Plans (481) •
Portland,Oregon \ V I S T A Kansas City, Missouri
y —STRUCTURAL—
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AUG 2 3 2018
August 22,2018 OFFICE COPY
CITY OF- fta7Ad.1
. . BUILDING oI ';s:oNi
Sage Built Homes,LLC
1815 SW 169th Place,Suite 1040
Beaverton,Oregon 97006
Re: Lot 7,Ash Creek(Plan 1975)
Vista Structural Engineering, LLC,was asked to provide an alternate header size at the rear window opening of the
den on the main floor of Plan 1975,being built in the Ash Creek subdivision(Lot 7). It was proposed that the two
smaller window openings on the original plans be changed to one larger window within the same 6'-wide opening;
thus,the trimmer studs would be removed. Based on the attached calculations,we recommend the installation of
a 6x10 DFL#2 header.
The height of the new window increases by 1'-0",but the shear wall does not require any changes from the
previous design. Shear wall calculations are also attached. No changes are required to the plans regarding shear
walls.
Revised structural plans have been attached for clarification,with the revised headers clouded.
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.
Sincerely,
Vista Structural Engineering, LLC GIty1' I I id
.ver' 'dans
.........„„?12,_,---.7,
1 By [c __.._. Date `a z3 N
Dennis Heier, P.E.
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OREGON
% k3112 ,90i/22/2018
EXPIRES: 19
VISTA STRUCTURAL ENGINEERING, LLC
14718 NW DELIA STREET PHONE: 971.645.0901
PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM
Ar-,,IP I
Vista Structural Engineering,LLC Project Title:
14718 NW Delia Street Engineer.
Portland,Oregon 97229 Project ID:
(971)645-0901 Project Descr.
dennis@vistastructural.com
Wood BeamFile=C:\Users\Dennis\Dropbox1VISTAS-1\VISTAJ-1\ENERCA-1\1822.ec6 .
, Software copyright ENERCALC,INC.1983-2018,Buikl:10.18.7.31 .
Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC
Description: Plan 1975(Lot 7,Ash Creek)-header atf iced 6'}opening at b ckaf dem (f)
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi
Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi
Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(009
b ^ D(0.015)40,3543
(0. $
a ° 0(0.44)L(0'22)S(0.55) ° °
9 1 6 0 3
ci
6x10
Span=6.250 ft
-_ I
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.020, L=0.010, S=0.0250 ksf, Tributary Width=22.0 ft,(roof)
Uniform Load: D=0.0150, L=0.040, Tributary Width=1.0 ft,(floor)
Uniform Load: D=0.090, Tributary Width=1.0 ft,(wall dead load)
DESIGN SUMMARY Design OK
!Maximum Bending Stress Ratio = 0.789 1 Maximum Shear Stress Ratio = 0.376 : 1
Section used for this span 6x10 Section used for this span 6x10
fb:Actual = 816.27 psi fv:Actual = 77.73 psi
FB:Allowable = 1,035.O0psi Fv:Allowable = 207.00 psi
Load Combination +D+0.750L+0.750S+1-1 Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 3.125ft Location of maximum on span = 5.474ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.030 in Ratio= 2482>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.063 in Ratio= 1184>=240.
Max Upward Total Deflection 0.000 in Ratio= 0<240.0
Overall Maximum Deflections
Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+0.750L+0.750S+0.5250E+H 1 0.0633 3.148 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.602 3.602
Overall MINimum 1.719 1.719
Vista Structural Engineering,LLC Project Title:
14718 NW Delia Street Engineer:
Portland,Oregon 97229 Project ID:
(971)645-0901 Project Descr:
dennis@vistastructural.com
Wood B@am Fire=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1822.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 .
Lica#:KW-06010523 Licensee:Vista Structural Engineering,LLC
Description: Plan 1975(Lot 7,Ash Creek)-header at revised 6'opening at back of den
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
+D41 1.703 1.703
+D+L+H 2.516 2.516
+D+Lr+H 1.703 1.703
+D+S+H 3.422 3.422
+D+0.750Lr+0.750L+H 2.313 2.313
+1J+0.750L+0.750S+H 3.602 3.602
+D+0.60W+H 1.703 1.703
+D+0.70E+H 1.703 1.703
40+0.750Lr+0.750L+0.450W+H 2.313 2.313
+D+0.750L+0.7505+0.450W+1-1 3.602 3.602
+1J+0.750L+0.7505+0.5250E41 3.602 3.602
+0.60D+0.60W+0.60H 1.022 1.022
+0.60D+0.70E+0.60H 1.022 1.022
D Only 1.703 1.703
Lr Only
L Only 0.813 0.813
S Only 1.719 1.719
W Only
E Only
H Only
lNxrShearer.z es
.R
ion PERFORATED 5NEARWALL IS6uin-.5 Creek,Plan 1975
Table 2305.3.7.2 shear Resistance Aniustment Factor Ko)
M Opening Neiem F...NeleR..RM.Rmg
5%h Full t 333 50%
Maximum a 53% 106%
stn ne x/ W 60/3 W6 +-j ■ .
ox 69 rellIV
P%
50% 0.8 II, I` 1I.
0.63
80% 091 067 T + 'IF. s.
90% 095 091 087 0.83 •...•....'4cavpix.c •
Wind(w)es Seimic IS)Co
Maximum 5hearwall Aspect Rana 2 FWall IX)
v=0VIL'oLLi) Min Width of shea,wal15egment 4.00 I 4.50 Full Height
I 5.50 I 6.00
I ) lel
w ''y\ �``,`'*�V`c` `."t `., 'c Pt
T=(VHCELti
Ma w. apectRata HeightFull of WWI o %
Min.Width ofshea,wall Segment 229 I 757 I 2186 1334 1 343
Shear Shear Height ofPrLength Sum of aMaxOpening Wall Ratio SeAnbc Amp %Full MaxIUplift Factor Uplift w/ Uplift from a ow
Wee of Wall Height... Ornemion heckCheck Factor Opery r ear W=WN
Wall End Seismic Increase Factor Wall Above From Above Uplift Troe
Wall
(Wind) IN6Mq Sll b Wind SeismhN ic Height Co. a(WM. v(SaOMw
nW) S•SeninK Shll u NOMo
25%Increawn
Identification (lb) (5) (ft) (It) (Irl (It) (R) She% % CPO 1601 3343E (Ib) Ilbl 0(Ib) (1b)
Ito
~10AN�rFlow 1,]92 fi.6J OK... 1.00 as 9>9 (3198) Strq Fl.Repel
-
33 1,]92 1665 8 2385 6.6> 55 OK... OK... 1.00 0]t 0.83 ease 609 (1696) Str4 - Not Read
13.1 3,360 1,465 260) (3016) Strap - Not Re.
3R 1 3,360 1,465 8 ] J OOD ) OK.. OK 1.00 100 0.00 1 410 209 W 53 3600 3506 Strap - CW57616
_. NrreKulanh 2603 1260)
Upoar to Main ibex
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F ,v • /4 W 66 195 53) (3 t) 0 stow Net W
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•
BL I 42
°I1'00
000 111 103 W N 895 No Increase 521 0 (3105) 0 66.61 N.Regd
61 3309 No Increase 1607 0039 (735) 6011 Anchor 11005-5052.5
261 2,295 1,423 8 7 5 0.00 ease 1516 (315) 2133 Mao( 110112.51:02.5
3L1 7,593 3,684d ].5 7 5 000 7 5 Ot.. OK... 1.00 1.00 0.00 1 3012 493 W 5L3 1060 NO Increase ISN 10039 1160) 14191 Anchor NOU145O52.5
a.Increase In allowable
Myorat.SM r far wind haabean
'See Attached Shear...Schedule incorporated
'See Attached Moklown schedule
'Maximum Allowable Shear shag not exceed 90 W1IS)and 6...)
h.341
ent
When Co=1.0.Sweaemeeshall ale all
s usedNo...Perforated.Noerfw dShearaall
a
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