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Policy #SLPGGL0074000
COMMERCIAL
GENERAL LIABIUTY
CG 20 10 10 01
THIS ENDORSEMENT CHANGES THE POUCY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED-OWNERS, LESSEES OR
CONTRACTORS-SCHEDULED PERSON OR
ORGANIZATION
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART
SCHEDULE
Name of Person or Organization:
Blanket as required by written contract on a primary&non-contributory basis.
(If no entry appears above,information required to complete this endorsement will be shown in the
Declarations as applicable to this endorsement)
A.Section II—Who Is An Insured is amended to include as an insured the person or organization
shown in the Schedule,but only with respell to liability arising out of your ongoing operations
performed for that insured.
B.With respect to the insurance afforded to these additional insureds,the foNowing exclusion is
added:
2.Exclusions
This insurance does not apply to"bodily injury"or"property damage"occurring after
(1)All work,including materials,parts or equipment furnished in connection with such
work,on the project(other than service,maintenance or repairs)to be performed by or
on behalf of the additional insured(s)at the site of the covered operations has been
completed;or
(2)That portion of"your work"out of which the injury or damage arises has been put to
its intended use by any person or organization other than another contractor or
subcontractor engaged in performing operations for a principal as a part of the same
project.
CG 20 10 10 01
/}8 )I'64
113
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vA
def au fi
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ENERGY EFFICIENCY
TABLE N1101.1(2)
" ADDITIONAL MEASURES
High efficiency walls&windows:
" 1 Exterior walls—U-0.047/R-19+5(insulation sheathing)/SIPS,and one of the following options:
Windows—Max 15 percent of conditioned area;or
Windows—U-0.30
High efficiency envelope:
q Exterior walls—U-0.058/R-21 Intermediate framing,and
v 2 cO ulted ceilings—U-0.033/R-30Ad'e,and
Fl ceilings—U-0.025/12-49,and
ramed floors—U-0.025/R-38,and
Windows—U-0.30;and
cu
Doors—All doors U-0.20,or
coz Additional 15 percent of permanently installed lighting fixtures as high-efficacy lamps or Conservation Measure D and E
XHigh efficiency ceiling,windows&duct sealing:(Cannot be used with Conservation Measure E)
14 Vaulted ceilings—U-0.033/R-30Arl-,and
0 Flat ceilings—U-0.025/R-49,and
c°ri Windows—U-0.30,and Performance tested duct systemsb
4 High efficiency thermal envelope UA:
W Proposed UA is 15%lower than the Code UA when calculated in Table N1104.1(1)
o. Building tightness testing,ventilation&duct sealing:
"al A mechanical exhaust,suo
pply,or combination system providing whole-building ventilation rates specified in Table NI 101.1(3),or
ASHRAE 62.2,and0
W 5 The dwelling shall be tested with a blower door and found to exhibit no more than
1.6.0 air changes per hourf,or
2.5.0 air changes per hourf when used with Conservation Measure E,and
Performance tested duct systemsb
6 Ducted HVAC systems within conditioned space:(Cannot be used with Conservation Measure B or C)
All ducts and air handler are contained within buildin_envelo.e'
efficiency HVAC system:
G as-fired furnace or boiler with minimum AFUE of 90%a,or Air-source heat pump with minimum HSPF of 8.5 or
Y Closed-loop ground source heat pump with minimum COP of 3.0
B Ducted HVAC systems within conditioned space:
All ducts and air handler are contained within building envelope`
0 Ductless heat pump:
Replace electric resistance heating in at least the primary zone of dwelling with at least one ductless mini-split heat pump having a minimum
44
A HSPF of 8.5.Unit shall not have integrated backup resistance heat,and the unit(or units,if more than one is installed in the dwelling)shall be
sized to have capacity to meet the entire dwelling design heat loss rate at outdoor design temperature condition.Conventional electric resistance
heating may be provided for any secondary zones in the dwelling.A packaged terminal heat pump(PTHP)with comparable efficiency ratings
q may be used when no supplemental zonal heaters are installed in the building and integrated backup resistant heat is allowed in a PTHP
2 High efficiency water heating&lighting:
D Natural gas/propane,on-demand water heating with min EF of 0.80,and
p A minimum 75 percent of permanently installed lighting fixtures as CFL or linear fluorescent or a min efficacy of 40 lumens per watt as
specified in Section N1107.2`
7. Energy management device&duct sealing:
cu
oE Whole building energy management device that is capable of monitoring or controlling energy consumption,and
U Performance tested duct systemsb,and
A minimum 75 percent of permanently installed lighting fixtures as high-efficacy lamps
F Solar photovoltaic:
Minimum 1 watt/sq ft conditioned floor spaces
G Solar water healing:
Minimum of 40 ft2 of gross collector areah
For SI: 1 square foot=0.093 m',1 watt per square foot=10.8 W/m'.
a. Furnaces located within the building envelope shall have sealed combustion air installed.Combustion air shall be ducted directly from the outdoors.
b. Documentation of Performance Tested Ductwork shall be submitted to the building official upon completion of work.This work shall be performed by a contractor certified by the Oregon
Department ofEnergy's(ODOE)Residential Energy Tax Credit program and documentation shall be provided that work demonstrates conformance to ODOE duct performance standards.
c. Section N1107.2 requires 50 percent of permanently installed lighting fixtures to contain high efficacy lamps.Each of these additional measures adds an additional percent to the Section
N1107.2 requirement.
d. A=advanced frame construction,which shall provide full required ceiling insulation value to the outside of exterior walls.
e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unless vaulted area has a U-factor no greater than U-0.026.
f. Building tightness test shall be conducted with a blower door depressurizing the dwelling 50 Pascal's from ambient conditions.Documentation of blower door test shall be submitted to
the Building Official upon completion of work.
g. Solar electric system size shall include documentation indicating that Total Solar Resource Fraction is not less than 75 percent.
h. Solar water heating panels shall be Solar Rating and Certification Corporation(SRCC)Standard 0G-300 certified and labeled,with documentation indicating that Total Solar Resource
Fraction is not less than 75 percent
i. A total of 5 percent of an HVAC systems ductwork shall be permitted to be located outside of the conditioned space.Ducts located outside the conditioned space shall have insulation
installed as required in this code.
2011 OREGON RESIDENTIAL SPECIALTY CODE 11-3
Page 1 of 6
Louisiana-Pacific Corporation/LP Solutions LP Job: West Linn-Corey Valdez Design 2 of 25
Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 at 08:10:23 AM
Project:LN12-119 Job ID: Level:2nd Floor Deck Framing Member ID: Jlb t
Address :
Company: Builder:
State: Code: IBC 2006 Designer: yr; .
11-7/8" LPI 20Plus at 16.0 oc Design Is Adequate
PROVIDE LATERAL BRACING FOR THE BOTTOM FLANGE AT 81 INCHES .
Provide restraint at supports to ensure lateral stability.
Results Summary _ Deflection
Reaction(lbs) Shear(lbs) Moment(lb-ft) Live Load(in) Total Load(in)
Actual i 471 651 1764 I L/1101 (0.18) L/896(0.23)
Allowable 1008 1485 t 3755 L/360(0.33) L/240 0.84
I
L Indices �0.47 7 0.44 0.47 0.55 0.27
r
I )1.875
2:500
r 16-10-8 X 8-11-4 /
25-9-12 /
S ans ft-in sx Total 25-9-12
1 Span10-8 8-11-4 Span
6-
—T — —
Bearing __-
Min.Size (in) 2.00 5.50 2.00
Max.R eaction(lbs) I 471 1159 240
[Max.0 plift(lbs) 0 0 -119 Ji
Loads _ [Start End
LType [LDF App. (Location* Live Dead Location*'Live Dead
LUniform(plf) 1.00 L Top 0-0-0 53.33 13.33 25-9-12 53.33 13.33
*(ft-in-sx)
Floor Assembly:
Sheathing: 23/32 Top-Notch 350 4x8,A ttachment: Glued and Nailed
Ceiling: None,A ttachment:None
Bridging/Blocking: Type:None,L ocation: 0
Concrete: Thickness(in):2,St rength(psi): 3000
40.0 psf Live Load,10 .0 psf Dead Load,0 .0 lb Concentrated Load,0 .0 psf Partition Load
This component analysis is based on the loads,g eometry and other conditions as entered by the user and listed in this report
The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions
of the structure for which this component is intended.
This analysis is valid only for the product listed.
PDF created with odfFactory Pro trial version www.adffactorv.com
Project:LN12-119 Member ID:J1b/2nd Floor Deck Framing Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 atO 8:1111082\10
Copyright 2009,2010 All rights reserved by Louisiana Pacific Corp.414 Union St Suite 2000,Na shville,T N 37219
<<Page Break>>Louisiana-Pacific Corporation/LP Solutions LP Job: West Linn-Corey Valdez
PDF created with DdfFactory Pro trial version www.odffactorv.com
Page 3 of 6
Page Break>>Louisiana-Pacific Corporation/LP Solutions LP Job: West Linn-Corey Valdez Design 3
of 25
Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 at 08:10:23 AM
Project:LN12-119 Job ID: Level: 2nd Floor Deck Framing Member ID: J1c
Address :
Company: Builder:
State: Code:IBC 2006 Designer:
11-7/8" LPI 20Plus at 16.0 oc Design Is Adequate
PROVIDE LATERAL BRACING FOR THE BOTTOM FLANGE AT 92 INCHES
Provide restraint at supports to ensure lateral stability.
--------------
I Results Summary Deflection
Reaction(lbs) Shear(lbs) Moment(lb-ft) Live Loadjin) Total Load(in)
Actual 1073 550 1394 L/1689(0.10) L/1415 (0.12)
Allowable 2595 —1 1485 3755 L/360(0.33) L/240(0.69)
Indices 0.41 0.37 037 0.30 0.17
1.875
2.500
13-10-8 Y 11-11-4
25-9-12 /
Spans(ft-in-sA)Total 25-9-12
San _ Span
13-10-8 11-11-4
Bea rin s
Min.Size (in) 2.00 5.50 2.00
Max.R eaction(lbs) 396 1073 341
Max.0 plift(lbs) 0 0 -1
Loads Start End
Type TLDF I App. Location* Live I Dead Location* Live Dead
Uniform(plf) 1.00 Top L0-0-0 53.33 13.33 25-9-12 53.33 13.33
*(ft-in-sx)
Floor Assembly:
Sheathing: 23/32 Top-Notch 350 4x8,A ttachment: Glued and Nailed
Ceiling: None,A ttachment:None
Bridging/Blocking: Type:None,L ocation: 0
PDF created with DdfFactory Pro trial version www.Ddffactorv.com
Project:LN12-119 Member ID:J1c/2nd Floor Deck Framing Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 atO 8:R Qs AP&6
Concrete: Thickness(in): 2,St rength(psi): 3000
40.0 psf Live Load,10 .0 psf Dead Load,0 .0 lb Concentrated Load,0 .0 psf Partition Load
• This component analysis is based on the loads,g eometry and other conditions as entered by the user and listed in this report
The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions
of the structure for which this component is intended.
This analysis is valid only for the product listed.
Copyright 2009,2010 All rights reserved by Louisiana Pacific Corp.414 Union St Suite 2000,Na shville,T N 37219
<<Page Break>>Louisiana-Pacific Corporation/LP Solutions LP Job: West Linn-Corey Valdez
PDF created with odfFactory Pro trial version www.Ddffactorv.com
Page 5 of 6
Page Break>>Louisiana-Pacific Corporation/LP Solutions LP Job: West Linn-Corey Valdez Design 5
of 25
- Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 at 08:10:23 AM
Project:LN12-119 Job ID: Level:2nd Floor Deck Framing Member ID: J2e
Address :
Company: Builder:
State: Code: IBC 2006 Designer:
11-7/8" LPI 20Plus at 12.0 oc Design Is Adequate
Provide restraint at supports to ensure lateral stability.
LResults Summary Deflection
ActualR 460 tion (lbs) Shear(lbs) 063 Moment(lb-ft) LL/754(0.2(in)9) L/602(0.36)
(in)
1
Allowable 1027 1485 3755 L/360(0.33) L/240(0.91)
Indices 0A5 0.31 0.55 0.88 0.40 I
f --
J -1.875
.12.500/'
18-7-0 X
rSpans(ft-in-sx)Total 18-7-01
Span
18-7-0
Bearings _
Min.Size (in) 2.25 4.25 J
Max.R eaction(lbs) 460 _ 469 _
I Max.0 plift(lbs) 0 0 �
PDF created with DdfFactory Pro trial version www.Ddffactorv.com
,Project:LN12-119 Member ID: J2e/2nd Floor Deck Framing Version 3.3.1 Expires on 3/31/2012 Printed on 03/27/2012 atO 8:Pk g.03@bY6
Loads Start End
T se I LDF App. Location* Live Dead Location* Live Dead
Uniform(plf) 1.00 Top 0-0-0 40.00 10.00 18-7-0 40.00 10.00
*(ft-in-sx)
Floor Assembly:
Sheathing: 23/32 Top-Notch 350 4x8,A ttachment: Glued and Nailed
Ceiling: None,A ttachment: None
Bridging/Blocking: Type:None,L ocation: 0
Concrete: Thickness(in): 2,St rength(psi): 3000
40.0 psf Live Load,l0 .0 psf Dead Load,0 .0 lb Concentrated Load,0 .0 psf Partition Load
This component analysis is based on the loads,g eometry and other conditions as entered by the user and listed in this report
The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions
of the structure for which this component is intended.
This analysis is valid only for the product listed.
Copyright 2009,2010 All rights reserved by Louisiana Pacific Corp.414 Union St Suite 2000,Na shville,T N 37219
PDF created with odfFactory Pro trial version www.odffactorv.com
e
VrMulti Loaded Beams 2000 International Residential Code(97 NDS))Ver: 6.00.84
By: Mark Stewart, Mark Stewart Home Design on:03-21-2012 :2:34:44 PM �6�
Project: BRITCLIFFE BRIT COURT LOT 30 -Location: L-1
Summary: 17As
3.5 IN x 11.875 IN x 4.0 FT /2.0E Parallam-Trus Joist-MacMillan
0�2
Section Adequate By:816.5% Controlling Factor:Area/Depth Required 3.95 In tj' F j�G
Center Span Deflections: E3t( , `�ti
Dead Load: DLD-Center= '"'� RD
Live Load: LLD-Center= 0.00 1r I4'i'809
Total Load: TLD-Center= 0.00 IN =L/9658
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 1660 LB
Dead Load: DL-Rxn-A= 26 LB
Total Load: TL-Rxn-A= 1686 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.64 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 1660 LB
Dead Load: DL-Rxn-B= 26 LB
Total Load: TL-Rxn-B= 1686 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.64 IN
Beam Data:
Center Span Length: L2= 4.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 830 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT-2= 843 PLF
Properties For:2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors:Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 1686 FT-LB
2.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 877 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 6.97 N3
S= 82.26 N3
Area(Shear): Areq= 4.53 N2
A= . 41.56 N2
Moment of Inertia(Deflection): Ireq= 17.93 N4
1= 488.41 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver:6.00.81
By: Mark Stewart , Mark Stewart Home Design on: 03-21-2012 :2:34:45 PM
Project: BRITCLIFFE BRIT COURT LOT 30 -Location: L-2
Summary:
5.125 IN x 15.0 IN x 12.5 FT /24F-V4-Visually Graded Western Species- Dry Use
Section Adequate By:21.5% Controlling Factor:Area/Depth Required 13.54 In
•
Center Span Deflections:
Dead Load: DLD-Center= 0.00 IN
Live Load: LLD-Center= 0.31 IN=L/489
Total Load: TLD-Center= 0.31 IN =L/483
Camber Required: C= 0.01 IN
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 8580 LB
Dead Load: DL-Rxn-A= 117 LB
Total Load: TL-Rxn-A= 8697 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 2.61 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 9420 LB
Dead Load: DL-Rxn-B= 117 LB
Total Load: TL-Rxn-B= 9537 LB
Bearing Length Required(Beam only,support capacity not checked): BL-B= 2.86 IN
Beam Data:
Center Span Length: L2= 12.5 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 1200 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 19 PLF
Total Load: wT-2= 1219 PLF
Point Load 1
Live Load: PL1-2= 1500 LB
Dead Load: PD1-2= 0 LB
Location(From left end of span): X1-2= 5.0 FT
Point Load 2
Live Load: PL2-2= 1500 LB
Dead Load: PD2-2= 0 LB
Location(From left end of span): X2-2= 11.0 FT
Properties For:24F-V4-Visually Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress: Fv= 190 PS
Modulus of Elasticity: Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain: Fc perp= 650 PS
Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS
Adjusted Properties
Fb'(Tension): Fb'= 2400 PS
Adjustment Factors: Cd=1.00
Fv': Fv'= 190 PS
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 28749 FT-LB
5.875 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 8013 LB
At a distance d from right support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 143.75 N3
S= 192.19 N3
Area(Shear): Areq= 63.26 N2
A= 76.88 N2
Moment of Inertia(Deflection): lreq= 1061.15 N4
1= 1441.41 N4
Multi-Loaded Beamf 2000 International Residential Code(97 NDS)1 Ver: 6.00.81
By: Mark Stewart , Mark Stewart Home Design on: 03-21-2012 : 2:34:47 PM
Project: BRITCLIFFE BRIT COURT LOT 30 -Location: m-1
Summary:
7.0 IN x 11.875 IN x 14.0 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By:27.1% Controlling Factor: Moment of Inertia/Depth Required 10.96 In
Center Span Deflections:
Dead Load: DLD-Center= 0.01 IN
Live Load: LLD-Center= 0.37 IN=L/458
Total Load: TLD-Center= 0.38 IN=L/444
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 5810 LB
Dead Load: DL-Rxn-A= 182 LB
Total Load: TL-Rxn-A= 5992 LB
Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.14 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 5810 LB
Dead Load: DL-Rxn-B= 182 LB
Total Load: TL-Rxn-B= 5992 LB
Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.14 IN
Beam Data:
Center Span Length: L2= 14.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 830 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 26 PLF
Total Load: wT-2= 856 PLF
Properties For:2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors: Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 20971 FT-LB
7.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 5153 LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 86.68 N3
S= 164.52 N3
Area(Shear): Areq= 26.65 N2
A= 83.13 N2
Moment of Inertia(Deflection): Ireq= 768.54 N4
1= 976.83 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver:6.00.81
By: Mark Stewart, Mark Stewart Home Design on:03-21-2012 :2:34:48 PM
Project: BRITCLIFFE BRIT COURT LOT 30 - Location: m-4
Summary:
3.5 IN x 11.875 IN x 14.0 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By: 50.7% Controlling Factor: Moment of Inertia/Depth Required 10.36 In
Center Span Deflections:
Dead Load: DLD-Center= 0.01 IN
Live Load: LLD-Center= 0.31 IN= L/543
Total Load: TLD-Center= 0.32 IN=L/523
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 2450 LB
Dead Load: DL-Rxn-A= 91 LB
Total Load: TL-Rxn-A= 2541 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.97 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 2450 LB
Dead Load: DL-Rxn-B= 91 LB
Total Load: TL-Rxn-B= 2541 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.97 IN
Beam Data:
Center Span Length: L2= 14.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 350 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT-2= 363 PLF
Properties For:2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
' Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors: Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 8893 FT-LB
7.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 2185 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 36.76 N3
S= 82.26 N3
Area(Shear): Areq= 11.30 N2
A= 41.56 N2
Moment of Inertia(Deflection): Ireq= 324.08 N4
I= 488.41 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver: 6.00.81
By: Mark Stewart, Mark Stewart Home Design on: 03-21-2012 :2:34:50 PM
Project: BRITCLIFFE BRIT COURT LOT 30 -Location: m-6
Summary:
7.0 IN x 16.0 IN x 18.5 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By:66.0% Controlling Factor: Moment of Inertia/Depth Required 13.51 In
Center Span Deflections:
Dead Load: DLD-Center= 0.06 IN
Live Load: LLD-Center= 0.37 IN =L/598
Total Load: TLD-Center= 0.43 IN =L/511
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 5400 LB
Dead Load: DL-Rxn-A= 932 LB
Total Load: TL-Rxn-A= 6332 LB
Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.21 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 7152 LB
Dead Load: DL-Rxn-B= 841 LB
Total Load: TL-Rxn-B= 7993 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.52 IN
Beam Data:
Center Span Length: L2= 18.5 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 500 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 35 PLF
Total Load: wT-2= 535 PLF
Point Load 2
Live Load: PL2-2= 2177 LB
Dead Load: PD2-2= 0 LB
Location(From left end of span): X2-2= 14.5 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 0 PLF
Left Dead Load: TRD-Left-1-2= 150 PLF
Right Live Load: TRL-Right-1-2= 150 PLF
Right Dead Load: TRD-Right-1-2= 0 PLF
Load Start: A-1-2= 3.5 FT
Load End: B-1-2= 18.5 FT
Load Length: C-1-2= 15.0 FT
Properties For: 2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2809 PSI
Adjustment Factors: Cd=1.00 Cf=0.97
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 33397 FT-LB
9.99 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 7106 LB
At a distance d from right support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 142.68 N3
S= 298.67 N3
Area(Shear): Areq= 36.75 N2
A= 112.00 N2
Moment of Inertia(Deflection): lreq= 1439.02 N4
1= 2389.33 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver: 6.00.81
By: Mark Stewart, Mark Stewart Home Design on: 03-21-2012 : 2:34:52 PM
Project: BRITCLIFFE BRIT COURT LOT 30 - Location: m-7
Summary:
5.125 IN x 12.0 IN x 15.5 FT /24F-V4-Visually Graded Western Species- Dry Use
Section Adequate By: 35.1% Controlling Factor: Moment of Inertia/Depth Required 10.85 In
Center Span Deflections:
Dead Load: DLD-Center= 0.01 IN
Live Load: LLD-Center= 0.38 IN = L/486
Total Load: TLD-Center= 0.40 IN = L/469
Camber Required: C= 0.02 IN
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 2194 LB
Dead Load: DL-Rxn-A= 116 LB
Total Load: TL-Rxn-A= 2310 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.69 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 4233 LB
Dead Load: DL-Rxn-B= 116 LB
Total Load: TL-Rxn-B= 4349 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.31 IN
Beam Data:
Center Span Length: L2= 15.5 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.5 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect.Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 200 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 15 PLF
Total Load: wT-2= 215 PLF
Point Load 2
Live Load: PL2-2= 3327 LB
Dead Load: PD2-2= 0 LB
Location(From left end of span): X2-2= 12.5 FT
Properties For:24F-V4-Visually Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress: Fv= 190 PS
Modulus of Elasticity: Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain: Fc perp= 650 PS
Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS
Adjusted Properties
Fb'(Tension): Fb'= 2400 PS
Adjustment Factors:Cd=1.00
Fv': Fv'= 190 PS
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 12410 FT-LB
10.695 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 4149 LB
At a distance d from right support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 62.05 N3
S= 123.00 N3
Area(Shear): Areq= 32.76 N2
A= 61.50 N2
Moment of Inertia(Deflection): Ireq= 546.27 N4
I= 738.00 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver:6.00.81
By: Mark Stewart, Mark Stewart Home Design on:03-21-2012 :2:34:53 PM
Project: BRITCLIFFE BRIT COURT LOT 30 - Location: m-8
Summary:
5.25 IN x 11.875 IN x 11.0 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By: 205.5% Controlling Factor:Section Modulus/Depth Required 7.46 In
Center Span Deflections:
Dead Load: DLD-Center= 0.05 IN
Live Load: LLD-Center= 0.09 IN=L/1494
Total Load: TLD-Center= 0.14 IN=L/968
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 1638 LB
Dead Load: DL-Rxn-A= 637 LB
Total Load: TL-Rxn-A= 2275 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.58 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 2912 LB
Dead Load: DL Rxn B= 1327 LB
Total Load: TL-Rxn-B= 4239 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.08 IN
Beam Data:
Center Span Length: L2= 11.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 200 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 19 PLF
Total Load: wT-2= 219 PLF
Point Load 1
Live Load: PL1-2= 600 LB
Dead Load: PD1-2= 0 LB
' Location(From left end of span): X1-2= 6.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 0 PLF
Left Dead Load: TRD-Left-1-2= 700 PLF
Right Live Load: TRL-Right-1-2= 700 PLF
Right Dead Load: TRD-Right-1-2= 0 PLF
Load Start: A-1-2= 6.0 FT
Load End: B-1-2= 11.0 FT
Load Length: C-1-2= 5.0 FT
Properties For: 2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors:Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors:Cd=1.00
Design Requirements:
Controlling Moment: M= 9771 FT-LB
6.38 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 3430 LB
At a distance d from right support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 40.39 N3
S= 123.39 N3
Area(Shear): Areq= 17.74 N2
A= 62.34 N2
Moment of Inertia(Deflection): Ireq= 181.70 N4
1= 732.62 N4
Multi-Loaded Beam(2000 International Residential Code(97 NDS))Ver:6.00.81
By: Mark Stewart, Mark Stewart Home Design on: 03-21-2012 :2:34:55 PM
- Project: BRITCLIFFE BRIT COURT LOT 30 - Location: nb-1
Summary:
3.5 IN x 11.875 IN x 15.0 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By:43.6% Controlling Factor: Moment of Inertia/Depth Required 10.53 In
Center Span Deflections:
Dead Load: DLD-Center= 0.06 IN
Live Load: LLD-Center= 0.35 IN =L/517
Total Load: TLD-Center= 0.41 IN= L/444
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 2190 LB
Dead Load: DL-Rxn-A= 877 LB
Total Load: TL-Rxn-A= 3067 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.17 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 1510 LB
Dead Load: DL-Rxn-B= 217 LB
Total Load: TL-Rxn-B= 1727 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.66 IN
Beam Data:
Center Span Length: L2= 15.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 15.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 100 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT-2= 113 PLF
Point Load 1
Live Load: PL1-2= 1300 LB
Dead Load: PD1-2= 0 LB
- Location(From left end of span): X1-2= 6.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 0 PLF
Left Dead Load: TRD-Left-1-2= 300 PLF
- Right Live Load: TRL-Right-1-2= 300 PLF
Right Dead Load: TRD-Right-1-2= 0 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 6.0 FT
Load Length: C-1-2= 6.0 FT
Properties For:2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties —
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors: Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 10971 FT-LB
6.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 2696 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 45.34 N3
S= 82.26 N3
- Area(Shear): Areq= 13.94 N2
A= 41.56 N2
Moment of Inertia(Deflection): Ireg= 340.21 N4
I= 488.41 N4
1
Multi-Loaded Beam(2000 International Residential Code(97 NDS)1 Ver:6.00.81
By: Mark Stewart, Mark Stewart Home Design on: 03-21-2012 : 2:34:57 PM
` Project: BRITCLIFFE BRIT COURT LOT 30 -Location: nb-2
Summary:
3.5 IN x 11.875 IN x 8.0 FT /2.0E Parallam-Trus Joist-MacMillan
Section Adequate By: 169.8% Controlling Factor:Area/Depth Required 7.59 In
Center Span Deflections:
Dead Load: DLD-Center= 0.00 IN
Live Load: LLD-Center= 0.07 IN= L/1380
Total Load: TLD-Center= 0.07 IN= L/1357
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 3275 LB
Dead Load: DL-Rxn-A= 52 LB
Total Load: TL-Rxn-A= 3327 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.27 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 2125 LB
Dead Load: DL-Rxn-B= 52 LB
Total Load: TL-Rxn-B= 2177 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.83 IN
Beam Data:
Center Span Length: L2= 8.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 350 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT-2= 363 PLF
Point Load 1
Live Load: PL1-2= 2000 LB
Dead Load: PD1-2= 0 LB
' Location (From left end of span): X1-2= 2.0 FT
Point Load 2
Live Load: PL2-2= 600 LB
Dead Load: PD2-2= 0 LB
Location(From left end of span): X2-2= 3.0 FT
Properties For:2.0E Parallam-Trus Joist-MacMillan
Bending Stress: Fb= 2900 PSI
Shear Stress: Fv= 290 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb'(Tension): Fb'= 2903 PSI
Adjustment Factors: Cd=1.00 Cf=1.00
Fv': Fv'= 290 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 6338 FT-LB
2.96 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controlling Shear: V= 2978 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 26.19 N3
S= 82.26 N3
Area(Shear): Areq= 15.41 N2
A= 41.56 N2
Moment of Inertia(Deflection): Ireq= 127.38 N4
1= 488.41 N4