Specifications /lil Sze USS- �Ul L/Z
SMITH PATIO COVER
ARTISAN RESULTS CORP.
PATIO COVER VERT. & LATERAL ANALYSIS
BK 11/05/2015 JOB## 1350
9700 SW 14KESIDE DRIVE
TIGARD, OR 97224
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RENEWAL DATE: 6-30-2017
CONTENTS:
1 - 13
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ngineering
113 W 7th ST.SUITE 205 PRONE:360-433-9093
VANCOUVER,WA.98660 EMAIL:MIKE@MDSTRUCTURAL.COM
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rn u c t u r a. 113 W TTH STREET SURE 205, VANCOUVER, WA 98660
MtD
g l n e e r i n g Email: mdstructuralagmail_com
Phone: 360.433.9093
i
CALCULATIONS
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Project Name:SMITH PATIO COVER
MDtructura
n g i n e e r i n g Job No: 1350 Sheet No. Revision:
113 W 7th ST.SUITE 205 PHONE:360-921-9004
VANCOUVER,WA.96660 EMAIL:MDSTRUCTURALPGMAIL.cOM Date: 11/5/2015 Engineer:BK
DESI N CRITERIA=
4 '
ADDR 'SS: 9700 SW LAKE SIDE DRIVE
! TIGA D, OR 97224 I
-- ; -
REF. CODES: OS C.2014
AS E7-10 '
s NDSB 2012 I
----- -� WIND-DE-SI-N: -WINOP--€D-1-2 10 H-(S-T-RENG-T-H-L-E-VF=-L-) ---t
13 SECOND GUT
O ,
j RISK CATEGORr ll ?
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-- ----- - --
-EXPOSURE-B--; ' - -
' i SIMPLIFIED METHOD
SEISMIC DESIGN: Sds j= 0.714
1 ;= 1.0 ' s
R '= 1.25 (CANTILEVERED COLUMNS)
EGOI-V__LATERAFOR.CE_P-R-0CED_URE
1
1 I
VERTICAL LOADS: ROOF: DL = 17 PSF
SL = 25 PSF
1
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Design Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/desigrLmips/us/summary.php?temp...
�!( Design Maps Summary Report Z
User-Specified Input
Report Title Smith Patio Cover
Thu November 5, 2015 16:20:43 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40880N, 122.7763°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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.-S-- - .F:.i'- ,- - - .plc = - - ••`--2('�y .,,r_sk-=-r-
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..ice,:�'� = ';n, 141 'u��� �';�:��-•'� =rt:i- _ - w�,�
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.g.�ia:`=-�'���.,210 ��' ar a .'*" c• -` : ':` �.:��'S.c }f_
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.{j!, •>�•� yZ[�r:� ���' •� �i..h���° :�M - r,--- -,0.�M;E���A'`I��C A'.,�
•.ice' :Ili Y_t---aa.�t^'L.-ZAr-:��x..., '�-�.�•'-'�9:"�i L.L•2'-_IZ___ _ Y �.s ���°.,<. '�-� -- °
_ _%c:;� r"- '£^"yr="r�"?`2 .t�; - - :f:'-i�,.,.-"'� .a-.-vi=-�1''- -' i4.`°�. ',.�;tw.°,c�,;,:� _moi�r,.�� `Wr -•-_
_ ��:� .,�::.•:,� ,.�. SS:-,�:-�._:. s�: .She'd. -- 1' .' _ �._.�- ¢�° -_ �.�.
-�,_ •i��x, *� � r{r .'fin '•>r,, ,� -��Vy
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USGS-Provided Output 11
S5 = 0.960g S,,s = 1.071g So, = 0.714g
S,, = 0.420 g S'„ = 0.663 g Sp, = 0.442 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
1.10 0.72
0.59 0.61
0.AA 0.56
0.T
0.49
0.66 a
0.40-F
M 0.55 fA
0.32-
0.44
0.33 0.24
--
11,220.16
0.11 0.09
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T(sec) Period, T(sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
1 of 1 11/5/2015 8:20 AM
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MDRr U C t U r 8_ 113 W 7TH STREET SUITE 205, VANCOUVER, WA 98660
g i n e e r i n g Email: mdstructural a�Dgmail_com
�--- -- Phone= 360.433.9093
Seismic Base Shear
Zip Code= '97224x ,
Latitude
Longitude = ,�12277ti3F;
<t 11 �.-
Risk Category
Site Class = ��`; D
SDC = 't'D Seismic Design Category)
I
Mapped S ectral Res onse
S, _ ->
S,
Site Coefficients
Fa
SM. = F,x S, = 1.071
Sm, = F.x S, = 0.664
SD, _ (213)x Sm,= 0.714
- ---SD,--- .(2/3)x Sm,_----0.-4_42-- - -- - - f
Importance-Factor I
Response Modification Factor R= _1.25 (erg,Wall With Plywood Sheathing)
Redundancy Factor p= -�1.3v
Seismic Response Coefficient
Cs = SD,x 1 = 0.571
R
Base shear
V, = Cs Wxp
VE = 0.743 W
Project Name:SMITH PATIO COVER
Etru. ctu ra.
n g i n e e r i n g Job No: 1350 Sheet No. Revision:
113 W 7th ST.SUITE 205 PHONE:360-433-9093
VANCOUVER,WA.98660 EMAIL-MIKE@MDSTRUCTURALCOM Date: 11/5/2015 Engineer:BK
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' Project Name:SMITH PATIO COVER
MB r' t u. ctu ra.g i n e e r i n g Job No: 1350 Sheet No. 8 Revision:
113 W 7th ST.SUITE 205 PHONE:350-433-9093
VANCOUVER,WA.98660 EMAIL:MIKEOMDSTRUCTURALCOM Date: 11/5/2015 Engineer. BK
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COMPANY PROJECT
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- _ .'.sosnvvrroa WOODDEOGP Nov.5,201510:34 B1
Design Check Calculation Sheet
woodworks sizer 10.2
Loads:
�Self.�
Type Distribution Pat- Location [ft-1 Magnitude Unit
tern Start End Start End
Dea Fu Area 1 .00 124.0)' ps Snow Full Area 25.00 124.0)• psf
bt Dead Full UDL 4.0 if
-Tri utary W t lin)
Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):
1 r$.s-
11'$'
Unfactored- -
Dead 219 219
Snow 289 289
Factored:
Total 508 508
Bearing:
Capacity
Joist 508 508
Supports 635 635
Anal/Des
Joist 1.00 1.00
Support 0.80 0.80
Load comb Y2 Y2
Length 0.54 0-54
Min req'd 0.54 0-54
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 6251 625
Lumber-soft,D.Fir-t.,No.2,2x12(1-11T'x11-114')
Supports:An-Timber-soft Beam,D.F'tr-L No.2
Roof joist spaced at 24.0'dc,Total length:11'{6.5';
Lateral-support top_(ull,-twnarK_at supports;"Repetitive_factor:_applied_where.perrtvtted(refer.to.online.help);._
Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2012:
Criterion Analysis Value Design Value Anal sis/Desi n
Shea�ng
fv = 37 Fv' = 207 fv Fv' - 0.18
Bend ) fb = 552 Fb' 1190 fb/F'b' = 0.46
Livefl'n 0.07 = <L/999 0.57 = L/240 0.12
Totafl'n 0.15 = L/933 0.77 = L/180 0.19
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCY
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1-000 1.000 1.00 1.15 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 mill ton 1.00 1.00 - - - - 1.00 1.00 - 2
Fm in, 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear LC 02 = D+5, V = 506, V design = 422 lbs
Bending) LC 112 = D,S, M - 1455 lbs-ft
Deflection: LC 82 = D+5 (live)
LC 112 = D+S Itotal)
deadL=live S=snow W=wind ]-impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 285e06 lb-int
'Live' deflection = Deflection from all non-dead loads ilive, wind, snow-.)
Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection.
Design Notes:
1.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement
2.Please verity that the default deflection limits are appropriate for you application
3.Sawn lumber bending members shall be laterally supported accordvig to the provisions of NDS Clause 4.4.1.
4.FIRE RATING:Joists,wall studs,and muni-ply members are not rated for fire endurance.
10
- COMPANY PROJECT
W.Goo.dW�orksSOFTWARtAOY wOOD D(SW.N Nov.5,2015 10.35 B2
Design Check Calculation Sheet
wood Works sizer 10.2
Loads:
Load Type Distribution Pat- Location ]ft] Magnitude Unit
tern Start End Start End
Loadl Dea Fu UDL 19 .0 p
Load2 Snow F1r11 UDL 287.0 plf
Self-wei ht Dead Full UDL 14.7 if
Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):
17-0.9' I�
17
Unfactored-
Dead 1265 1265
Snow 1732 1732
Factored:
Total 2998 4998
Bearing:
Capacity
Beam 2998 2998
Supports 3202 3202
Anal/Des
Beam 1.00 1.00
Support 0.94 0.94
Load comb 12
Length 0.87 12
Nin req'd 0.87 0.87
0.87
Cb 1.00
1.00
Cb min 1.00
1.00
ort
Cb support 1.07
1.07
Fc,
c sup
625 625
Timber-soft,D.Fir-L,No.2,6x12(5-1/2'x17-1/4")
Supports*A8-Timber-soft Beam,D F'rt-L No-2
Total length 17-0.9-;
Lateral support.top=24 bottom=at supports.lint
Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2012:
Criterion Analysis-value Desi n Value Anal sis/Desi n ,
Shear fV = 61 Fir' = 195fV Fv' = 0-31
Bending(+) fb - 925 Fb' = 1005 fb/Fb' = 0.92
Live Defl'n 0.16 = L/912 0.40 = L/360 0.39
Total Defl'n 0.33 - L/435 0.60 = L/240 0.55
-Additional Data:
FACTORS: F/Elpsi)CD CH C[ CL CF Cfu Cr Cfrt Ci Cn LC0
Fv' 170 1.15 1.00 I.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 0.998 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
Em
in' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 12 = D-S, V = 2980, V design = 2496 lbs
Bending(+): LC 12 = D+S, H = 8941 lbs-ft
Deflection: LC 12 = D+S (live)
LC 12 = D+S (total)
D=deadL=live S=snow F1=wind 1=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 848e06 lb-int
"Live" deflection = Deflection from all non-dead loads (live, wind, snow-A
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement.
2.Please verify that the default deflection limits are appropriate for you application
3 Sawn lumber berKhng members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
• _ .. - COMPANY PROJECT
''WOO-d '-'• Ot kS® Nor.5,20151V.39 l0
'SOFFN'AaF FOR WOOD DEUGN
Design Check Calculation Sheet
Woodworks Sha 10.2
Loads:
Load Type Dl atributlon Pa[- La utlon (!t] Magnitude Unit
tern Start and Ste[t bad
l.oa VD8. P
.Lw d2 Snohr Full UD" 114.0 plf
Self-vet h[ ID..d Full UDL 19.0 1f
Maximum Reactions(lbs),Bearing Capacities fibs)and Bearing Lengths(in):
17-0.5-
1
onfactered:
Dead 701 104
Snobs 1167 867
Factored:
Total 1571 1571
Bearing:
Capacity
Beam 1787 1787
Supports 1036 1836
An.,
/Des
Beam o.e11 0.ee
Support O.Bb O.B6
Load comb 02 02
Len '
gth 0.50• 0.50•
Min req'd 0.50• 0.50
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
FcP W 625 625
'Minimum bearing length setting used:VT for end support
Glulam-Untial.,West Species,24F-V4 DF,5-1/7x15=
10 landnatiolh5,&irr maxi mann Mklth.
Supports:A9-Timber-soh Beam.D.Fx-L No.2
Total length:17-0 5';
Lateral support top=24 Dolton=al supports:int
Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2012:
Criterion Mal sia Value Desi n Value Mal sia/Desi n
Shear 0.0
Bending til fb - 273 1 rb' 2750 fb/Flo• - 0.10 --_---- ---- - - -- - - -
Lave De S]'n 0.02 = <L/999 0.40 W 360 0.06
Total Defl'n 0.05 <L/999 0.60 L/240 0.09
Additional Data:
FACTOILS: F/EIps11CD CM Cr CL til cf. Ct Cftt Notes C.-Cvr LCI
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'. 2400 1.IS 1.00 1.00 0.996 ].000 1.00 3.00 1.00 1.00 - 1
Fcp' 600 - 1.00 1.00 - - - - 1.00 - -
_ E' _1_.8 Wil ion 1.00 ].00 - - - - 1.00 - 2
Fmrny' O.B5 million 2.00 1.00 - - - - 1.00 - - 1
CRITICAL LOAD COMBINATIONS:
Shear : LC 12 = D45, V 1566, V design 1134 lbs
Beodin91+1: LC 42 W5, M 4696 lbs-ft
De i lection_ u 112 D45 Ili vel
LC 42 = WS Ito[all
D-dead L=live 5-an or M-rrnd 3-upset Lr-toof It- Lc-concentrated E=earthquake
A11 LC's a e listed Sn the M.Iysis oetput
Lead combinations: ASCE 7-10 / 1BC 2012
CALCULATIONS:
Deflection: E1 - 2704.061b-i.2
'Live- deflection Deflection from a]1 n n-dead loads Ili ve, rind, s or_1
Total Deflection - 1.501Dead Load Dcflectoonl - Live Load Deflectten.n
Design Notes:
1.Wood Works analysis and design are in ecoordance with the ICC bnemabonal Building Code OBC 2012),the National Design Specification(NDS 2012),and NDS Design SLWkfr an
2.Please verity that the default detection Iimils are appropriate lot you application
3 Glulam design values the lar materials contormng to ANSI 117-2010 and manufactuod in accordance vAM ANSI A190 1-2007
4.GLULAM:that=actual breadth h actual depth
5 GNlarn Beams shall be laterally supported m=fdmg to the provisions of NDS Clause 3 3.3
6 GLULAM.bearing length based on smaller of Ftppension).Fcp(comp n)
. - COMPANY PROJECT
•--�., '® Nw.5.20151Q10 BI
1V1✓oodorks
- '..:SOFMAI[F iOP WOOD DEW"
Design Check Calculation Sheet
Woodworks Sizar 10.2
Loads:
Load Type DiatributEon pat- Location Ift) t4agnitude Vnit
[ern Stat Fbd Start End
Loa Dea po t12Ib
Lad2 Snov point 11.17 1732 l -
3.1f-uei h[ Dead Pull ODL 19.01pfl
Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in)
2ze.s•
unfactored-
Dead 846
So- 966 846
Facto[ed: 966
Total 1712
1712
Bearing:
Capacity
Bean 1787
Supporta 1836 1787
Mal/Den 1836
Beat 0.96
0-96
Support 0.93 0.93
Load comb 12
Length 0.50• 0.50?
Mn req'd 0.50•
0.50•
Cb 1.00
1-OD
Cb ml 1.00
1.00
Cb support 1.07
1.07
Fcp sup 625
625
-Minimum bearing krplh setting used:1r1•fp end SUpparLS
Glularn-Unbal.,West Species,24F-V4 DF,5-1rrx15-
101arniradlomi.5-lrr meal turn width,
SWP.rrW A9-Thnber-so0 Be-.O.Fa-L No.2
Taal length:278.5:
Lateral support lop-at supports,bottom-at supports:
Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2012:
Criterion Mal a a Value Deai n Value Mal sis/Desi
SAear [v 1 Fv' 30 fv h • 0.10
Bcndln9l•1 [b• 105] Fb' • 1551 fb/Flo' • 0.41
Live DeEl'n O.Z6 <L/999 O.IS W360 0.34
Total Defl'n 0.59- L/454 1.13 L/14D 0.53
- Additional Data: - ---- - - - -- - .
FACTORS: F/Elpa1ICD CN Ct CL CV cf. Cr Cfrt Notes C.-Cur LCA
Fv' 165 ].1S 1.00 1.D0 - - - - 1.00 1.00 1.00 2
M. 2400 1.15 1.00 1.00 0.925 0.964 1.00 1.00 1.00 1.00 - 2
Fcp' 650 - 1.00 1:00 - - - - I.00 - - -
E' ].a million 1.00 1.00 2
F]r�i ny' 0.85 million 1.00 1.00 - - - - 1.00 - - 1
Only the lesser of CL and CV is applied, sot per HIS 5.3.6
CRITICAL LOAD COMBINATIONS:
Shear LC 12 D-S, V• 1688, V design• 1688 lbs
Bendin91+1: LC Al D+S, H 18060 ]ba-it
Deflection: k 12 D+5 Ili vel
LC 11 - D+5 Itotall
D-dead L=live S•snov v ind I•irrW:Ct Lr•roof live Lc concentrated E=earthquake
All LC's a e lia[ed in the Mal ysaa output
Load combinations: ASCE 7-]0 / IBC 2011
CALCZTIONS:
DeElectlon= EI • 1784.06 lb-int
'Ll ve" dell ec tl on • Detl.ction [ron al] n n-dead ]Dada Ili ve, vind,
Total Deflection ].501 Dead Loed Det]ecti onl + Live Load Detlection.n
Design Notes:
1.WOOdWorks analysis and design are in accadanoe with the ICC laemilt nal Bialdiug Code PBC 2012),the National Design Speuhralron(NDS 2012),and NDS Design Suppement,
2-Please verity trial the defaull deneGfon limits are appropriate tor yoor app6ration
3Gkdam design vakres are for materials oordwmi adi1 g to ANSI 117-2010 and manaured accar0an0e with ANSI A190.1-20(17
4.GLULAM.bad=aChial breadth a eCluarl depth
5 Glulam Beams shall be laterally stpponed accordig to the provisions of NDS Clause 3.3.3
6.GLULAM Hearing length based on smalls of Fcppension).Fcp(cornpn)
Project Name:SMITH PATIO COVER
MABDPnctura. F13 g i n e e ring Job No: 1350 Sheet No. Revision:
113 W 7th ST_SUITE 205 PHONE:360433-9093
VANCOUVER,WA.98660 EMAIL:MIKE@MDSTRUCTURALCoM Date: 11/5/2015 Engineer:BK
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Phone: 360.433.9093
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APPENDIX
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