Report (2) FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
Transmittal Letter
i I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: Plans Examiner DATE RECEIVED:
DEPT: BUILDING DIVISION RECEIVED
FROM: Mike Sawyer
APR 2 8 2021
COMPANY: Levtex, LLC CITY OF TIGARD
PHONE: 503-502-0323 BUILDING DIVISIONBY �
EMAIL: levtexllc@gmail.com
RE: 12195 SW 121st Tigard, OR 97223 MST2020-00207
(Site Address) (Permit Number)
Wolf Shed Dormer
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
Additional set(s) of plans. Revisions:
Cross section(s)and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. -1 2 Engineer's calculations.
Other(explain):
REMARKS: Additional engineering required for 4x6 skylight
FOR F ICE USE ONLY ` � ' .
Routed to Permit Techni ' pate: 4 (1 I.) Initials: f4 "
Fees Due: ❑ Yes No ee Descri do Amount Due:
Ni_t_____10 -..-...------ $
$ z filV"
Special
Instructions: ❑
Reprint Permit(per PE): El Yes No Done
‘ieker
Applicant Notified: te: C ,///Z/ Initials:
FOR OFFICE USE ONLY—SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
Transmittal Letter
r i( A a t) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
4
TO: FIkt/ 1"t✓ v t101Ail DATE RECEIVED:
DEFT: BUILDING DIVISION RECEIVED
FROM: I�1 0 S /(J� spy 4 2021
COMPANY: ( CITY OF TIGARD
PHONE: r67,.. ,.,
-- q›-C ". 65 3 2 3UILDING DIUISIO@�y:
EMAIL: Lfik- 1— (Y l ,4-- (,r c6/" ,
RE: L 74l'� `AVV f el . erf�/_ Y/lri �5f-t U . 66 207-
(Site Address) ermit Number)
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWING ITEMS:
Copies: Description: Copies: Description:
Additional set(s) of plans. Revisions:
Cross section(s) and details. Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. r. Engineer's calculations.
Other(explain):pl J ,
REMARKS: Pe.A1)c p Go 1 N"ti ' � [f/I6
41(NZ(
FOR/OF CE USE ONLY
Routed to Permit Tec •' ian:/ Date: �'j/ (p/V Initials: 711-1k—
Fees Due: ❑ Yes Vd Fee Description: Amount Due:
b .0 $
pf.
Special
Instructions:
Reprintplct ti per PE): ❑ Yes /r` / ( No ❑ DInitials.
�/,{
Applicant Notified: Date: � h Initials•
' 1
wsionrio
Wolf Skylight Header
Tigard, OR
- 88 373
OREG N
l4 ti p�� Q-
,' Y2t,
- JEAN-cp'�
Co ' 3\- �O'Z2
Approved plans
°ha!l be on job s!+ .
Calculations: S-1 thru S-6
rn s i ZO ZD — O(1 0-7
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OFFICE COPY
amity ot Tigard
Approved P s
ay Pare L¢ 21 Emily Toner
(541) 554-2255 phone
Job`-.)OLT c '1 LACIN T
` Client
Job No. BYT
Date-5 +,/20 24 Sheet No. S-1
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Title Block Line 1 Project Title: S-2
You can change this area Engineer:
using the'Settings"menu item Project ID:
and then using the'Printing& Project Descr:
Title Block"selection.
Title Block Line 6 Printed:28 MAR 2021, 4:12PM
File:Wolf Skyliightec6
Wood Beam Software.. y'r ht ENERCALC,INC.1983-2020,Buikd:12.20.8.24
Lic.#:KW-06011471 Lewis&Van Vleet Inc.
DESCRIPTION: Skylight Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination IBC 2018 Fb- 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 575.0psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
o(o.oa;s(o.1) 1
0 0 a o
0(0.061 Sal)6 V e 5 8
A41°P1 4x10
Span=6.0ft
F.
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0150, S=0.0250 ksf,Extent=0.0->>4.0 ft, Tributary Width=4.0 ft,(Roof)
Uniform load: D=0.020, S=0.0250 ksf,Extent=4.0->>6.0 ft, Tributary Width=4.0 ft,(Roof)
DESIGN SUMMARY Design OK
[Maximum Bending Stress Ratio = 0.143 1 Maximum Shear Stress Ratio = 0.084 : 1
Section used for this span 4x10 Section used for this span 4x10
fb: Actual = 177.95 psi fv:Actual = 17.39 psi
Fb:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 3.044ft Location of maximum on span = 5.234 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.008 in Ratio= 9066>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.013 in Ratio= 5496>=240
Max Upward Total Deflection 0.000 in Ratio= 0<240
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.072 0.043 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.29 69.81 972.00 0.15 7.04 162.00
+D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.143 0.084 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.74 177.95 1242.00 0.38 17.39 207.00
+0+0.7505 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.122 0.072 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.63 150.91 1242.00 0.32 14.80 207.00
+0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=6.0 ft 1 0.024 0.015 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.17 41.89 1728.00 0.09 4.23 288.00
Overall Maximum Deflections
Load Combination Span Max."=Deli Location in Span Load Combination Max.'+'Dell Location in Span
+0+S 1 0.0131 3.022 0.0000 0.000
Title Block Line 1 Project Title: S-3
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' using the"Settings"menu item Project ID:
and then using the'Printing& Project Descr:
Title Block"selection.
Title Block Line 6 Printed:28 MAR 2021, 4:12PM
File:Wolf Skylightec6
Wood Beam Software copyright ENERCAtC,INa 1983-2020,Build:12.20.8.24
Lie..#:KW-06011471 Lewis&Van Vleet Inc.
DESCRIPTION: Skylight Header
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.487 0.513
Overall MINimum 0.300 0.300
D Only 0.187 0.213
+D+S 0.487 0.513
+D+0.750S 0.412 0.438
+0.60D 0.112 0.128
S Only 0.300 0.300
Title Block Line 1 Project Title: S-4
You can change this area Engineer:
using the"Settings'menu item Project ID:
and then using the'Printing& Project Descr:
Title Block"selection.
Title Block Line 6 Printed: 13 APR 2021.10:28AM
WoodBeamFile:WolfSkylightec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Lic.#:KW-06011471 LewEs&Van Vleet Inc.
DESCRIPTION: 2x6
CODE REFERENCES
Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination/BC 2018 Fb- 900.0psi Ebend-xx 1,600.0ksi
Fc-PrIl 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 575.0psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
r
D(0.21 S(0.3) D(0.015)S(0.025�
a a o a
D(0.015)S(0.025)
a a a a a
2x6
Span=8.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250, Tributary Width=1.0 ft
Point Load: D=0.210, S=0.30 k @ 0.50 ft
Uniform Load: D=0.0150, S=0.0250 k/ft,Extent=6.0-->>8.0 ft, Tributary Width=1.0 ft
DESIGN SUMMARY Design OK
;Maximum Bending Stress Ratio = 0.508 1 Maximum Shear Stress Ratio = 0.554 : 1
Section used for this span 2x6 Section used for this span 2x6
fb:Actual = 783.04psi fv:Actual = 114.66 psi
Fb:Allowable = 1,547.33psi Fv:Allowable = 207.00 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 3.445ft 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 0.111 in Ratio= 864>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.181 in Ratio= 530>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180 j
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V iv F'v
D Only 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.250 0.285 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.19 302.17 1210.95 0.25 46.19 162.00
tD+S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.506 0.554 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.49 783.04 1547.33 0.63 114.66 207.00
+0+0.7505 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.428 0.471 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.42 662.81 1547.33 0.54 97.54 207.00
+0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.084 0.096 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 181.30 2152.80 0.15 27.72 288.00
Overall Maximum Deflections
Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span
4D+S 1 0.1808 3.883 0.0000 0.000
Title Block Line 1 Project Title: S_5
You can change this area Engineer:
using the'Settings'menu item Project ID:
and then using the'Printing& Project Descr:
Title Block'selection.
Title Block Line 6 Printed:13 APR 2021,10:28AM
Wood Beam File:Wolf Skylght.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Lic.#:KW-06011471 Lewis&Van Vieet Inc.
DESCRIPTION: 2x6
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.648 0.262
Overall MINimum 0.388 0.163
D Only 0.261 0.099
+D+S 0.648 0.262
+0+0.750S 0.551 0.221
+0.60D 0.156 0.060
S Only 0.388 0.163
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