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CS Bean 2017305
kmBeanFaigine 2017.1.0.4
Materials Daabase 1562 FEB 14 201a
Member Data
Description: Member Type:Joist (Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total
Dead Load: 12 PSF Deck Connection:Glued&Nailed
Filename:Beam1
if
/ /
7 6 0 / 14 6 0
9 2200
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Not Checked 3.500" 1.750" 194# -106#
2 7 6.000" Wall Not Checked 3.500" 3.500" 1022# -
3 22' 0.000" Wall Not Checked 3.500" 1.750" 411# --
Maximum Load Case Reactions
Lad fa Toying port kat(a line Imo)to ca yrg mantr>s
Live Dead
1 178#(133p1i) 16#(12p11)
2 786#(590p1f) 236#(177p1f)
3 318#(238p1f) 93#(70p1f)
Design spans
7'3375" 14'3.375"
Product: 11 7/8" RFPI-20 16.0"O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral tracing along the top chord
Design assures continuous lateral bracing along the bottom chord
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loafing
Positive Moment 1214.'# 3640.'# 33% 16.07' Even Spans D+L
Negative Moment 1326.'# 3640.'# 36% 7.5' Total Load D+L
Shear 588.# 1420.# 41% 7.5' Total Load D+L
End Reaction 411.# 1316.# 31% 22' Even Spans D+L
Int.Reaction 1022.# 1935.# 52% 7.5' Total Load D+L
TL Deflection 0.1266" 0.7141" U999+ 15.35' Even Spans D+L
LL Deflection 0.0993" 0.3570" U999+ 15.35' Even Spans L
Control:Max Int.Read.
DOLS:Live=100%Snow=115%Roof=125%Wind=160%
SIMPSON Al pxto name;aetra smaks d then repainrva oras
Kami L.Henderson
9
EWP Manager
Ccpinghl(C)a)16ty Simasm Stro Te Canary Inc Al RIGHTS RESERVED.
Pacific Lumber&Truss
"Faggscar.as usher the man 6a,flax lost,bean a gr..,shoo a this danirg meas apirdde dew)aAve for Lark,Ladrg Cadtias,ad Spas dee m Ins shed.The dse,)'mist tc renonrd by a 4.0.6
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afs. Beaverton,Oregon
•
Roseburg Jt UPPER 2 6-18
1:44pm
1 of 1
(s Bran 2017.3.0.5
kmBea Engine 2017.1.0.4
Materials Diabase 1562
Member Data
Description: Member Type:Joist Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total
Dead Load: 12 PSF Deck Connection:Glued&Nailed
Filename:Beam1
T 'r
21 1 0
O �
21 1 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Not Checked N/A 1.750" 736# -
2 21' 1.000" Wall Not Checked N/A 1.750" 736# -
Maximum Load Case Reactions
Used fa wiy r5 port leach(a Ire Imo)tocar rg mantas
Live Dead
1 566#(425p1f) 170#(127p1f)
2 566#(425p1f) 170#(127p1f)
Design spans
21'2.750"
Product: 14" RFPI-40 16.0"O.C. PASSES DESIGN CHECKS
Minimum 1.75"bearing required at bearing#1
Minimum 1.75"bearing required at bearing#2
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 3906.'# 5785.'# 67% 10.54' Total Load D+L
Shear 736.# 1770.# 41% 0' Total Load D+L
TL Deflection 0.5450 1.0615" L/467 10.54' Total Load D+L
LL Deflection 0.4193" 0.5307" 1J607 10.54' Total Load L
Control:LL Deflect on
DOLs: ve=100%Snow=115%Roof=125%Wind=160°/
SIMPSON
Al preen raves ae Iratanate d Iter re;edrve ovras Kami L.Henderson
1 EWP Manager
Cir(C)a1164SmrsmSraVTe Co I,r 511 RIGHTS RESERVED
Pacific Lumber&Truss
^L assrg s eenc as Ahrn the manta,flea test,been a grd r shorn o IVs&arse trees heeler aaig,cetera for Lam,Learing Caritas,ab*re Isted m Its shod.The dsicy mrst to renew b7 acede ed Beaverton,Oregon
asig r o dssy prof esi a as re xed fa apprcvd.This deg,assures Feet estVIalim azadre/to the matfataa s sped alas
•
J2 MAIN 2-6-18
Roseburg 1:43pm
ctrnparA. 1 of 1
CS Bean 2017.3.0.5
kmBainEngine 2017.1.0.4
Materials Database 1562
Member Data
Description: Member Type:Joist Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total
Dead Load: 12 PSF Deck Connection:Glued&Nailed
Filename:Beam1
T T
0 13 10 0
13 10 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Not Checked N/A 1.750" 485# -
2 13 10.000" Wall Not Checked N/A 1.750" 485# -
Maximum Load Case Reactions
Used fa apyng port acts(a lira kat)tocaryirg moms
Live Dead
1 373#(280p1f) 112#(84p1f)
2 373#(280p1f) 112#(84p1f)
Design spans
1311.750"
Product: 11 7/8" RFPI-20 16.0"O.C. PASSES DESIGN CHECKS
Minimum 1.75"bearing required at bearing#1
Mininxun 1.75"bearing required at bearing#2
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 1694.'# 3640.'# 46% 6.92' Total Load D+L
Shear 485.# 1420.# 34% 0' Total Load D+L
TL Deflection 0.1960" 0.6990" L/855 6.92' Total Load D+L
LL Deflection 0.1508" 0.3495" L/999+ 6.92' Total Load L
Control:Pos.Moment
DOLs:Live=100%Snow=115%Roof=125%Wind=160°/
SIMPSON al paid runes aetrate-nails d trn"espa'oe was Kami L.Henderson
EWP Manager
Cwt(C)2316 by Smpal Sr Te
erg Canary lrx.ALL RIGHTS RESERVED.
Pacific Lumber&Truss
"Pasirg s aired as Men its manlier,flca lost,bean a grda shone err the among meds ppimie der criteria fa LmE,Lig Caritas,ad Spas Istat m tDs shed.Tte Digi mist he woad b1 a p.egfo] Beaverton,Oregon
osigx a dsscyprcie.cral as regiral fa qTraca Ths cks'gi puna paid irstal3im aasrdrq to Itc rnasfaiaa's speatimvs.
Wood Beam
ENERCALC,INC.1983-2011,Build:6.11.6.23 Ver•6.116 23 ■
Description Rim Board(3 1/2"x 14 LVL)
Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05
Analysis Method: Allowable Stress Design Fb-Tension 2850 psi E:Modulus of Elasticity
Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2850 psi Ebend-xx 2000 ksi
Fc-Pill 1600 psi Eminbend-xx 2000 ksi
Wood Species : Georgia Pacific Fc-Perp 750 psi
Wood Grade :GP Lam 2.0E Fv 285 psi
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1000 psi Density 32.21 pcf
W(3.546) --- W(-3.546) -- - - -
D(0.066) L(0.08) S(0.05)
i
3.500x14.000
Span = 14.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0660, L=0.080, S=0.050, Tributary Width=1.0 ft,(Floor and Roof Load)
Point Load: W=-3.546 k @ 6.50 ft,(Line 3 Uplift)
Point Load: W=3.546 k @ 0.0 ft,(Line 3 Uplift)
DESIGN SUMMARY
Design OK
;Maximum Bending Stress Ratio = 0.423 1 Maximum Shear Stress Ratio =
Section used for this span 3.500x14.000 Section used for this span4.000 . 1
fb:Actual 13.500x14.000
,204.43psi fv:Actual = 58.76 psi '
FB:Allowable = 2,850.00psi Fv:Allowable =
285.00 psi
Load Combination
+0.60D+W+H Load Combination +0.60D+W+H
Location of maximum on span = 6.525ft Location of maximum on span = 6.453 ft
Span#where maximum
occurs =
Span#1 Span#where maximum occurs =
Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.081 in Ratio= 2136
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.098 in Ratio= 1769
Max Upward Total Deflection -0.242 in Ratio= 720
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C FN Cr Cm C Mactual fb-design Fb-allow
+.D t 9 Vactual fv-design Fv-allow
Length=14.50 ft 1 0.074 0.050 1.000 1.000 1.000 1.000 1.000 2.02 212.29 2,850.00 0.47 14.35 285.00
+D 'H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.152 0.103 1.000 1.000 1.000 1.000 1.000 4.13 432.96 2,850.00 0.96 29.26 285.00
+S+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.123 0.083 1.000 1.000 1.000 1.000 1.000 3.34 350.21 2,850.00 0.77 23.67 285.00
+D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.133 0.090 1.000 1.000 1.000 1.000 1.000 3.60 377.79 2,850.00 0.83 25.53 285.00
40+0.750L+0.750S+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.169 0.114 1.000 1.000 1.000 1.000 1.000 4.59 481.23 2,850.00 1.06 32.52 285.00
+D +H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.393 0.204 1.000 1.000 1.000 1.000 1.000 -10.67 1,120.36 2,850.00 1.90 58.01 285.00
34/35
VVood Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.23
Licensee:
Lic.#:
Description: Rim Board(31/2"x 14 LVL)
Load Combination
Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow
+D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.36 41.57 285.00
Length=14.50 ft 1 0.219 0.146 1.000 1.000 1.000 1.000 1.000 -5.94 623.88 2,850.00
+D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.183 0.143 1.000 1.000 1.000 1.000 1.000 -4.97 521.48 2,850.00 1.33 40.66 285.00
+D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.133 0.090 1.000 1.000 1.000 1.000 1.000 3.60 377.79 2,850.00 0.83 25.53 285.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.169 0.114 1.000 1.000 1.000 1.000 1.000 4.59 481.23 2,850.00 1.06 32.52 285.00
+0.60D+W+H 1.000 1.000 1.000 1.000
Length=14.50 ft 1 0.423 0.206 1.000 1.000 1.000 1.000 1.000 -11.48 1,204.43 2,850.00 1.92 58.76 285.00
Overall Maximum Deflections-Unfactored Loads Max.°+"Defl Location in Span
Load Combination Span Max.""Defl Location in Span Load Combination
1 0.0000 0.000 W Only -0.2416 7.033
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support/1 Support 2
Overall MAXimum 2.728 -1.590
D Only 0.558 0.558
L Only 0.580 0.580
S Only 0.363 0.363
L+S 0.943 0.943
W Only 1.590 -1.590
0 1.138 1.138
D+S 0.920 0.920
D+W 2.148 -1.032
D+L+S 1.500 1.500
D+{.W 2.728 -0.452
34/34