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FROELICH
CONSULTING 969 SW Hamptdn Street CENTRAL OREGON
EN GINEERS e Loop, Suite 101
,INC 503.624-7005/503.624-9770 FAX 541 383-1828/541.383 -7696 FAX
STRUCTURAL OBSERVATION REPORT
Date: March 29, 2001
Project name: Kell Residence
12010 SW Queen Elizabeth St. RECCEN D
Portland, OR 97224
Weather: Sunny, 60 F
APR ®G Z ® ®1
FCE Project #: 01 -T050 COMMUNITY DEVELOPMENT
BLDG #BUP96 -0503
To: Mike Kell
From: Timothy T. Terich, P.
Froelich Consulting Engineers was contacted to investigate the as -built capacity of the enclosed
patio area roof. It is our understanding that the patio was to be enclosed under permit # #BUP96-
0503. The work was inspected and completed, however a final inspection was never performed.
Five years later, the new owner was made aware of the un- inspected items. FCE was contacted
to verify the capacity of the installed 6x12 beam supporting the added roof.
A
Existing 6x12 beam
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sr , ' over west window
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1 New addition (1996)
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Attached a structu calcula fo r the beam. the beam is sufficient to carry 1998 OSSC roof
wind and snow loading.
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Existing double 6x6
I . Existing 6x12 beam
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Page 1 of 2
The west end of the 6x12 is supported by a header over a new window. The sheetrock was removed
from this area to visually verify the header size. Two 6x6 headers stack on top of each other support
the 6x12. This header is sufficient to carry the 6x12 load.
Structural Observation by:
Timothy T. Terich, P.E.
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L in 6969 SW Hampt Street CLIENT ' V ` 1 1,41;m,- ��_ .--.�. , PAGE 1 / 4
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- - - - - - -- — Roof Beamf - 97 - UBC NDS) - - - --
By: Tim Terich , Froelich Consulting Engineers on: 03 -13 -2001
Protect: KELL - Location: existing 6x12
Summary:
/\ 5.50 IN x 11.50 IN x 23.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By: 7.2% Controlling Factor: Section Modulus / Depth Required 11.10 In
Deflections:
Dead Load: DLD= 0.44 IN
Live Load: LLD= 0.86 IN = U320
Total Load: TLD= 1.30 IN = U212
Reactions (Each End):
Live Load: RL= 1869 LB
Dead Load: RD= 947 LB
Total Load: RT= 2816 LB
Bearing Length Reqd.: BL= 0.70 IN
Beam Data:
Span: L= 23.0 FT
Maximum Unbraced Span: Lu= 23.0 FT
Pitch Of Roof: RP= 3.00 : 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: U 180
Beam Loading:
Live Load: LL= 25 PSF
Side One: Roof Dead Load: DL1= 10 PSF
Roof Rafter Tributary Width: TW1= 2.0 FT
Side Two: Roof Dead Load: DL2= 10 PSF
Roof Rafter Tributary Width: TW2= 4.5 FT
Roof Duration Factor: Cd= 1.15
Slope Adjusted Lengths and Loads:
Adjusted Beam Length: Ladi= 23.0 FT
Beam Live Load W/ Slope Red'n: wL= 163 PLF
Beam Self Weight: BSW= 15 PLF
Beam Total Dead Load: wD= 82 PLF
Total Maximum Load: wT= 245 PLF
Controlling Total Design Load: wTcont= 245 PLF
Properties For: Dense #1- DOUGLAS FIR -LARCH
Bending Stress: Fb= 1550 PSI
Shear Stress: Fv= 85 PSI
Modulus of Elasticity: E= 1700000 PSI
Stress Perpendicular to Grain: Fc_perp= 730 PSI
Adjusted Properties:
Fb' (Tension): Fb'= 1719 PSI
Adjustment Factors: Cd =1.15 CI =0.96 Cf =1.00
Fv': Fv'= 98 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Maximum Moment: M= 16192 FT -LB
Shear ((a7 d from beam end): V= 2581 LB
Comparisons With Required Sections:
Section Modulus: Sreq= 113.1 N3
S= 121.2 N3
Area: Areq= 39.7 N2
A= 63.2 N2
Moment of Inertia: lreq= 591.5 N4
I= 697.0 N4
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- 16325 S.W. BOONES Ml V ROAD Job #
LAKE OSWEGO. ORES• JN 97616
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Component weights Range Actual Remarks
ERIN membrane i
1.5 PSFI
H 5 -ply built up roofing ' 2.5 PSFI
W Tapered styrofoam instil. .25 PSF /INI •
Rigid insulation 1.5 PSF /INI
Closed call insulation .5 PSF/IN I
co
z Asphalt shingles 2 PSF 2
H
o Shake shingles light -heavy I 1.5 -3 PSF
¢ Cement tile I 11 PSFI
Ballast c -10 PSFI
I
Plywood 3 PSF /INI l.4;
Metal deck I 1.5 -3 PSFI
U
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• Q Wood roof trusses -I 3 -5 PSF ?>
Steel bar joists I 2.5 -4 PSFI
u Timber rafters
(1.6-3.2 PSFI
1- I I
N
m T - grid plus tiles I 2 PSF
o
w SheOtrock (1/2 ") 2. PSF Z
J Wood ceiling joists I 1 PSF •
w -Resilient furring channels 0.7 PSF
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H _Sprinkler system ' .5 -1.5 PSF
HVAC ductwork . lights .5 -2.5 PSF
i Batt or blow - in insulation j .5 PSF /IN /.5i ' ,
u� _
TOTAL /0
USE /0 p$
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I -- — Multi= Loaded - Beam( - 97 UBf v4052746 --
By: Tim Terich , Froelich Consulting Engineers on: 04 -02 -2001
Proiect: KELL - Location: (2) 6X6 HEADER
Summary:
(2 ) 5.50 IN x 7.50 IN x 4.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By: 142.2% Controlling Factor: Section Modulus / Depth Required 4.82 In
Deflections:
Dead Load: DLD= 0.00 IN
Live Load: LLD= 0.01 IN = U5604
Total Load: TLD= 0.01 IN = L/3654
End Reactions(Left Side):
Live Load: RL1= 935 LB
Dead Load: RD1= 514 LB
Total Load: RT1= 1448 LB
End Reactions(Right Side):
Live Load: RL2= 935 LB
Dead Load: RD2= 514 LB
Total Load: RT2= 1448 LB
Bearing Length Regd.(Left) : BL1= 0.21 IN
Bearing Length Reqd.(Right): BL2= 0.21 IN
Beam Data:
Span: L= 4.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Live Load Duration Factor: Cd= 1.15
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Uniform Load:
Live Load: wL= 0 PLF
Dead Load: wD= 0 PLF
Beam Self Weight: BSW= 20 PLF
Total Load: wT= 20 PLF
Concentrated Load P1:
Live Load: PL1= 1869 LB
Dead Load: PD1= 947 LB
Total Load: PT1= 2816 LB
Location: X1= 2.0 FT
Properties For: #2- DOUGLAS FIR -LARCH
Bending Stress: Fb= 700 PSI
Shear Stress: Fv= 85 PSI j
Modulus of Elasticity: E= 1300000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties:
Fb' (Tension): Fb'= 805 PSI
Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.00
Fv': Fv'= 98 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Maximum Moment: M= 2856 FT -LB
2.0 FT From Left Support
Shear (A d from beam end): V= 1436 LB
Comparisons With Required Sections:
Section Modulus: Sreq= 42.6 N3
S= 103.1 N3
Area: Area= 22.1 N2
A= 82.5 N2
Moment of Inertia: Ireq= 25.4 N4
1= 386.7 N4
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