Specifications (11) 4
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RECEIVED
FEB 2 3 2015
BUI�iNG DiVls p
Structural Calculations N
for
Residential Repair at
11270 SW Quelle Place
Tigard, Oregon
February 12, 2015
DESIGN PARAMETERS
2014 Oregon Residential Specialty Code
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EXP: 6/30/ (C
Scope of Work
These calculations pertain to the repair of a damaged garage on an
existing residence.This scope of work does not include any analysis of other
areas of the existing structure, or waterproofing.
P By: sr Date:
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.3tructuraL Engineering Job#: 15048
(503)968-9994(phone) (503)968-8444(fax) Sheet: Of:
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1I,I III Consulting Engineers REv DATE
.Structural Engineering ' �', _ '� Y JOB NO I!) t)4
(503) 968-9994 p (503) 968-8444 f .
Thl HAYDEI1 Engineer: Project ID:
r _ Consulting L=ngineers Project Descr:
Structural Engineering
Wood Beam Ale=z:protects{2015Pf2-115od81-11QUELLE-1.EC6
ENERCALC,INC.1983.2015,Build:6.15.1.19,Ver:6.15.1.19
Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: roof Joists
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-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi
Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade No.2 Fv 180.0 psi
FBeam Bracing Beam is Fully Braced against lateral-torsion bucklingt 575.0 psi Densityeass Increase
Repetitive Member Stress
13(0.03S(.0 05)
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N
A
2x8 j
� 17
Span=11.50 ft
A . _ Service loads entered.Load Factors will be applied for calcul
A lied Loads calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft
- .PEC `. VAI _: _ . : _ Design CK
'Maximum BendingStress Ratio Stress- 0 846 1 Maximum Shear Stress Ratio = 0.275 : 1
Section used for this span 2x8 Section used for this span 2x8
i fb:Actual = 1,207.71 psi fv:Actual = 56.96 psi
FB:Allowable = 1,428.30 psi Fv:Allowable =
Load Combination +D+S+H Load Combination +D-PS+H
Location of maximum on span = 5.750ft 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 0.260 in Ratio= 531
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.415 in Ratio= 332
Max Upward Total Deflection 0.000 In Ratio= 0<180
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.288 0.288
Overall MINimum 0.173 0.173
D Only 0.173 0.173
L Only
S Only 0.288 0.288
W Only
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Project Tulle:
, ki , Engineer. Project ID:
r ! Protect Descr.
1 Consulting Engineers
5tructuraL Engineering
-
Wood Beam File=zlprojects12o15PR-11150461-110UE10E-1.EC6
ENERCALC.INC.1983-2015,Build:6 15.1,19,Ver:6.15.1.19
Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: garage door header(glulam)
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-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Pill 1650 psi Eminbend-xx 930 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing : Completely Unbraced
j io ae 25 (0;i437s1
4111,
3.5x10.5
Span=16.0 ft
__-Appilettzoads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=5.750 ft
Maximum Bending Stress Ratio �_.... . Desitin CK
ng = 0.511: 1 Maximum Shear Stress Ratio _ 0121 :: 1
Section used for this span 3.5x10.5 Section used for this span 3.5x10.5
fb:Actual = 1,373.29psi fv:Actual 67.43 psi
FB:Allowable = 2,689.91 psi Fv:Allowable _ 304.75 psi
Load Combination +0+541 Load Combination +D+S+H
Location of maximum on span = 8.000ft Location of maximum on span 15.182 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.351 in Ratio= 547
Max Upward Transient Deflection0.000 in Ratio= 0<360
Max Downward Total Deflection 0.561 in Ratio= 342
Max Upward Total Deflection 0.000 in Ratio= 0<240
Vertical Reactions Support notation.Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.150 1.150
Overall MINimum 0.690 0.690
- D Only 0.690 0.690
L Only
S Only 1.150 1.150
W Only
Z
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u1t1E1!M Project Title:
Engineer: Project ID:
- ill_ Consulting Engineers Pra`ct Descr:
Structural Engineering
Wood Column
file=: ► aSPR*11f5a964�-14ttLE-t. crt
Lic #: KW-06005543 E1+IER i.,IND.1083 2P15,Build:6.15.1.19,Vec6.15.1.19
Description: garage cripple'studs
licensee: HAYDEN CONSULTING ENGINEERS
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10
Load Combinations Used:ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 2-2x4
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 7.0 ft Wood Member Type Sawn
(Used for non-slender calculations)
Wood Species Douglas Fir-Larch Exact Width 3.0 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50
Fb Tension 900.0 psi Fv 180.0 psi Area 10.50 in"2 Cf or Cv for Compression 1.150
Fb-Compr 900.0 psi Ft 575.0 psi lx 10.719 in"4 Cf or Cv for Tension 1.50
Fc-PM 1,350.0 psi Density 32.210 pcf ly 7.875 in"4 Cm:Wet Use Factor 1.0
Fc-Perp 625.0 psi Ct:Temperature Factor 1.0
E:Modulus of Elasticity... x-x BendingCfu:Fiat Use Factor 1.0
Y y y Bending Axial Kf:Built-up columns 1,0 NOS r5.a2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No( -srn a+rl
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=7.0 ft,K=1.0
Applied Loads �� Service loads entered. Load Factors will be applied for calculations.
Column self weight included:16.441 lbs*Dead Load Factor
- AXIAL LOADS...
Axial Load at 7.0 ft,D=0.690,S=1.150 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.3171 :1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are...
Applied Axial 1.856 k Along Y-Y 0.0 in at 0.0 ft above base
Applied Mx 0.0 k-ft for load combination:n/a
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 557.49 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension
Load Combination +0.60D+0.70E+0.60H Cf or Cv:Size based factors 1.500 1.150
Location of max.above base 7.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 288.0 psi
4
}IJ4yflEfljf Project Title: i
Engineer: Project ID:
p,411. Consulting Engineers Project Descr:
.Structural Engineering
WoodBeam File=z:lprojects12015PR-11150481-11QUELLE-1.EC6
ENERCALC,INC.isamt5,Build:&15.1.19.Ver:6.15.1.19
Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: garage king studs
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-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc..Prll 1,350.0 psi Eminbend-xx 580.0ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psI
Wood Grade No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
W(o,264)
+ 'V , +
4-2x4
Span=11.333 ft
!pried_�..�.�:ied LService loads entered,Load Factors will be applied for calculations.
Uniform Load: W=0.0330 ksf, Tributary Width=8.0 ft
Maximum Bending
_ _ _ __. _.- � _ _ Desi.n N.G.
ding Stress Ratio = 1.003 1 Maximum Shear Stress Ratio = 0.211 : 1
used for this span 4-2x4 Section used for this span 4-2x4
fb:Actual = 2,491.15 psi fv:Actual = 60.84 psi
FB:Allowable = 2,484.00 psi Fv:Allowable = 288.00 psi
Load Combination +D-►0.60W+H Load Combination +D+0.60W+H
Location of maximum on span = 5.667ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 2.873 in Ratio= 47<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 1.724 in Ratio= 78<180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
• Load Combination Support 1 Support 2 _.
Overall MAXimum 1 1.4*.
Overall MINimum 1.496 1.496
D Only
L Only
S Only
W Only 1.496 1.496
r
Project Title:
H ! f s i `` 0 rim' Engineer:
Project DescProject ID:
• r.
L Consulting Engineers
Structural Engineering
Wood Beam File=zAprojecis12015PR-1\1504e1-11ol1ELLE-1:Et
Lio>!#;KV4d-06i�t15s43 tcNE#1£.41fin INC.iq l4ts t3 d61 1.19,Ver:&15.1.19
Licensee: HAYDEN CONSULTING ENGINEERS
Description: 2x4 stud with wind load
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-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing Completely Un braced Repetitive Member Stress Increase
MO 0331
'+
1111 462x4
Span=14.50 ft
• .. :xs Service__ ,.._._ _ .:.-::. _..m_ :: .......p-...
Applied Loads loads entered.Load Factors will be applied for calculations,
Uniform Load: W=0,0330 ksf, Tributary Width=1.0 ft
. jgstosimmy
_ . _...: - ._ .....,.. ,. ._. Design N.G.
;Maximum Bending Stress Ratio z• 0.988 1 Maximum Shear Stress Ratio _- 0.137 : 1
Section used for this span 2x4 Section used for this span 2x4
fb:Actual = 2,039.00 psi fv:Actual = 39.52 psi
FB:Allowable = 2,064.10psi Fv:Allowable _ 288.00 psi
Load Combination +D+0,60W+H Load Combination +0+0,60W+H 1'
Location of maximum on span = 7.250ft 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 3.850 in Ratio= 45<360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 2.310 in Ratio= 75<180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Supportti..
_ notation.Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0239 0.239
Overall MINimum 0.239 0.239
• D Only
L Only
S Only
W Only 0.239 0.239
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• SIMPSON Anchor Designer TM Company: Hayden Consulting Engineers Date: • 2/18/2015
Software Engineer: SR Page: 1/4
► I ie Project:
Version 2.0.5154.32 Address:
•
Phone:
E-mail:
1.Project information
Customer company: Project description: VIDCti2— _
Customer contact name: Location: MOO,U (t4Vs)
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete: Normal-weight
Units:Imperial units Concrete thickness,h(inch):12.00
State:Cracked
Anchor Information: Compressive strength,f,(psi):3000
Anchor type:Bonded anchor 4Po,v: 1.0
Material:F1554 Grade 36 Reinforcement condition:A tension,A shear
Diameter(inch):0.625 Supplemental reinforcement:Not applicable
Effective Embedment depth,he(inch):6.000 Do not evaluate concrete breakout in tension:No
Code report:ICC-ES ESR-2508 Do not evaluate concrete breakout in shear:No
Anchor category:- Hole condition:,Dry concrete
Anchor ductility:Yes Inspection:Periodic
hmu,(inch):9.13 Temperature range:2
c,c(inch):11.30 Ignore 6do requirement:Not applicable
Cmm(inch):1.75 Build-up grout pad:No
Smtn(inch):3.00
Base Plate _.
_____N.,
Load and Geometry — ,
Load factor source:ACI 318 Section 9.2
Load combination:not set
• Seismic design:No 1.000 lb
Anchors subjected to sustained tension:No
I( t
Apply entire shear load at front row:No
_ Anchors only resisting wind and/or seismic loads:Yes
<Figure 1> kt, tt
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41414141./
-Y 1-,
0 lb
X /ZKy� lirr-
,CSts7� SCJ
-a---;:"-7- 100014" t S Corkst` '
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Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor DesignerTh4 Company: Hayden Consulting Engineers Date: 2/18/2015
SOftWBre Engineer: SR Page: 2/4
Strong-Tie ngTi Version 2.0.5154.32 Project:
e Address:
Phone:
E-mail;
_
<Figure 2>
•
3.00 3.00
Recommended Anchor
Anchor Name:SET-XP®-SET-XP w/5/8"0 F1554 Gr.36
Code Report Listing:ICC-ES ESR-2508
Sim son Strong-Tie Company Inc, 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone: 9 ron
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
p 9 P Y925.580.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Hayden Consulting Engineers Date: 2/18/2015
Software Engineer: SR Page: 3/4
strongsrieVersion 2.0.5154.32 Project:
A Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y,
Nva Ib Shear load combined,
Vuax(Ib) Vuay(lb) J(Vuax)2+(Vuay)2(Ib)
1 1000.0 0.0 0.0
0.0
Sum 1000.0 0.0 0.0
0.0
Maximum concrete compression strain(%o):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(Ib): 1000
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
Naa(Ib) 0 0Nsa(Ib)
1311x_ 0.75 9833
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21
Nb=kcitaJfche,'•5(Eq.D-6)
kc Aa fc(psi) he(in) Nb(lb)
17.0 1.00 2800 6.000 12492,
ONcb=0(ANS ANca)Y'ed,NYrc,NYicy.NNb(Sec.D.4.1 &Eq.D-3)
AN.(in2) ANco(in2) Y'ea,N YigN YPcp,N Nb(Ib) 0 9Ncb(Ib)
108.00 324.00 0.800 1.00 1.000 12492 0.75 2498
6.Adhesive Strength of Anchor in Tension(Sec.5.5)
11c.or=rkafsholt-tennKaat
nor(psi) fshort-temp....... Kaa, T cr(psi)
440 1.72 1.00 757
Nba=Aarcrxdaher(Eq.D-22)
A a rc,(psi) da(in) he,(in) Nba(Ib)
1.00 757 0.63 6.000 8916
RV.=0(ANa/ANao)%d,NaYica,NaNba(Sec.D.4.1&Eq.0-18)
ANa(in2) Aim(in2) Yred.Na Y' .Na Nba(Ib)
� ON.(Ib)
97.01 261.42 0.811 1.000 8916 0.55 1476
Input data and results must be checked for
agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
C
t
SIMPSON
Anchor Company:Designer-MI
Consultingt
Strong-Tie Software Hayden
® Version 2.0,5154,32 - Engineers Dae;
Project: 2/18/2015Address: '"
Phone:
11 n r ti.n 4
Tension a d h° r F,i ,
Steel Factored Load,Nuo(ib)
T
Concrete b 1000 - Design Strength,@N„(lb) Ratio
breakout 1000 9833
Adhesive
1000 2498 0.10 Status
1476 0.40 Pass
SET-XP w/5/8"0 F15 0.68 Pass
54 Gr.36 with hef= Pass(Governs)
6.000 inch meets the selected design criteria,
-Concrete
shear for S compressive strength used in concrete
ET XP adhesive breakout strep
anchor is limit to 2,500
-Minimum psi per ICC-ES in tension,adhesive strep
designer option. and edge distance re ES ESR-2508 Section 5.3,strength in tension and
ption. requirement of 6da concrete pryout strep
per ACt 318 Sections D.8.1 strength in
-Designer must exercise ow and D.8.2 for torqued cast-in-place
-Refer to manufacturer's mune if this designanchor is waived per
cturer's product literature for hole is suitable,
cleaning and installation instructions.
Input data and results must be checked foragreement
Simpson Strong-Tie Company Inc 5958
W.Las PositBoulevard Pleasanton,9 circumstances,4588thee:925.ds and 0 Fax
santon,CA 94588 Phone:925.580.9000 p guidelines must
Fax:925. be checked for plausibility,
847.3871 wWyt,,sMongtie.com
to
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