Specifications • P03 2D22-- op 33.6
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RECEIVED
JUL 19 2022
CITY OF TIGARD
McCORMICK DECK BUILDING DIVISION
VULCAN
DECK ANALYSIS
ZRM 6/10/2022 JOB # 22-143
10710 SW PONDEROSA PL
TIGARD, OREGON
OFFICE COPY
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RENEWAL DATE: 12/31/2022
CONTENTS:
DESIGN CRITERIA DC1
VERTICAL ANALYSIS V1 -V9
LATERAL ANALYSIS Ll - L5 ♦ RESIDENTIAL I COMMERCIAL
STRUCTURAL ENGINEERING
MI7\\ frON
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM
•
MIDDLETON �
•
Site Location: 10710 SW Ponderosa Place
Tigard, Oregon
Design Code: 2019 OSSC
Design Loads:
Vertical: Roof Dead Load 15 psf
Roof Snow Load 25 psf
Seismic: Seismic Design Category D
Site Class D
SDS = 0.688
RP = 4.0 (attachment to existing house)
IE = 1.0
Analysis Procedure Utilized: Equivalent Lateral Force
Wind: Basic Wind Speed: 97 mph (3-sec gust)
Exposure: B
Analysis Procedure Utilized: All Heights Method
Structural Narrative:
The proposed project consists of supplying the required engineering to a new deck structure in
Tigard, Oregon. This structure shall consist of wood framing with wood cantilevered posts and
attachment to the existing structure, which shall act as the lateral resisting component, along
with new shallow footings. Middleton Engineering & Brewing has provided the calculations for
the vertical, lateral, and foundation with respect the current locally adopted building code.
zrm(amiddletonengineer.com 503.875.8991 1706.642.0217
Portland, OR I Atlanta, GA Middleton Engineering &Brewing
,• RESIDENTIAL I COMMERCIAL
STRUCTURAL ENGINEERING
MICgDL, ON
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM
VERTICAL ANALYSIS
• RESIDENTIAL I COMMERCIAL Project Name: McCORMICK DECK
STRUCTURAL ENGINEERING
m i L) o N Job No: 22-143 Sheet No. 1' Revision: n
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Design Check Calculation Sheet
Woodworks Sizer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location fft) Magnitude Unit
tern Start End Start End
Loadl Dead Full UDL /5.0 pit
Load2 Snow Full (JUL 125.0 plf
Self-weight Dead Full UDL 4.0 pit
Maximum Reactions(Ibs), Bearing Capacities(Ibs)and Bearing Lengths(in):
} -- 8073'- -
K.',
Unfactored:
Dead 319 319
Snow 505 505
Factored:
Total S23 823
Bearing: -
Capacity
Beam 823 823
Support 1029 1029
Des ratio
Beam 1.00 1.00
Support 0.R0 0.80
Load somb e2 12
Length D.88 0.80
Min req'd 0.88 0.88
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fop sup 625 625
Lumber-soft,D.Fir-L,No.2,2x12(1.112"x11-114")
Supports:All-Timber-soft Beam,D,Fir-L No.2
Total length:8.06';Clear span:7.938;Volume=0.9 tuft
Lateral support:top=at supports,bottom=at supports;
This section PASSES the design code check.
Analysis vs.Allowable Stress and Deflection using NOS 2018:
Criterion Analysis Value Design Value Unit .Analysis/Design
Shear - fv = 55 Fv' = 201 psi fv/Fv' = 0.27
Bending(*) fb = 619 Fb' = 670 psi fb/Fb' = 0.92
Live Def1'n 0.01 = a L/999 0.27 = L/360 in 0.15
Total Defl'n 0.08 = a L/999 0.40 = L/240 in 0.20
Additional Data:
FACTOPS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC1
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 0.648 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emirs' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 412 = D + S
Bending(+): LC 12 = D + S
Deflection: LC 82 = D + S (live)
LC 12 = D + S (total)
Bearing : Support 1 - LC *2 - D + S
Support 2 - LC p2 = D + S
D-dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS.
V max - 816, V design = 617 lbs; M(*) = 1632 lbs-ft
Fly = 284.76 lb-in'2
"Live" deflection is due to all nun-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
La^_esai stability(+): Lu = 6.00' Le= 15.08' AB = 30.S
Design Notes:
i.Analysis and design are in accordance with the ICC International Building Code(IBC 2016)and the National Design Specification(NOS 2018),using Allowable Stress Design(ASO).Design
values are from the NDS Supplement.
2.Please verify that the default deflection limits are appropriate for your application.
3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4.1.
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-- June 10,2022 12:23
MIDDLE-ON V3
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4
Design Check Calculation Sheet
WoodWorkS Sizer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location (Eel Magnitude Unit
tern Start End Start End
toedi Dead Full Area 15.00124.0=1 paf
Load2 Snow Full Area 25.00124.0"1 pet
Self-weight Dead Full UDL 2.6 plf
Maximum Reactions(lbs),Bearing Capacities(Ibs)and Bearing Lengths(in):
��_ f.4: 6 L+:. � '
10.
On La enored:
Dead 109 1B9.
Snow 251 251
Factored:
Total 440 440
Bearing:
F'theta 741 741
Capacity
Joist 556 556
��- Support Se6 506
Des ratio
Joist 0.18 0.15
Support C.05 0.75
Load comb 112 Al
Length 0.50+ 0.50'
Min req'd 0.5D' 0.50'
CC 1.00- 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fop sup 625 625
'Minimum bearing length selling used;112'for end suppots
Lumber-soft,D.FIr-L,No.2,2xB(1-1/2x7.114")
Supports.All-Timber-soil Beam,D.FIf-L No.2
Roof Joist spaced at 24.0"CIc Total length:12.0';Clear epen(hor2):9.938%Volume=0.9 cult;Pitch:7112
Lateral support:lop mminuous,bottom=at supports:Repetitive factor applied where permitted(refer to online help);
This section PASSES the design code choca.
Analysis vs.Allowable Stress and Deflection as1n0 NDS 2me:
Criterion Analysis Value Design Value Unit Analysis/Design
shear fv= 47 Pe' = 207 psi fv/Fv' = 0.23
aendi,,2(4) fb= 1001 Eb' = 1420 psi fb/Ib' = 0.70
Live Defl'n 0.20 = L/702 0.58 = L/240 in 0.34
Total Defl'n 0.42 = L/329 0.77 = L/180 in 0.55
Additional Data:
FACTORS: F/Elpsil CD CM CL CL CF Cfu Cr Cfrt Ci LC4
en' 180 1.15 1.00 1.00 - - - 1.00 1.00 2
no,. 900 1.15 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 2
Fop' C25 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Endn' 0.50 milliea 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS.
Shear : LC A2 - D+S
bending(+): LC 412 = 0 1 S
- Deflection: Lc 82 =D 4 s Rivet
LC 42 = D a S (total,
Bearing : Support 1 -LC 42 =D+ S
Support 2 - LC a2 =0 + S
D-dead 9-snow
All Le's ere listed in the Analysis output
_ Lead co0Cinnciona, 000 Bailie from ASCE 7-16 2.4 / Iec 2018 1605.1.1
CALCULATIONS:
V max = 379, V design - 336 1Ds: MI+) = 1097 1bs-ft
Ely=76.21 1b-1n82
"Live"deflection is due to all non-Dead loads (live, wind, same.)
Total deflection= 1.5 deed+ "live"
Bearing: Allowable bearing at an angle F'theta calculated fon each support
as per NDS 3.10.3
Design Notes:
1,Analysis and design are in accordance with the ICC Intemaliarlal Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD).Design values are hods the NDS Supplement
2.Please vedfy that Me default deflection limits are appropriate for your application.
3.Sawn lumber bedding members shall be laterally supported eccumlrg to the provisions of NDS Clause 4.4.1.
4.SLOPED BEAMS:level Dearing Is required far ell sloped beams.
s RESIDENTIAL I COMMERCIAL Project Name: McCORMICK DECK
STRUCTURAL ENGINEERING
I
MI' f,L I oN Job No: 22-143 Sheet No. U `f Revision:
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM Date: 06/10/2022 Engineer ZRM
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Design Check Calculation Sheet
WDNINkuks Seer 2018 5.13,91•18
Loads:
rui
•11oh
1911
Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):
-95 es3'
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225 Vr SD flcd °V6?-3., 1328
.315135•91 temp*nob 58116.213881 1/2"for egv1•32,086
—191irovarn haanno 195813 premed WM)pswinta wain ollbe wyfonft.embet
LUMber4Oft. Noi,2x12(1-1/2"x11-1/41
00338111/111-T5333458 12•8m 18-118,2
58011819188•889113 250'05 T018)18485 eel':aver 123n(1•82)225.11.439%Velum•18 Gun.;8458 2912
1-11119818.3883 lop•cordirluOus 11011001•81.5910*s.41431•11•431.328 935895•138.3e838148(1*602 to 842.1.5),
1h1191•81108118555.5158 03008*8118811"
Analysis vs.Allowable Stress and Deflection uslos NOS 2018 9.
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Additional Data:
CRITICAL 5080 0013811211210N5
catcouvroes
Design Notes:
1 SNOOK and 949.1pre 90 6185859085.3 51111 KC 98ernelena/211115592 Cade(188 2218)1131110 81•11onal 000090 Speotneatol(NOS 20181 u•Ing Allaw•51/8 Stn.DOS/On(ASS)183113n values am Nan 1114 NOS S9851040811
2 Please verny mine tlefaull aelloalen Mks art appreplate foe pw argliaftn
3.010611194*61 Conleasered Nerns NOS Game 4 555 Npou'es 9100 1.71111 preirg roxIlarra 5000.09.110 51/81/13.W3012qo11tallltlfotlt lull NNW al eanNevers olher own
4 Sewn LIMN 131331112 inernboa N88 by IOWA'11894188.3•99818912 11.198 PI010A00000005 0133104 41
S.SLOPES BEAMS ANN bunig Nouhed 411 Stow No.
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June 10,2022 1222 /
MIDDLEfON �Ptn E1161NLIAIeG a ariNG
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Design Check Calculation Sheet
Wood Worts Suer 20191uparee 4)
Loads:
Load Type Diatilbu[1°n Pat- Location [ft] Magnitude Unit
_ tern Start Cod Start End
Load] Dead Bull.UDL ' No 220.0 plf
L0ad2 snow Pull VOL Yes . 285.0 plf
Sell-weight Dead Full UDL No 15.2 phi.
Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in):
1 10.211' ------ t
'_L___:/tea-1.__ _-----_- �.____._.:-- ---'----- -- -__ n - - -j -_._ ,
a !�(C.t(, G(0 f"4r f''5' 14.'
Un facto red: l �/�66�
Dead '!995 1644
snow 1529 2234
Factored:
Total 3324 4018
Bearingt
Capacity
seam 10725 5311
Support 5105 4078
Dea ratio
Beam 0.21 0.77
Support 0.69 1.o0
Bead comb 03 02
Length 3.00 1.11
Min recite 0.91 1.114'
Cb 1.34 ..
cis min 1.00 1.34
cb Support - 1.07
F... avp - 625
�� "Minimum bearing length governed by the required width Of the supporting member.
Glulam-Unbalan.,West Species,24F-V4 DF,5.112"x12"
Supports:1-HUCG816SOS Hanger,F 12-SDS25212,S 8-50525212;2-Timber-son Beam,D.FieL No.2;
Total length:14.19';Clear span:12.43B',1A38';Volume=8.5 Wit;8 laminations.5-1/2'maximum width,
Lateral support top=4'-0 bottom=at supports;On):
TMS section PASSES the design code cheek.
Analysis vs.Allowable Stress and Deflection rang NOS 2018:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fa. 63 Fv' = 302 pal fv/tv" = 0.21
Sending(+) fb - 504 Pb' =2745 psi Wet' - 0.33
Bending(-) fb = 53 Pb' = 2127 psi fb/Fb' = 0.03
Deflection:
Interior Live 0.11 = 0 L/999 0.42= L/390 in 0.26 •
Total 0..24 - L/627 0.63 = L/240 In 0.38
Centil. Live -D.04 = L/440 0.10- 1/180 in 0.41
Total -0.09= L/200 0.15= L/120 in 0.60
Additional Data:
FACTORS: 8/E1poll CO CM Ct CL CV Cfu Cr Cfrt Notes Cur LCa
IV' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2
5'h'+ 2400 1..15 1.00 1.00 0.995 1.000 - 1.00 1.00 - 3
Pb'- 1050 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 - 2
Pop' 650 - 1.00 1.00 - - - 1.00 - - -
E' 1.9 mullion 1.00 1.00 - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 = D +3
Bending(et I LC d3 =D+S 'pattern: pa)
Bending[-1: LC q2 =It 1 9
Deflection: LC 83 =D+ S (pattern: nut Olive)
LC a3 -b+ 6 /pattern: Sal (total)
Bearing : support I - Lc 03 = D 4 S (pattern: Sal
Support 2 - LC 02 -D e 9
D-dead 6=snow
All LC'e axe listed in the Analysis output
Load Patterns: a-9/2, P=1.r3 or L+Lx, ene pattern lead in this span
Lead combinations: ASD Basic from ASCE 7-16 2.4 / IBC 201E 1605.3.1
CALCULATIONS:
v mat = 329P, V design 2754 Ibs; M1+1 = 9999 lbs-fit; MI-1 = 585 lbe-£t
Sty - leis ea lb-ine2
"Life"deflection is duo to 411 non-deed 16.6s (live, also, anew-.!
Total deflection= 1.5 dead 4 "live"
Lateral stabil_ty14)1 Lu= 4.00' Le = 7.50' AB= 6.0
Lateral stability)-1: Lu= 0.19' Le = 0.39' AB= 1.3; Lu ends at 0 moment pt.
Design Notes:
1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Speufiation(NDS 2018).using Allowable Stress Design(ASD),Design values are from the NDS Supplement.
2.Please verify that the default de08ctlon Timis Ore epprppaale for your applialien.
3.Gluiam design values are for materials con/diming tU ANSI 117-201.5 and manufactured in accordance with ANSI A190.1.2012
4.Grades with equal bending capacity In the top and bottom edges of the beam moss-section are renommended far continuous beams.
15.GLULAM:bad=actual breadth a actual depth.
6.Gpllam Beams shall be laterally supported according to me provisions of NDS Clause 3.3.3.
7.GLUTAM:heeling length based on smaller of Fop/tension),Fcp(comp'n).
8.Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue.The values listed are for specific configurations,whereas Sizer adjusts Inese for different connection
geometries and fasteners.For runner information please contact Simpson Strong-Tie at www.shungtie.com.
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June 1420z21z30
MIDDLETON
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-
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Design Check Calculation Sheet
WoodWorks Sizer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location (ftl Magnitude Unit
tern. Start End Start End
Loadl Dead Point 11.53 1844 lbs
Load2 .Snow Point 11.53 2234 lbs
Self-weight Dead Full UDL 19.0 plf
Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in):
23.053' t
--. . t __.��_ -.
CC6� G (Ccc z
On factored:
Dead 1140 1140
Snow 1117 1117
Factored:
Total 2257 2257
Bearing:
Capacity
Beam 2257 2257
Support 2319 2319
Des ratio..
Beam 1.00 1.00
SUpport 0.97 0.97
Load comb 42 #2
Length 0.63 0.63
-,i Min reg'd 0.63 0.63
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support. 1.07 1.07
Fop sup 625 625
Glulam-Unbalan.,West.Species,24F-V4 DF,5-112"x15"
Supports:All-Timber-soft Beam,D.Fir-L No.2
Total length:23.06';Clear span:22.938:Volume=13.2 cult.;10 laminations,5-112"maximum width,
Lateral support:lop=at supports,bottom=at supports;
This section PASSES the design code check.
Analysis vs.Allowable Stress and Deflection using NDS 201E:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 41 Fv' = 305 psi fv/Fv' = 0.13
Bending(*) fb = 1437 Fb' = 2545 psi fb/Fb' = 0.56
Live Detl'n 0.35 = L/785 0.77 = L/360 1n 0.46
Total Def1'n 0.85 = L/324 1.15 = L/240 in 0.74
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC6
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 0.922 0.962 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1..00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
Only the lesser of CL and CV is applied, as per NDS 5.3.6
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = 0 + S
Vending(+): LC 62 = D + S
- Deflection: LC #2 = D + 5 (live)
LC 42 = D + S (total)
Bearing : Support 1 - LC 62 = D + S
Support 2 - LC 62 = D + S
D=dead S=snow
All Le's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / ISC 2018 1605.3.1
CALCULATIONS:
V max =- 2234, V design = 2234 lbs: M(f) = 24704 lbs-ft
EIy = 2784.33 lb-in-2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(e): Lu = 23.00' Le = 42.31' AB = 15.9
Design Notes:
I.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASO).Design
values are from the NDS Supplement.
2.Please verify that the default deflection limits are appropriate for your application.
3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4.GLULAM:bxd=actual breadth x actual depth.
5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n).
Woodworks® •
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- mna'Aafwewmaewv, -- 7dune 10,2022 12:34
MIDDLETON
locisr1011e 1 semen
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Design Check Calculation Sheet
Woodworks Saer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location (Itl Magnitude Unit
tern Start End Start End
Loads Dead Full VOL No 160,0 plf
Load2 Snow Full UDL Yes 204.0 plf
Self-weight Dead Full UDL No 19.0 _pit
Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in):
t1, 14028' - -- f
it
� (A e-[k'.G(U l L.a. 12.5... 16
Unfshored:Dead 1107 "D11" 1403
1559
Snow- 1271
Factored: 3003
Total 2379
Bearing:
Capacity 4294
Beam 239 3003
Support 2443
Des ratio 0.70
Beam 1.00
,00
Load cto 0.97 e2
Load curb 67 0.82
King re 0.67 0.82..
Cb ieg'd 1.00 1.46
Cb 1.00 1.46
CD min 1.60 1,p7
Cl, support 1.07 625
Fcp sup 625
"Minimum beating length gnvemed by the required width of the supporting member.
Glulatn-Unbalan.,West Species,24F-V4 OF,5-112"x15•
Supports.All-Timber-soft Beam,ably-L No.2
Total length'.14.0';Clear span:12.438',1.438';Volume=ILO lull.;10 laminations,5-1/2"maximum width,
Lateral support top=at supports,bottom=at supports;
This section PASSES the design code check.
Analysis vs.Allowable Stress and Deflection using NOS 2018
Criterion Analysis Value Design Value Vnit Be,]. sis/Design
shear fv• 35 Pc • 305 pee fv/Fv' = 0.12
Be:Mingle) fb= 426 Pb' = 2691 psi fb/Flo' - 0.16
Bendingl-I fb= 25 Flo' - 2127 psi fb/Flo' = 0.01
Deflection. l D9
Interior Live 0.04 = <1/999 0.42 • L/360 in 0.09
Tote1 0.09 s < L/999 0.63 • L/240 in
Cantil. Live -0.01 = <L/999 0.10= L/180 in 0.15
Total -0.03.= 1./528 0.15 m L/120 in 0.23
Additional Data:
FACTORS: F/Elpsil CD CH Ct CL CV C£u Cr Cfrt Notes Cyr LC11
Fr' 26S 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2
Fh'a 2400 1.15 1.00 1.00 0.975 1.009 - - 1.00 1.00 - 3
Fb'- 1850 1.15 1.00 1..00 1.000 1.000 - - 1.00 1.00 - 2
Fey' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.6 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS.
Shear : LC 22 = D * S
aendingt4): LC #3 •n* 5 (pattern: Sal
aendingl-1: LC 412 =D f 9
Deflection: LC 63 •➢4 6 (pattern: Sal Ilivel
LC 23 =D* S (pattern: Sal (retell
Bearing : Support 1 - LC#3 = I ♦ S (pattern: 5s)
Support 2 - Lc P2 • D a L
D=dead B=anow
A11 LC.e art listed In Ins Analysis output
Load Patterns: s=S/2, 0-1*3 or L*L0, •no pattern load in this apart
Load combinatiena I AMD Basle from ASCE'I-16 2.4 / IBC 2016 1605.3.1
CALCULATIONS:
V mar 2426, V design • :937 lbai MI+I =R323 lbs-£t: MI-) • 431 ler-re
• Ely-2784.33 lb-in-2
"Live"deflection is due to ell man-dead leads (line, wind. snow...1
Total deflection= 1.5 dead . "live"
Lateral stability191: Lu• 12.36' Le•.21.56' RE= 11.3: Lu ends at 0 moment pt.
Lateral stab lity(-): Lu • 0.19' Le =0.90' AB• 1.4: Lu ends at 0 moment pt.
Design Notes:
1.Analysts and design are in accordance with the ICC International Building Code BBC 2018)and the National Design Specification(NOS 2018).using Allowable Stress Design(ADD).Design values are from the NOS Supplement.
2.Please verify that the default deflection limits are appropriate for your application.
..3.Gtulam design values are for materials canfdrming to ANSI 117.2015 and manufactured In accordance BIM ANSI A180.1-2012
4 Grades wall equal bending capacity in the top and bottom edges of the beam cross-sedion are recommended for continuous beams.
5,GLULAM:bed=adult breadth O actual depth.
6.Glulam Beams shall De laterally supported according to the provisions of NOS Clause 3.3.3.
7.GLULAM'.bearing length based on smaller of FCp(tension),Fep(comp'n).
•
ilt) WoodWorks
somas:,o4eegODaaIW. - June 10,2022 12:35
MIDDLE 'ON
61N 10EFale.4 6 a setae
-
VCI
•
•
Design Check Calculation Sheet
WoodWores Sher 2019(Update 4)
Loads:
Lead Type Distribution Pat- Location Ift) Magnitude Unit
tern Start End Start End
fondl Dead Full UOL No 160.0 plf
Load2 Snow Full VOL Yes 204.0 plf
Load3 Dead Partial DDL No 0.00 5.00 75.0 75.0 plf
Load4 Snow Partial UDL Yes 0.00 5.0D 125.0 125.0 plf
Self-weight Dead Full UDL No 19.D plf
Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in):
14212'
_ .� � 1++
Mat '1
_`.(1918111
-- _ I
- ..{
unfartorad: d r' 1472
Snow 1Dead 1443 I 1472
819
Factored: 3198
Total 3262
Bearing:
Capacity Deem 10125 4.{q4443
Support 5185
Des ratio 0.T2
Seam 0.30 0.12
Support 0.e3 00
Load carob 43 0.82
Length 3.00 0.0.87
Min recta 0.91 1.43
--1 Ct. - 1.43
Cb tin 1.00 1.43
Cb support - 07
Fop sup
-Minimum beating length governed by the required width at the supporting member,
Glulam-Unbalan.,West Species,24F-V4 DF,5-112"x15"
Suppolls:1-ta3C081 O-SDS Hangar,F 12-S0525212,S 6.5D525212;2-Timber-soft Seem,D.Fir-L No.2,
Told)length:14./o';Clear Span:12.438',1.438`:Volume=8.1 Ou.0.:10 laminations,5-1/2'maximum width,
Lateral support:top=at supports,bottom a al supports:
This section PASSES lie design code check.
Analysis vs.Allowable Stress and Deflection using NDS 2016:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv= 44 Tv' = 305 pal fv/Fy' " 0.14
eendinglt) fb= 496 Fb' - 2591 psi fb/Fb' - 0.18
Nendingl-I fb= 25 Pb' - 2121 psi fb/Fb' = 0.01
Deflection:
Interior Live 0.05= <L/999 0.42 = L/360 in 0.11
Total 0.11 =< L/999 0.63= L/240 in 0.17
Oantil. Live -0.02 = <L/999 0.10 = 2/180 in 0.18
Total -0,04 = L/462 0.15= L/120 in 0.26
Additional Data:
FACTORS: F/S(pail CD CM Ct CL CV Cfu Cr Clot Notes Cup ICa
Fv' 265 1.15 1.00 1.00 - - - - 1.0D 1.00 1.00 2
Pb'' 2400 1.15 1.00 1.00 0.915 1.000 - - 1.00 1.00 - 3
Fb'- 1150 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 -
Fop' 550 - 1.00 1.00 - - - - 1.00 - - -
E' f.e million 1.00 1.00 - - - - 1.00 - - 3
natty' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D e 5
Sending)+l: LC #3 = 0 e 5 (pattern: Sal
Dendingt-1: LC 42 =D♦5
Deflection: LC 43 " D+ S (pattern: 5s) (live)
- LC 83 - D +5 (pattern: Sal (total)
leering : support 1 - LC 33 - D 4 s (pattern: Sal
" Support 2 - LC 42 a 0+ 6
D=dead 5=anow.
All LC', ate listed in the Analysis output
Lund Patterns: s=5/2, a=L+5 or L+LS, -no pattern load in this span
Lead combinations: SSD aa6/e from)SCE 1-16 1.4 / IBC 2a1B 1601.3.1
CALCULATIONS: - 431 lbs-ft
V mar. = 3133, V design a 2396 lbs; M(+) " 8525 lba-ft4 Ill-1
Fly =2784.33 lb-in'2"Live"deflection is due to all wind, snow...)
loads (live, ..)
Total deflection a 1.5 dead + "live"
Lateral stability(+l: Lu a 12.38' Le= 21.55' RE= 11.3; Lu ends at 0 moment pt.
Lateral stability!-1: Lu a 0.19' Le=0.31' RB= 1.4; Lu ends at 0 moment pt.
Design Notes:
1.Analysis and design are in accordance with Me ICC International Building COO(IBC 201E)end Inc National Design SpecdlCallon(ND6 2018),using Allowable Stress Design(SAD).Design values are from the NDS Supplement.
2.Please verify that the default deflection IlmIts are appropriate for your application.
3.Glulam design values are for materials conforming to AN51111.2018 and manufactured in accordance with ANSI A1B0.1-2012
4.Grades with equal bending capacity In the top and bottom edges of the beam[toss-sedlon are recommended Mr continuous beams.
5.GLULAM'bid=actual breadth it actual depth.
8.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3,3.
7.GLULAM:bearing length based on smaller of Fcpiension),Fcp(comp'n).
B.Factored hanger resistances may be different than(SOse published In the burned Wood Construdion Connectors catalogue.The values listed are for specific configurations,whereas Sizer adjusts these for differed connection
geometries and fasteners.For further Information please coma Simpson Strong-Tie al vnw.slronglie.com.
•
' • RESIDENTIAL COMMERCIAL
STRUCTURAL ENGINEERING
�a +r
MI,gbL 'ON
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM
LATERAL ANALYSIS
_ E ASCE 7 Hazards Report L'
AMERICAN SOCIETY OE Wh ENGINEERS
Address: Standard: ASCE/SEI 7-16 Elevation: 168.96 ft(NAVD 88)
10710 SW Ponderosa PI Risk Category: II Latitude: 45.442554
Portland, Oregon Soil Class: D - Default (see Longitude: -122.787837
97223 Section 11.4.3)
Yu6'-aty _
q H,4
!"N11Z.
sN
'!1" Greenbara7 t
Lx-
.. b4aef s I
", p II<ryx:yl
Al:lin-
.:j:
P`J>NkbaLo{r fU •. f>Tl�xti' t..:-rm
n a :,2 AIJ(IrYr' vniil;'r a ,x,ue.
Wind
Results:
Wind Speed 96 Vmph e--f
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 77 Vmph
100-year MRI 82 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Fri Jun 10 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 3 Fri Jun 10 2022
L7
AscE.
•
AMERICAN SOCIETY OF CM FNGINEERS
Seismic
Site Soil Class: D - Default(see Section 11.4.3)
Results:
•
Ss 0.86 SD1 N/A
Si : 0.396 TL : 16
Fa 1.2 PGA : 0.392
F. N/A PGA M : 0.473
SMs : 1.031 F PGA. : 1.208
Sim : N/A le : 1
SOS : 0.688. C : 1.23
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Fri Jun 10 2022
Date Source: USGS Seismic Design Mans
https.//asce7hazardlool.online/ Page 2 of 3 Fri Jun 10 2022
L3
ASCU"
AMERICAN SOCIETY OF CNY ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of
any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from
reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,
currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation,relationship,or sponsorship of such third-party content by or from ASCE.
ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent
professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool,you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,directors,
employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential
damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by
law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Fri Jun 10 2022
•
• RESIDENTIAL I COMMERCIAL Project Name: MCCORMICK DECK
STRUCTURAL ENGINEERING
,11-
A:‘IIVIRN Job No: 22-143 Sheet No. Revision:
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM Date: 06/10/2022 Engineer: ZRM
Wind Loads
Simplified Procedure
Roof Pitch 1 25 Deg
Basic Wind Speed 97 Mph
Exposure B
Building Enrelope Enclosed
Main Wind Force Resisting System (MWFRS)
(0-15 ft) (15-20 ft) (20-25 ft) (25-30 ft) (30-35 ft)
Building Height Adjustment Factor A = 1.0 1.0 1.0 1.0 1.05
Topographic factor " Kzt = 1.0
Pitch = 25 Degrees
Zone A Zone B Zone C Zone D
95 mph 18.0 2.9 13.0 3.0
100 mph 19.9 3.2 14.4 3.3
Qroof = .4*Zone B +.6* Zone D Qwalls = .4`Zone A +.6* Zone C
Qroof(95) 2.96 Qwails (95) 15
Qroof(100). 3.26 ()wails (100) 16.6
Oroof min 8 Qwals min,
Qroof(97) 8.00 A = 1.00 Qwalls (97) 15.8 A = 1.00
8.00 A = 1.00 15.8 A = 1.00
8.00 A = 1.00 15.8 A = 1.00
8.00 A = 1.00. 15.8 A = 1.00
8.00 A = 1.05 16.6 A = 1.05
ASD Loads 0.6 Qroof 4.80 A = 1.00 (o-$fo ASD Loads 0.6 Qwals 9.5 A = 1.00 (o-1sft)
4.80 A = 1.00 (15.2o rq 9.5 A = 1.00 (5-20+n
4.80 A = 1.00 (20-25ft) 9.5 A = 1.00 (20-251t)
4.80 A = 1.00 (25-30ft) 9.5 A = 1.00 (25-30ft)
4.80 A = 1.05 (30-35f1) 10.0 A = 1.05 (30-35ft)
0.6_Qroof-min 4,8,_ 0 Ow aft min 96 e
• RESIDENTIAL COMMERCIAL Project Name: McCORMICK DECK
STRUCTURAL ENGINEERING
N! o N Job No: 22-143 Sheet No. Revision: A
(503) 875-8991
• WWW.MIDDLETONENGINEER.COM Date: 06/10/2022 Engineer. ZRM
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