GM. '3 .
•...70% 1.00 0.87 0.77 0.69 0.63 '.
80% 1.00 0.91 ,..._0:83_.._.._._ 7 0 0,71
90% 1.00 0.95 0.91 0.87 0.83
100% 1.00 1.00 1.00 too 1.00
Hold-down schedule
-r.Noow..,,w
Plan Mark Bracket Anchor Capacity(#) os enrc+c
No hold-down N/A N/A 0 sLi
HD-HDU2 HDU2-SDS2.5 SSTB24 3,075 _ ,,,4,1
HD-HDU4 HDU4-SDS2.5 SSTB24 4,565f.HD-HDU5 HDU5-SDS2.5 SSTB24 5,645
HD-HDU8 HDU8-SDS2.5 SB7/8x24 7,315
HD-HDQ8 HDQ8-SDS3 PAB7 9,230
HD-HHDQ11 HHDQ11-SDS2.5 PAB8 11,810
HD-HDU14 HDU14-SDS2.5 PAB8 14,445
e,,COmmRess,oN 31v_F-cawaRE,s cw
xse
•
This is analysis of the proposed shear wall as a
PSW with a 1000#load applied. The demand to
Perforated Shear Wall
Job: 14357 SW 168th Ave the wall is 83p1f. This increase is less than io%,
Client: Mountainwood Homes ,
therefore the proposed window layout is
Area of house: Proposed Condition
+ Tributary Area(Seismic) acceptable with no upgrades required.
Seismic Force(ELF,LRFD)
Lateral Force(ASD Wind)
1000# 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing
• Lateral Force(ASD Seismic-before irreg.factor)FEo=0.7"AEa"C,C,,,W= # Irreg Factor?
(8d common or galvanized box nails)ASD Capacities
Lateral Force(ASD Seismic) 0# 1.00.
Seismic Design Category DSeismic Wind
Edge nailing v Edge nailing 9 v Sos
0.676 g 6 in. 240#/ft 6 in. 335#/ft
Maximum Allowable H/W Wall Segment ratio: 3.5:1 4
............_........_...._..._......._..._._...._.._._..._.............._..._...._..._.._..._.._._._..._................_.__..._....
4 in. 350#/ft 4 in. 630#/ft
Maximum Allowable Shear per sheathed face(Wind): 1218#/ft •••••--�_..._..............._.._......._..._..._................_......._.._...._.._._................_..._..._..._........_._.._..._
2 in. 585#/ft 2 in. 820#/ft
Maximum Allowable Shear per sheathed face(Seismic): 870#/ft ••••••..--.
2 in. 585#/ft 2 in. 820#/ft •••••••�
Faces of wall with APA-Rated sheathing: 1 Sheathed both faces
Nominal width of wood wall: Sheathed both faces
6 in 6 in. 480#/ft 6 in. 980#/ft
6 in
Width of stem wall: ........................................................_..........._......._..._...._. _..............._...__._..._..........._..._....Venn/ ..........__..........-4in.........._.._700#/ft..._......_.._._...._...._..._4 in. 980#/ft
1)Full-width segment without opening at each end of shear wall? Y ...._. 3 in. 70#/ft 3 in. 1640#/ft
2)H/W Ratio of all segments within limitations? Y 2 in. 1170#/ft 2 in. 1640#/ft
3)Top and bottom of entire wall have uniform elevations? Y Shear Wall Callout on Plans: r SS
4)Lateral force does not exceed maximum allowable shear? Y Hold-down Callout on Plans: N/A
5)Wall height is less than or equal to 20 feet Y -
Wall Height 8 ft
Maximum Opening Clear Height 4 ft Reduced Length
Overall Wall Length,L,+ 22 ft H/W Ratio per SPDWS 4.3.4.3.
Wall Segment#1 Length 2.92 ft 2.74 OK 2.13 ft
Wall Segment#2 Length 10.17 ft 0.79 OK 10.17 ft
Wall Segment#3 Length 2.92 ft 2.74 OK 2.13 ft
Wall Segment#4 Length ft N/A OK N/A ft
Wall Segment#5 Length ft N/A OK N/A ft
Wall Segment#6 Length ft N/A OK N/A ft
£L' 16.01 ft 14.43 ft
Unfactored Floor&Roof Dead Load: 180#/ft
Unfactored Self Weight Wall Dead Load: 80#/ft
OK TO PROCEED WITH DESIGN
ASD Shear Capacity(Wind): V.=vColL; ASD Shear Capacity(Seismic): V.=vCoE4 Anchor Bolts/Nails Required
full-height sheathing 66% %full-height sheathing 66% Minimum sill plate thickness: 2 x
opening ratio: 50% opening ratio: 50% 1/2"dia.Anchor bolt capacity: 1040#
Co 0.83 Co 0.83 5/8"dia.Anchor bolt capacity: 1488#
Vw(from wall above) # VE0(from wall above)
# 16d common nail capacity: 226#
q(Unadjusted ASD unit shear): q(Unadjusted ASD unit shear): 0#/ft
Total no.of 1/2"dia.Anchor bolts required: 1
Wind Shear Analysis: Total no.of 5/8"dia.Anchor bolts required: 1
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at:
All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C.
Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C.
Wall Sheathing On: ONE FACE 16d common nail spacing: 43"O.C.
Seismic Shear Analysis: Gross uplift force at ends of perforated shear wall: 668#
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? #
All Panel Edges: 6"O.C. Net uplift force at ends of perforated shear wall: -1048#
Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required
Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required
"Note:For walls sheathed on both faces with ed a nail s acin less Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1330 #
9 P 9 than Hold-down required at ends on existing foundation: None Required
6"OC,edge framing members shall be 3x or(2)2x nominal
Floor-to-Floor strap required at ends: None Required
Table 4.3.3.5(American Wood Council SDPWS) Number of 2x4's required at each end of wall: 2
Co Number of 2x6's required at each end of wall: 2
%full-height h/3
10% 1.00 0.69 0.53 0.43 0.36 ovOa,uLw,,;.,.MO,
20% .....__...._.._..._..._.. ..._.._...
1.00 0.71 0.56 0.45 0.38 :.
30% 1.00 074 059 049 0.42 ,- '
+ 40% 1.00 •0.77 063 0.53 0.45
.....___..._._.._..._.__....... ..._...__.
50% 1.00 0.80 0.67 0.57 0.50
+ 60% 100 083 0.71 063 0.56 :- sec,+.eKr, r sea e. ...erc
..._......_. .._..._..._._.... ....._._...
70% 1.00 0.87 0.77 0.69 0
.63
.. 80% 1.00 0.91 0.83 0.77 0.71
90% 1.00 0 95 •0.91 0 87 • 0.83
100% 100 1.00 100 1.00 100
Hold-down schedule z _;
wwo
Plan Mark Bracket Anchor Capacity(#) it
# c;
No hold-down N/A N/A 0
HD-HDU2 HDU2-SDS2.5 SSTB24 3,075 "au .vvxx+
2 ,w"c
HD-HDU4 HDU4-SDS2.5 SSTB24 4,565
HD-HDU5 HDU5-SDS2.5 SSTB24 5,645
HD-HDUB HDU8-SDS2.5 SB7/8x24 7,315 0 HD-HDQ8 HDQ8-SDS3 PAB7 9,230
HD-HHDQ11 HHDQ11-SDS2.5 PAB8 11,810
HD-HDU14 HDU14-SDS2.5 PAB8 14,445
w.: cevaaess,vw _ ..___A
cane ,JP,,,,CaA4erxess,w