Specifications \( q
OFFICE COPY
Structural Calculations
for
nE„-,1-ac
n L9171
Residential Remodel for r)
JUL 1 6 2018
10319 SW Picks Way CITY OF
Portland, OR 31JILDING TY,"SION.1
June 25 2018
DESIGN CODE
2017 Oregon Residential Specialty Code
DESIGN LOADS
Gravity Loads Material Wt lbs (Dead)
40 psf (Live- Floor)
25 psf (Live - Snow)
Seismic, SDS 0.712 g
Wind, Exposure"B" 120 mph
oktv PROps,
6'2
..1„c, Ne0
As
4' 2 PEI/-
CONTENTS
OREGON
Gravity/ Lateral Calcs
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v4LA S
EXPIRES: 12/31/20
SCOPE OF WORK
The attached calculations pertain to gravity and lateral analysis for a
new header on the first floor East wall at the above address. This scope
of work does not include any analysis of any other portions of structure to
remain.
LHAYDBY RN DATE 6/25/18
EN
ENGINEERS REV DATE
STRUCTURAL I CIVIL
JOB NO 18187
(503) 968-9994 p (503)968-8444 f
SHEET I OF 9
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_...... BY DATE 6473',v.-Pe
IEHAYDEN __ .._ ...... f' E'r, 1 -r,r its .
3ENGINEERS ___ _ .. REV DATE
STRUCTURAL I CIYIL .. -----.........._...__._. _...__ JOB NO 1,47 _..
(503) 968-9994 p (503) 968-8444 f SHEET A OF
3 HAYDEN
ENGINEERS
STRUCTURAL I CIVIL
Wood Beam File=Zaprolecisl2Q18PR-11181871-11CALCUL-1118187•-1.EC6
i
iic.#;`KW-06005543 , Licensee,eHAYDEN CONSULTING ENGINEERS
Description: Header
•
CODE REFERENCES
Calculations per NDS 2012,IBC 2012, CBC 2013,ASCE 7-10
- Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E E. Modulus of Elasticity
Load Combination ASCE 7-10 Fb 900.0 psi Ebend-xx 1,600.0ksi
Fc-Pr!! 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 31.20pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
DLO O675xLt0,1si
DLO 11867)
a D(0 068)S(0 1� _ '17(0'0g81,0_70.4487814.1,0 o
I
I
4x10
AN
Span=8,0ft
i
Applied Loads Service loads entered. Load Factors will be applied for calculations.
_ Load for Span Number 1 _.._
Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0-->>5.250 ft, Tributary Width=4.0 ft,(Roof)
Varying Uniform Load: D=0.0170->0.0170, S=0.0250->0.0250 ksf,Extent=5.250--»8.0 ft, Trib Width=4.0->2,625 ft,(Roof)
Uniform Load: 0=0.010 ksf, Tributary Width=11,667 ft,(Wall)
Uniform Load: D=0.0150, L=0,040 ksf, Tributary Width=4.50 ft,(Floor)
DESIGN SUMMARY Desi n OK,
Maximum Bending Stress Ratio = 0.76G 1 Maximum Shear Stress Ratio = 0.360 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 827.70 psi fv:Actual 64.72 psi
FB:Allowable = 1,080.O0psi Fv:Allowable _ 180.00 psi
Load Combination +D+L Load Combination +D+L
Location of maximum on span = 4.000ft Location of maximum on span .. 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.045 in Ratio= 2124>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.115 in Ratio= 835>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
l
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.841 1.789
Overall MINimum 0.603 0.588
AYDEN
ENGINEERS
STRUCTURAL I CIVIL
I Wood Beam
Fate=Z:iprojecls12018PR-11181871-11CALCUL-1118187—1,EC6
LIG.# ° W-0600564 ' v Licensee:HAYDENO ULTING ENGINEERS`.
Description: Header
•
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D Only 1.005 0.980
+D+L 1.725 1.700
+D+S 1.400 1.338
+0+0.750L 1,545 1.520
+0+0.750L+0,750S 1,841 1,789
+0.60D 0.603 0.588
Wind and Seismic Design ASCE 7-10
Seismic Base Shear Loading Risk Category II
V= Cs W (ASCE 7-10 EQ. 12.8-1)
Cs= SDS (ASCE 7-10 EQ. 12.8-2)
R/le
SDS 0.712 g (USGS Design Maps Summary Report)
R 6.5 (ASCE 7-10 Table 12.2-1)
Risk Category 2
le 1.00 (ASCE 7-10 Table 1.5-2)
V= 0.110 W
(ASD) V= 0.077 W (ASCE 7-10 Sect. 2.4.1)
Wind Loading 120 mph Exposure B
Ps= AKZtPs3o (ASCE 7-10 EQ. 28.6-1)
Mean Roof Ht. 25 ft
Roof Pitch 8 = 34 Degrees
Ps30 (wall) 25.7 psf (ASCE 7-10 Fig. 28.6-1)
Ps3o (roof) 17.6 psf (ASCE 7-10 Fig. 28.6-1)
A 1.00 (ASCE 7-10 Fig. 28.6-1)
KZt 1.0 (ASCE 7-10 Sect. 26.8.1)
ps(wall)= 25.700 psf
Ps(roof)= 17.600 psf
(ASD) ps(wall)= 15 psf (ASCE 7-10 Sect. 2,4.1)
(ASD) ps(roof)= 11 psf (ASCE 7-10 Sect. 2.4.1)
BY RN DATE 6/22/18
13 HAYDEN
ENGINEERS 10319 SW Picks Way REV DATE
STRUCTURAL I CIVIL jOT NO 18187
(503)968-9994 p (503)968-8444 f SHEET 6" OF
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HAYDEN ,
/FA/ DATE irli,//,
ENGINEERS /7:,.)/.;:" ,-5, ) ( , � ; � ,E REV
1331( DATE_.__ ..
STRUCTURAL I CIVIL JOB NO /7/d.,
(503) 968-9994 p (503) 968-8444 f SHEET 7 OF
•
Lateral Analysis
•
Wind Controled
Upper
Wall Length 1 30.0 ft
Wall Height 8.0 ft
Reaction 3819 lb
Wall Wt. 10 psf
Roof Wt. 17 psf
Roof Tributary 4.0 ft
v = 127 lb/ft y
—4 Nail Sheating at 6 in o/c
M Edge & 12 in o/c Field
overturning= 30552 ft-lb
MReaction Wall= 21600 ft-lb
MReaction Roof= 18360 ft-lb
Tasd= -314 lb
—4 No Strap Req.
Lower
Wall Length 1 19.3 ft Wind Controled
Wall Height 9.1 ft
Reaction 6462 lb
Wall Wt. 10 psf
Floor Wt. 15 psf
Floor Tributary 4.5 ft
v = 336 Ib/ft
—+ Nail Sheating at 6 in o/c
M Edge & 12 in o/c Field
overturning= 58697 ft-lb
MReaction Wail= 10098 ft-lb
MReaction Floor= 7504 ft-lb
Tasd= 2135 lb —* USE Post Installed 16 Ga.
Strap
Tuft
= 3558 lb
BY RN DATE 6/22/18
ra HAYDEN
ENGINEERS 10319 SW Picks Way REV DATE
STRUCTURAL I CRU. JOB NO 18187
(503) 968-9994 p 1503) 968-8444 f SHEET OF
Custom Hold,Down Strap Design wi(2)Thru-Bolts Thru Conc.
Bolts Concrete
0= 1/2 in (Bolt Diameter) f'�= 2500 psi
rn/f)= 2.65 kip (Bolt Capacity) b = 6 in (Wall Width)
0= 0.75
ASD Factor= 0.6 Wind Controled
Strap 16d Nail/SDS Screw Capacity
Strap Size 16 Ga. (Strap Thickness) Pnail = 164 #/ nail
t= 0.0566 in (Strap Thickness)
Pscrew= 250 #/screw
w= 3 in (Strap Width) Cd= 1.6 duration factor
fy= 50 ksi
fu = 65 ksi
shy= 1.67 Applied Load
= 2 Tmax= 2135 lbs (ASD)
Ag= 0.170
An= 0.142
Check Yelldinp Check Tension
Ty = Agfyfu
= 5.08 kip Tu A = 4.60 kip
y u
•
TAllowable= Min (Ty, T„) = 4.60 kip > Tmax= 2.134794 kip Strap OK
And Bolt Capacity= 2.65 kip > Tmax= 2.134794 kip Bolt OK
Check Bolt Depth Into Conc,
d►ne►� = T"` 6.00 in *Note: This calculations assumes 1/2 of the
4*0*Fr, * 6* (ASD) tension load(Tmax) to the top bolt. Use 6"
Nail/Screw Reuirment
NailReq = P amaxCd = 8.1 Nails
TScrew "` = 5.3 Screws
Req = 'screw * Cr!
--> USE 16 Ga. Strap w/(2) 1/2 in. 0 Bolts, Placed @ 6 in.
min. below top of stem wall. And, (9) 16d Nails -OR- (6)
1/4 in. x 3 in. Simpson 'SDS' Screws Into DBL. Stud min.
BY RN DATE 6/22/18
ENGINEERS 10319 SW Picks Way REV DATE
STRUCTURAL I CIVIL JOB NO 18187
(503)968-9994 p (503)968-8444 f SHEET 9 OF 9