Plans (2) 9i/c5 3 AO 9a 9 97A
ho,t/ -at / 1
111 ' Building Division U
Development Code Provision Review
G n R° Residential Projects
Building Permit No: - CO�(o
CWS Service Provider Letter Received: Yes ❑ No ❑ N/A or
Routed Plans:
Original Plan Submittal Date: to c' /
1,c Revision Submittal Date: 7M �. ❑ Site Plan Only
2nd Revision Submittal Date: F//2- ❑ Site Plan Only 'lr%^L.IQ 2 "Dee--45
,Y7./3 .ZArre,2.i22 Jie .FSr"-'-i ONly
To the Applicant:
Each review type must be approved. If the plan is not approved, please revise and resubmit three (3) copies to the
Building Division. Only checked (V) items are approved. Items not approved and those listed in the notes must be
revised prior to re-submittal. For questions please contact the appropriate staff person(s) listed above each section.
Staff: please check items along left only if approved.
Planning Review(contact at 503-718- or @ tigard-or.gov)
Land Use Case No. L. 4- . G 3 Name 7
Zoning
.2- Setbacks:
Front Rear Side Street Side Garage
_ ,8 Maximum Building Height Actual Building Height
El Visual Clearance
Easements
0 Sensitive Lands Type:A!
Notes:
S ter,` .1c i ai 19 w itc.5
Original Plan: Approved-0' Not Approved ❑ Date: 7- JZ
Revision 1: Approved .a Not Approved ❑ Date: `3`/ % Z
Revision 2: Approved ❑ Not Approved ❑ Date:
Engineering Review(contact Mike White at 503-718-2464 or MikeW @tigard-or.gov)
Actual Slope:
Notes:
Original Plan: Approved,,a Not Approved ❑ Date: -5 (Z
Revision 1: Approved ❑ Not Approved ❑ Date:
Revision 2: Approved ❑ Not Approved ❑ Date:
(Review Continues on Page 2)
Page 1 of 2
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1 Copyright.(c) Comp'uTrus Inc.
Project:
page
Dan Nelson /
Location: Uniformly Loaded Floor Beam 1 � City of Tigard
Uniformly Loaded Floor Beam `g+Q!t±�+ 13125 SW Hall Blvd o
[2009 International Building Code(2005 NDS)] Tigard,OR 97223
3.125 IN x 10.5 IN x 12.0 FT
24F-E4-E-Ratet,Nestern Species-Dry Use
Section Adequate By:42.7% StruCalc Version 8.0.112.0 4/24/2013 10:20:21 AM
Controlling Factor: Moment
LOADING DIAGRAM
DEF FSTIONS Center
Live Load 0.28 IN L/523
Dead Load 0.11 in
Total Load 0.38 IN L/375
Live Load Deflection Criteria:11360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1920 lb 1920 lb
Dead Load 763 lb 763 lb
Total Load 2683 lb 2683 lb
Bearing Length 1.32 in 1.32 in
BEAM DATA Center 12ft
Span Length 12 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1 FLOOR LOADING
Camber Required 0.11 Side 1 Side 2
Notch Depth 0.00 Floor Live Load FLL= 40 psf 0 psf
MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 0 psf
Floor Tributary Width FTW= 8 ft 0 ft
24F-E4-E-Rated Western Species Wall Load WALL= 0 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by BEAM LOADING
Fb cmpr= 1450 psi Fb'= 2400 psi Beam Total Live Load: wL= 320 plf
Cd=1.00 Beam Total Dead Load: wD= 120 plf
She @r Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 7 plf
Cd=1.00 Total Maximum Load: wT= 447 plf
£'dulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min. Mod. of Elasticity: E min= 930 ksi E min'= 930 ksi
Con,a.i to Grain: Fc---= 650 psi Fc-1'= 650 psi
Controlling Moment: 8048 ft-lb
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -2307 lb
At a distance d from support
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 40.24 in3 57.42 in3
Area(Shear): 13.06 in2 32.81 in2
Moment of Inertia(deflection). 207.33 in4 301.46 in4
Moment: 8048 ft-lb 11484 ft-lb
Shear: -2307 lb 5797 lb
As
Y kliajpbsr f• /11W,4 - e,e./ /1/7- . ik= 4"frkt
BEAM SPAN = 15 . 5 FT. SEC 1
(
SSG-( �
._ ) ALT
BEAM CARRIES ROOF/SNOW LOAD 'S
JUN 28 2012
LOAD CASE 1 UNIFORM LOAD ON FULL SPAN
LOAD = 650 PLF, r` i(�C�'I{�L
LOAD CASE 2 POINT LOAD AT ANY POINT
LOAD = 4675 LBS .
A = 4 . 5 FT. FROM LEFT SUPPORT.
LOAD CASE: 1
LOAD CASE: 2
GLULAM BEAM USED:
FB= 2900 PSI .
FV= 290 PSI.
FC PERP = 650 PSI ,
E= 2000000 PSI .
MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS :
V = 7516
M = 31376 D = 664 /Ix
REACTION (LEFT) = 8355 . 243 LBS . BEARING AREA REQ 'D = 12 . 85422 IN2 .
♦ REACTION (RIGHT) = 6394 . 758 LBS . BEARING AREA REQ 'D = 9 . 838089 IN2 .
SX = 112 . 8972 IN3 .
AV (MIN) = 33 . 8051 IN2 .
MINIMUM BEAM SIZE = 5 . 25 X 14 E(,�,/-� (I`` /c 'it li .A0P
MAX. DEFLECTION = . 5531029 INCHES t"
A(PROVIDED) = 73 . 5 IN2 . = L/ 336 . 2846
SX (PROVIDED) = 171. 5 IN3 .
IX (PROVIDED) = 1200 . 5 IN4 . D. F. = 983018
BRG LENGTH REQD (LEFT) = 2 .448423 IN.
BRG LENGTH REQD (RIGHT) = 1 . 873922 IN.
fb = 2195 . 405 psi .
CD111Pr
SAY,R0 A MENTAUM C7
• •i, / � � `
'OF 00
C.§:'
BEAM SPAN = 16 . 5 FT. MPI�
• MAIN (f)
BEAM CARRIES ROOF/SNOW LOAD
LOAD CASE 1 UNIFORM LOAD ON FULL SPAN
LOAD = 440 PLF.
LOAD CASE 2 UNIFORM LOAD ON PARTIAL SPAN, LEFT
LOAD = 888 PLF.
A= 6 . 5 FT. FROM LEFT SUPPORT.
LOAD CASE 3 POINT LOAD AT ANY POINT
LOAD = 5718 LBS .
A = 6 . 5 FT. FROM LEFT SUPPORT.
LOAD CASE 4 POINT LOAD AT ANY POINT
LOAD = 6093 LBS .
A = 16 . 5 FT. FROM LEFT SUPPORT. �'i"1)
LOAD CASE: 1 � Imo '
LOAD CASE: 2 ,
LOAD CASE: 3 WNWAWDMIL q
LOAD CASE: 4 / /
•
GLULAM BEAM USED:
c CON
FB= 2400 PSI . 0
1?'
FV= 165 PSI .
sij 0 �GS}
FC PERP = 625 PSI . F 0
E= 1800000 PSI .
MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS :
V = 9905 M = 47181 D = 1164 /Ix
REACTION (LEFT) = 11730 . 55 LBS. BEARING AREA REQ 'D = 18 . 76887 IN2 .
' REACTION (RIGHT) = 13112 . 46 LBS . BEARING AREA REQ 'D = 20 . 97993 IN2 .
SX = 205 . 1348 IN3 .
AV (MIN) = 78 . 3004 IN2 .
MINIMUM BEAM SIZE = 5 . 125 X 16 . 5
MAX. DEFLECTION = • . 6067203 INCHES = L/ 326 . 3448
A(PROVIDED) = 84 . 5625 IN2 .
SX (PROVIDED) = 232 . 5469 IN3 . D. F. = . 9652349
IX (PROVIDED) = 1918 . 512 IN4 . .
fb = 2434 . 658 psi .
•
M }
Y ♦S k.4
4/5 If '1 �ti'
G l(// t?q7L -"?.) F Sic— ( �?
, BEAM SPAN = 1,g_,5 FT. SEC (1) L- LJ /2 /24
BEAM CARRIES ROOF/SNOW LOAD
LOAD CASE 1 UNIFORM LOAD ON FULL SPAN
LOAD = 650 PLF.
LOAD CASE 2 POINT LOAD AT ANY POINT
LOAD = 4675 LBS .
A = 4 . 5 FT. FROM LEFT SUPPORT.
LOAD CASE: 1
LOAD CASE: 2
GLULAM BEAM USED:
FB= 2400 PSI .
FV= 240 PSI .
FC PERP = 625 PSI .
E= 1800000 PSI .
MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS :
V = 7516 M = 31376 D = 738 /Ix
REACTION (LEFT) = 8355 . 243 LBS . BEARING AREA REQ'D = 13 . 36839 IN2 .
REACTION (RIGHT) = 6394 . 758 LBS . BEARING AREA REQ 'D = 10 . 23161 IN2 .
SX = 136 . 4174 IN3 .
AV (MIN) = 40 . 84783 IN2 .
MINIMUM BEAM SIZE = 5 . 125 X 13 . 5 0
MAX. DEFLECTION = . 702332 INCHES = L/ 264 . 832 `.:/ uo.r
A(PROVIDED) = 69 . 1875 IN2 .
SX (PROVIDED) = 155 . 6719 IN3 . D. F. _ . 9869982 rrefem-a- '
IX (PROVIDED) = 1050 . 785 IN4 .
BRG LENGTH REQD (LEFT) = 2 . 608466 IN.
BRG LENGTH REQD (RIGHT) = 1 . 996412 IN.
fb = 2418 . 626 psi .
`'11
•
WNVID A MENTAUM
OF OR
PA0J KK
BEAM SPAN = 7 . 5 FT. MAIN (e) ikAA( �
BEAM CARRIES ROOF/SNOW LOAD
LOAD CASE 1 UNIFORM LOAD ON FULL SPAN
LOAD = 490 PLF .
LOAD CASE : 1
SAWN BEAM USED:
FB= 1350 PSI .
FV= 85 PSI .
FC PERP = 625 PSI .
E= 1600000 PSI .
MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS :
V = 1531 M = 3445 D = 21 . 8 /Ix
REACTION (LEFT) = 1837 . 5 LES . BEARING AREA REQ 'D = : . 94 IN2 .
REACTION (RIGHT) = 1837 . 5 LES . BEARING AREA REQ'D = : . 94 IN2 .
SX = 26 . 62802 IN3 .
AV (MIN) = 23 . 49361 IN2 .
1136 X/
MINIMUM BEAM SIZE = 5 . 5 X 7 . 5 %c v
MAX. DEFLECTION' _ . 1127434 INCHES = L/ 798 . 272' /
A(PROVIDED) = 41 . 25 IN2 .
SX (PROVIDED) = 51 . 5625 IN3 . D.F . = 1 . 05: 1
IX (PROVIDED) = 193 . 3594 IN4 .
fb = 801 . 7455 Ps:L .V
c0) 4
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lARD A M f
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U
Partial LATERAL Calculations
MONTAGE ROWHOUSES #3 and #4
Tigard, Oregon
Bayard Mentrum - Architect
DESIGN LOADS:
Wind: 95 mph Exposure B (ASCE-7)
Seismic: Ss = 0.85
Seismic Design Category D1
This structural design may used for even-numbered
unit BLDGS: 2-plex, 4-plex, 6-plex, etc.
The duplex-units must remain as-designed and
can function as independent buildings. xt.ilt4,
WROPFZ,
ki
OREGON
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4f cove`
Job No. 6090
TIM COVERT P.E. STRUCTURAL ENGINEER
1750 SW Skyline Blvd Rm 221
Portland, Oregon 97221 Phone:(503) 228-0426