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CS Beam 2016.11.3.1
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f Materials Datahese 155R
Member Data
Description: Member Type: Joist Application: Floor �j��j
WORST CASES SINGLE PSN Top LateralmBracing: g: ontinu �� iJl iJ�
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: I
• Live Load: 40 PSF Deflection Criteria: U480 live, L1360 total
Dead Load: 15 PSF Deck Connection: Glued& Nailed
Filename: Beam1 _ _ ____ APR 1 8 2017
CITY OF TIGARD
' IVISION
19 0 8
19 0 8
Bearings and Reactions
Input fan Gravity Gravity
i Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 681# —
i 2 19' 0.500" Wall DFL Plate(625osi) 5.500" 1.750" 681# -
Maximum Load Case Reactions
iUsed far applying point loads(or line loads)to carrying members
Live Dead
a 1 4964(372p1f) 186#(139p1f)
_2 498#(372 1f1 186#(139df1
I Design spans
18' 7 000"
`, Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS
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Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 3166.'# 7280.W 43% 9.36' Total Load D+L
Shear 681.# 2840.# 23% 0' Total Load D+L
End Reaction 681.# 1900.# 35% 0' Total Load D+L
TL Deflection 0.3278" 0.6194" U680 9.36 Total Load D+L
LL Deflection 0.2.3.84" 0.4646" U935 9.36 Total Load L
Control: TL Deflection
DOLs: Live=100% Snov.=115% Roof=125% Wind=160% 1.
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i
All product names are trademarks of their respective owners Eric Duncan
PACIFIC LUMBER&TRUSS
Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED BEAVERTON,OREGON 97005
"Pss.drig is defined asahey the member,floorioid,beam or girder drown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans lilted on this 503-793-8368
sheet The deign mud be reviewed by a qualified designer or design professional as required for approval This design assumes product indallallon according to the manufacturer's
'r adecrrcations.
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Materials Database 1559
Member Data
1 Description:UPPER FLOOR Member Type: Joist Application: Floor
SPAN @ CANT. 1 Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: 0480 live, L/360 total
Dead Load: 15 PSF Deck Connection: Glued& Nailed
Filename: Beam1
Other Loads
Type
Other StDead
(Description) Side Begin End artEnd
Start End Category
Point(PLF) Top 17' 6.00" 90 55 Snow
Point(PLF) Top 17' 6.00" 0 125 Live
Point(PLF)
Too 1T 6.00" 474 0 Wind
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15 6 0 2 0 0 '
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17 6 0
Bearings and Reactions
Input Min Gravity Gravity Wind Wind
Location Type Material Length Required Reaction Uplift Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 532# 429# 9#
'11_2 15 6.000" Wall DFL Plate(625psil 5.500" 3.500" 993# 1499# i,
ti Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
a Live Snow Wind Dead
I 1 411#(309p1f) -15#(-11p1f) -81#(-60p1f) 121#(90p1f)
2 525#(39401(1 13914102°1h2714ff(535o1f1 466#(351PIf1
Design spans
15' 5.125" ' 0.000"(right cant)
q Product: 11 7/8" RFPI-20 16.0" O.0 PASSES DES ic..i i 'a -tom CCS 1I'
Design assumes continuous lateral bracing along the top chord. j
•
Design assumes continuous lateral bracing along the bottom chord. I
Lateral support is required at each bearing.
P.
Alifk,h"„ lE ,t, *-- . Design
Actual Allowable Capacity Location Loading
Positive Moment 1926.'# 3640.'# 52% 7.02' Odd Spans D+L
Negative Moment 1784.'# 5824.W 30% 15.5' Total Load D+W
Shear 606.# 1420.# 42% 15.49' Total Load D+L
Cant.Shear,Rt 924.# 2272.# 40% 15.5' Total Load D+0.75(L+S+W)
d End Reaction 532.# 950.# 55% 0' Odd Spans D+L
) Int.Reaction 993.# 2135.# 46% 15.5' Total Load D+L
TL Deflection 0.2572" 0.5142" 1719 7.79' Odd Spans D+L
LL Deflection 0.2183" 0.3857" 11848 7.79' Odd Spans L
TL Defl.,Rt. -0.0808" 211594 17.5' Odd Spans D+L
LL Defl.,Rt. -0.0803" 20597 17.5' Odd Spans L
Control: LL Deflection
DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Right cantilever allowable shear is for joist only
417.,77:11 All product names are trademarks of their respective owners Eric Duncan
Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSSBEAVERTON,OREGON 97005
"Pasting isdetlned aswhen the member,floorjoie,beam or girder,grown on this drawing meets applicable design criteria for Loads Loading Conditions,end Spans listed on this 503_793-$368
sheet.The design must be reviewed by a qualified dedgner or design professional as required for approval Thlsdedgn acmes product insallation according to the manufacturer's
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CS Beam 2016.11.3.1
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Materials 1 tg1 1559
Member Data
Description:UPPER FLOOR Member Type: Joist Application: Floor
SPAN @ CANT. 2 Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: [1480 live, U360 total
Dead Load: 15 PSF Deck Connection: Glued& Nailed
Filename: Beam 1
Other Loads
Type Other Dead
(Description) Side Begin End Start End Start End Category
Point(PLF) Top 17 10.00" 90 55 Snow
Point(PLF) Top 12'10.00" 0 125 Live
Point(PLF) Top 12'10.00" 475 0 Wind
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9 100 3 0 0
m
12 10 0
Bearings and Reactions
Input Nin Gravity Gravity Wind Wind
Location Type Material Length Required Reaction Uplift Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 261# -38# 198# -195#
2 9'10.000" Wall DFL Plate(625psi) 5.500" 3.500" 927# 1553#
Maximum Load Case Reactions
Used for applying point loads(or line loads)to centring members
Live Snow Wind Dead I
1 252#(1B9plf) -37#(-28p11) -20011(-150plf) 9#(7plf)
' 2 437#132 f1 15800190111 830t'626001 480#/360o1f1 .__
' Design spans
9' 5 375" 3' 0.000"(right cant)
Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
i
Allowable Stress Design t
': Actual Allowable Capacity Location Loading
Positive Moment 462.'# 3640.'# 12% 4.16' Odd Spans D+L
Negative Moment 2710.'# 5824.'# 46% 9.83' Total Load D+W
Shear 457.# 1420.# 32% 9.82' Total Load D+L
Cant.Shear,Rt 985.# 2272.# 43% 9.83' Total Load D+0.75(L+S+W)
End Reaction 261.# 1420.# 18% 0' Odd Spans D+L
Int. Reaction 1553.# 3416.# 45% 9.83' Total Load D+0.75(L+S+W)
TL Deflection -0.0891" 0.3149" L1999+ 6.05' Total Load D+W r
LL Deflection -0.0716" 0.2362" 11999+ 6.05' Total Load W )'
TL Defl.,Rt. 0.1554" 20463 12.83' Total Load D+W
LL Defl.,Rt. 0.1164" 211618 12.83' Total Load W
I` Control: Neg.Moment
i DOLs: Live=100% Snow=115% Roof=125% Wind=160%
Right cantilever allowable shear is for joist only
v
,fi I- s - All product names are trademarks of their Eric Duncan
i� PACIFIC LUMBER&TRUSS
Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED B EAV E RTON,OREGON 97005 4
6
Passing is defined aswhen the member,floorlola:,beam or girder,shown on this drawing meets applicable dadgn coterie for Loads Loading Conditions,end Spans listed on this 503-793-8368
d greet.The deign mu!be reviewed by a qualified designer or design professlonai as required for approval This design assumes product installation according to the manufacturer a
specifications.