BRES2014-1086 Structural Calcs Plan Check 1Knapp & Associates, Inc.
408 South Stoddard Ave., San Bernardino Ca. 92401
Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: knappae@aol.com
PLAN CHECK
Structural Calculations
for
Lot 15B — The Madison Club
81-413 Columbus Way
La Quinta, California 92253
OCT 172014
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
LDATEJ;,/j
OF LA QUANTA
Date: NG & SAFETY DEPT.
October 1, 2014
FOR CONSTRUCTION
Prepared By:
BDM 3y
Y
Wood Beam
Description : RB -01
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Project Title:
Engineer: Project ID:
Project Descr:
Fife =
Primed 1 OCT 2014, 2:05PIA
1983-2014, Buifd:6.14.1.26, Ver.6.14.5.31
Analysis Method: Allowable Stress Design
Fb - Tension
1350 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1350 psi
Ebend- xx 1600ksi
Overall MAXimum 1.635
Fc - PHI
925 psi
Eminbend - xx 580ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
0.935
Wood Grade : No.1
Fv
170 psi
Ft
675 psi
Density 32.21 pcf
Beam Bracing : Completely Unbraced
Moe
Span = 7.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 8.250 It
Point Load: D = 0.50, Lr = 0.50 k ® 5.0 ft, (TRUSS LOAD)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span If where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections - Unfactored Loads
0.203 1
6x12
343.13 psi
1,687.50 psi
+D+Lr+H
4.241 ft
Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.012 in Ratio = 6824
0.000 in Ratio= 0 <360
0.027 in Ratio= 3075
0.000 in Ratio= 0 <240
0.190 : 1
602
40.29 psi
212.50 psi
+D+Lr+H
6.055 ft
= Span # 1
Load Combination Span
Max. ' ' De# Location in Span Load Combination Max. '+' Def] Location in Span
D+Lr 1
0.0273 3.628 0.0000 0.000
Vertical Reactions - Unfactored
Support notation : Far left is #1 Values in KIPS
Load Combination . Support 1
Support 2
Overall MAXimum 1.635
2.063
Overall MINimum 0.720
0.935
D Only 0.914
1.129
Lr Only 0.720
0.935
D+Lr 1.635
2.063
.k
Project Title:
Engineer: Project ID:
Project Descr:
Printed I OCT 2014, 2 12P
Wood Beam Re=Z122WH26-0U(OXK02-PILOHLPK-W1CalcslPC2xB8-G1RV71HB-O.EC6
ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.14.5.31
KW -06000933 Licensee: KNAPP ARCHITECTURE ENGINEERS
Description : RB -03
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
1.818
Service loads entered. Load Factors will be applied for calculations.
Beam sell weight calculated and added to loads
2.277
Load Combination Set: ASCE 7-10
Lr Only
Loads on all spans...
1.818
D+Lr
Material Properties
Uniform Load on ALL spans : D = 0.4130, Lr = 0.330
k/ft
Analysis Method: Allowable Stress Design
Fb - Tension
2400 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1850 psi
Ebend- xx
1800ksi
Section used for this span
Fc - Prll
1650 psi
Eminbend - xx
930 ksi
Wood Species : DF/DF
Fc - Perp
650 psi
Ebend- yy
1600ksi
Wood Grade :24F - V4
Fv
265 psi
Eminbend - yy
830ksi
+D+Lr+H
Ft
1100 psi
Density
32.21 pcf
Beam Bracing : Completely Unbraced
Span # 1
Span # where maximum occurs =
Span If 1
Maximum Deflection
D(0.5) Lr(0.5)
5.125x12
Span = 9.50 It
Applied Loads
1.818
Service loads entered. Load Factors will be applied for calculations.
Beam sell weight calculated and added to loads
2.277
2.277
Lr Only
Loads on all spans...
1.818
D+Lr
4.095
Uniform Load on ALL spans : D = 0.4130, Lr = 0.330
k/ft
Point Load: D = 0.50, Lr = 0.50 k @ 4.750 it, (TRUSS LOAD)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.3551 Maximum Shear Stress Ratio =
0.247: 1
Section used for this span
5.125x12
Section used for this span
5.12502
fb : Actual =
1,064.60psi
fv : Actual =
81.95 psi
FB: Allowable =
3,000.00psi
Fv : Allowable =
331.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
4.750ft
Location of maximum on span =
8.529 it
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span If 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.057 in Ratio=
1983
Max Upward L+Lr+S Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.128 in Ratio=
888
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. ' ' Deft Location in Span Load Combination Max. '+' Defl Location in Span
0.
Vertical Reactions - Unfactored
Load Combination Support 1 Support 2
Overall MINimum ,
1.818
1.818
D Only
2.277
2.277
Lr Only
1.818
1.818
D+Lr
4.095
4.095
S CITY OF t o.ofo'
Support notation :Far left i #1 Valuesln K P5 I
FOR CONSTRUCTION
DATE By
Project Title:
Engineer: Project ID:
Project Descr:
Printed 1 DC7 2014, 2 22P1,
Wood Beam File =Z:122WH26-OUWXK02-PILOHLPK-MCafslPCZXB8-G1RV71HB-N.EC6
ENERCALC. INC. 19832014. Build:6.14.1.26. Ver.6.14.5.31
Description: RB -04
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Maximum Bending Stress Ratio
= 0.4181
Section used for this span
Load Combination Set: ASCE 7-10
Ib : Actual
= 1,252.60psi
FB: Allowable
= 3,000.00.psi
Material Properties
+D+Lr+H, LL Comb Run (L'L)
Location of maximum on span
= 8.691 ft
Span # where maximum occurs
Analysis Method: Allowable Stress Design
Fb -Tension
2,400.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
2,400.0 psi
Ebend- xx
1,800.Oksi
Fc - Pdl
1,650.0 psi
Eminbend - xx
930.Oksi
Wood Species : DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade :24F - V8
Fv
265.0 psi
Eminbend - yy
830.Oksi
Ft
1,100.0 psi
Density
32.210pcf
Beam Bracing : Completely Unbraced
♦ ♦ V
5.12505 5.125x15
Span = 4.330 It Span =11.50 ft
D(0.05) 1-0 0.04)
♦�- r i
D 0.3125 Lr 0.25 D(2.277) Lr(1.818)
+ T
5.125x15
Span = 16.160 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 12.50 It
Load for Span Number 2
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width =12.50 ft
Load for Span Number 3
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Extent = 0.0 -->> 8.660 It, Tributary Width = 12.50 It
Uniform Load ; D = 0.0250, Lr = 0.020 ksf, Extent = 8.660 -->> 16.160 It, Tributary Width = 2.0 It
Point Load : D = 2.277, Lr = 1.818 k ® 8.660 It
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.4181
Section used for this span
5.125x15
Ib : Actual
= 1,252.60psi
FB: Allowable
= 3,000.00.psi
Load Combination
+D+Lr+H, LL Comb Run (L'L)
Location of maximum on span
= 8.691 ft
Span # where maximum occurs
= Span # 3
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.126 in Ratio= 1542
-0.027 in Ratio= 5040
0.272 in Ratio = 711
-0.042 in Ratio= 3255
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. ' ' Defl Location in Span
D+Lr, LL Comb Run (L'L) 1 0.0034 2.329
2 0.0000 2.329
D+Lr, LL Comb Run (L'L) 3 0.2724 8.691
Load Combination
D+Lr, LL Comb Run (L'L)
0.365: 1
5.125x15
120.97 psi
331.25 psi
+D+Lr+H, LL Comb Run ('LL)
11.500 ft
Span # 2
+' DO Location in Span
0.0000 0.000
-0.0424 7.924
0.0000 7.924
Project Title:
Engineer: Project ID:
Project Descr:
Printed 1 OCT 201: 2.22PM
Wood BeamFile=7--WM26-OIKQXK02-PILOHLPK-WlCalcsIPC2XB8-G1RV71HB-N.EC6
ENERCALC. INC. 1983-2014. Build:6.14.1.26; Ver.6.14.5.31 .
Description: RB -04
Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Support 4
Overall MAXimum
1.706
4.569
11.814
3.086
Overall MINimum
-0.018
0.425
-0.020
0.002
D Only
0.629
1.817
6.685
1.725
Lr Only, LL Comb Run ("L)
0.577
-1.391
3.738
1.359
Lr Only, LL Comb Run ('L')
-0.594
2.152
1.390
-0.073
Lr Only, LL Comb Run ('LL)
-0.018
0.761
5.128
1.286
Lr Only, LL Comb Run (L")
0.501
0.599
-0.020
0.002
Lr Only, LL Comb Run (L'L)
1.078
-0.792
3.718
1.362
Lr Only, LL Comb Run (LL')
-0.093
2.752
1.370
-0.071
Lr Only, LL Comb Run (LLL)
0.484
1.361
5.108
1.288
D+Lr, LL Comb Run ("L)
1.205
0.425
10.424
3.084
D+Lr, LL Comb Run ('L')
0.034
1969
8.075
1.651
D+Lr, LL Comb Run ('LL)
0.611
2.578
11.814
3.011
D+Lr, LL Comb Run (L")
1.130
2.416
6.665
1.727
D+Lr, LL Comb Run (L'L)
1.706
1.025
10.403
3.086
D+Lr, LL Comb Run (LL')
0.536
4.569
8.055
1.654
D+Lr, LL Comb Run (LLL)
1.112
3.177
11.793
3.013
Project Title:
Engineer:
Project Descr:
Wood Beam
Description : RB -05
CODE REFERENCES
Project ID:
Prim -d I OCT 2014. 2.37PId
INC. 1983-201.4. Build:6.14.
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
0.138 in
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Max Upward L+Lr+S Deflection
Analysis Method: Allowable Stress Design
Fb - Tension
2400 psi
E: Modulus of Elasticity
0.296 in
Load Combination ASCE 7-10
Fb - Compr
1850 psi
Ebend- xx
1800ksi
Point Load : D = 2.0, Lr = 2.0 k @ 6.0 it
Fc - PHI
1650 psi
Eminbend - xx
930ksi
Wood Species : DF/DF
Fc • Perp
650 psi
Ebend- yy
1600ksi
Wood Grade :24F - V4
Fv
265 psi
Eminbend - yy
830ksi
5.125x15
Ft
1100 psi
Density
32.21 pcf
Beam Bracing : Completely Unbraced
3,000.00psi
Fv : Allowable =
331.25 psi
Load Combination
D 0.306 Lr 0.245
5.125x15
Span = 14.750 ft
— Applied Loads
0.138 in
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Max Upward L+Lr+S Deflection
0.000 in
Ratio=
Load for Span Number 1
Max Downward Total Deflection
0.296 in
Ratio=
Uniform Load : D = 0.3060, Lr = 0.2450 k/ft, Extent = 0.0 -->> 5.50 it, Tributary Width = 1.0 it
Max Upward Total Deflection
Uniform Load : D = 0.09380, Lr = 0.0750 k/ft, Extent = 5.50 -->> 14.750 it, Tributary Width = 1.0 it
Ratio=
Point Load : D = 2.0, Lr = 2.0 k @ 6.0 it
1.541
D+Lr 5.455
3.391
DESIGN_SU_MMARY__
Maximum Bending Stress Ratio
0.468 1
Maximum Shear Stress Ratio ^ -
0.280: 1
Section used for this span
5.12505
Section used for this span
5.125x15
fb : Actual =
1,404.71 psi
fv : Actual =
92.71 psi
FB: Allowable =
3,000.00psi
Fv : Allowable =
331.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
6.029 it
Location of maximum on span =
0.000 it
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.138 in
Ratio =
1283
Max Upward L+Lr+S Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.296 in
Ratio=
598
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
-- --- — ---- — �— .-- — - — — — ---I
Overall Maximum Deflections - Unfac_ to_ red Loads
Load Combination Span
Max. "Deft Location in Span Load Combination Max. *+* Deft Location in Span
D+Lr 1
0.2960 7.052 0.0000 0.000
Vertical Reactions - Un_factore_d
Support notation : Far left is #1 Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum 5.455
3.391
Overall MINimum 2.500
1.541
D Only 2.955
1.850
Lr Only 2.500
1.541
D+Lr 5.455
3.391
t
r
Wood Beam
Description : RB -31
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-10
Wood Species : DF/DF
Wood Grade :24F - V8
Beam Bracing : Completely Unbraced
Project Title:
Engineer:
Project Descr:
Fb - Tension
2,400.0 psi
Fb - Compr
2,400.0 psi
Fc - Pdl
1,650.0 psi
Fc - Perp
650.0 psi
Fv
265.0 psi
Ft
1,100.0 psi
Project ID:
Printed I OCT 2014. 11.27AM
rim =u.unn.umc-I%dm,,u 5alutl%100r
ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.
E: Modulus of Elasticity
Ebend-xx
1,800.Oksi
Eminbend - xx
930.Oksi
Ebend-yy
1,600.Oksi
Eminbend - yy
830.Oksi
Density
32.210pcf
o. ICDA Ic J. ICJ Ic J. I-- J.ICJIIIG - 111IG
Span = 4.50 ft Span = 5.50 It Span = 10.50 ft Span =10.0 It Span = 5.670 it
A -,plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 13.0 ft
DESIGN SUMMARY
Ratio=
Maximum Bending Stress Ratio
= 0.2481
Section used for this span
5.125x12
fb : Actual
= 594.55psi
FB: Allowable
= 2,400.00psi
Load Combination
+D+Lr+H, LL Comb Run (L'LL')
Location of maximum on span
= 10.500ft
Span # where maximum occurs
= Span # 3
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections - Unfactored Loads
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.024 in
Ratio=
5189
-0.011 in
Ratio=
10689
0.043 in
Ratio=
2905
-0.006 in
Ratio=
10371
0.256 : 1
5.125x12
68.42 psi
265.00 psi
+D+Lr+H, LL Comb Run (L'LL')
9.570 ft
Span # 3
Load Combination
Span
Max. ° ' Dell
Location in Span
Load Combination
Max. '+' Dell
Location in Span
D+Lr, LL Comb Run (L'L'L)
1
0.0039
2.278
0.0000
0.000
2
0.0000
2.278
O+Lr, LL Comb Run (L'L'L)
-0.0064
3.551
D+Lr, LL Comb Run (L'L'L)
3
0.0434
5.316
0.0000
3.551
D+Lr, LL Comb Run ('L'L')
4
0.0337
5.190
D+Lr, LL Comb Run (L'L'L)
-0.0022
0.380
D+Lr, LL Comb Run (L'L'L)
5
0.0052
3.230
D+Lr, LL Comb Run ('L'L')
-0.0049
1.666
Vertical Reactions - UnfactoredSupport
notation : Far left is #1
Values in KIPS
mbi
Load Conation
Support 1
_ Support 2
Support 3
Support 4 Support 5 Support 6
Overall MAXimum
1.301
3.154
5.568
6.633 5.415 1.331
Overall MINimum
0.002
-0.011
0.023
0.009 -0.003 0.001
D Only
0.662
1.452
2.956
3.690 2.908 0.585
Wood Beam
Description : RB -31
Project Title:
Engineer: Project ID:
Project Descr:
Premed I OCT 2014 11.27AId
Hro1Desktop1RB31-1.EC6
ENERCALC, INC. 1963.2014, Build:6.14.1.26, Ver.6.14.5.31
Vertical Reactions - Unfactored
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Support 4
Support 5
Support 6
Lr Only, LL Comb Run (""L)
0.002
-0.011
0.023
-0.067
0.862
0.664
Lr Only, LL Comb Run (*"L')
-0.027
0.131
-0.269
1.429
1.630
-0.293
Lr Only, LL Comb Run ("'LL)
-0.025
0.119
-0.246
1.363
2.492
0.371
Lr Only, LL Comb Run ("L")
0.120
-0.577
1.872
1.505
-0.271
0.081
Lr Only, LL Comb Run ('11)
0.123
-0.589
1.895
1.438
0.591
0.745
Lr Only, LL Comb Run ("LL')
0.093
-0.447
1.603
2.934
1.358
-0.212
Lr Only, LL Comb Run ("LLL)
0.096
-0.458
1.626
2.868
2.221
0.452
Lr Only, LL Comb Run ('L"')
-0.103
0.850
0.717
-0.045
0.015
-0.004
Lr Only, LL Comb Run ('L"L)
-0.100
0.839
0.740
-0.112
0.877
0.660
Lr Only, LL Comb Run ('L'L')
-0.130
0.981
0.448
1.384
1.644
-0.297
Lr Only, LL Comb Run ('L'LL)
-0.128
0.970
0.471
1.318
2.507
0.367
Lr Only, LL Comb Run ('LL")
0.018
0.273
2.590
1.460
-0.257
0.077
Lr Only, LL Comb Run ('LL'L)
0.020
0.262
2.612
1.393
0.606
0.741
Lr Only, LL Comb Run ('LLL')
-0.010
0.403
2.320
2.889
1.373
-0.216
Lr Only, LL Comb Run ('LLLL)
-0.007
0.392
2.343
2.822
2.235
0.448
Lr Only, LL Comb Run (L'-)
0.516
0.722
-0.075
0.009
-0.003
0.001
Lr Only, LL Comb Run (L -L)
0.518
0.711
-0.052
-0.057
0.859
0.665
Lr Only, LL Comb Run (L"L')
0.488
0.853
-0.344
1.438
1.627
-0.292
Lr Only, LL Comb Run (L"LL)
0.491
0.841
-0.321
1.372
2.489
0.372
Lr Only, LL Comb Run (L'L")
0.636
0.145
1.798
1.514
-0.275
0.082
Lr Only, LL Comb Run (L'L'L)
0.638
0.133
1.821
1.448
0.588
0.746
Lr Only, LL Comb Run (L'LL')
0.609
0.275
1.528
2.943
1.355
-0.211
Lr Only, LL Comb Run (L'LLL)
0.611
0.264
1.551
2.877
2.217
0.453
Lr Only, LL Comb Run (LL"')
0.413
1.572
0.642
-0.036
0.012
-0.004
Lr Only, LL Comb Run (LL" L)
0.415
1.561
0.665
-0.102
0.874
0.661
Lr Only, LL Comb Run (LL'L')
0.386
1.703
0.373
1.393
1.641
-0.296
Lr Only, LL Comb Run (LULL)
0.388
1.692
0.396
1.327
2.504
0.368
Lr Only, LL Comb Run (LLL")
0.533
0.995
2.515
1.469
-0.260
0.078
Lr Only, LL Comb Run (LLL'L)
0.536
0.984
2.538
1.403
0.603
0.742
Lr Only, LL Comb Run (LLLL')
0.506
1.125
2.246
2.898
1.370
-0.215
Lr Only, LL Comb Run (LLLLL)
0.508
1.114
2.269
2.832
2.232
0.449
D+Lr, LL Comb Run (""L)
0.665
1.440
2.979
3.623
3.771
1.249
D+Lr, LL Comb Run ("'L')
0.635
1.582
2.687
5.119
4.538
0.292
D+Lr, LL Comb Run ("'LL)
0.637
1.571
2.710
5.052
5.400
0.956
D+Lr, LL Comb Run ("L")
0.783
0.874
4.828
5.195
2.637
0.666
D+Lr, LL Comb Run ("L'L)
0.785
0.863
4.851
5.128
3.499
1.330
D+Lr, LL Comb Run ("LL')
0.756
1.005
4.559
6.624
4.267
0.373
D+Lr, LL Comb Run ("LLL)
0.758
0.994
4.582
6.557
5.129
1.037
D+Lr, LL Comb Run ('L*")
0.560
2.302
3.673
3.645
2.923
0.580
D+Lr, LL Comb Run ('L"L)
0.562
2.291
3.696
3.578
3.786
1.245
D+Lr, LL Comb Run ('L'L')
0.532
2.432
3.404
5.074
4.553
0.288
D+Lr, LL Comb Run ('L'LL)
0.535
2.421
3.427
5.007
5.415
0.952
D+Lr, LL Comb Run ('LL")
0.680
1.724
5.545
5.150
2.652
0.662
D+Lr, LL Comb Run ('LL'L)
0.682
1.713
5.568
5.083
3.514
1.326
D+Lr, LL Comb Run ('LLL')
0.653
1.855
5.276
6.579
4.281
0.369
D+Lr, LL Comb Run ('LLLL)
0.655
1.844
5.299
6.512
5.144
1.033
D+Lr, LL Comb Run (L"")
1.178
2.174
2.881
3.699
2.905
0.586
D+Lr, LL Comb Run (L -L)
1.180
2.162
2.904
3.632
3.768
1.250
D+Lr, LL Comb Run (L'L')
1.151
2.304
2.612
5.128
4.535
0.293
D+Lr, LL Comb Run (L" LL)
1.153
2.293
2.635
5.062
5.397
0.957
D+Lr, LL Comb Run (L'L")
1.298
1.596
4.753
5.204
2.634
0.667
D+Lr, LL Comb Run (L'L'L)
1.301
1.585
4.776
5.137
3.496
1.331
D+Lr, LL Comb Run (L'LL')
1.271
1.727
4.484
6.633
4.263
0.374
D+Lr, LL Comb Run (L'LLL)
1.273
1.716
4.507
6.566
5.126
1.038
D+Lr, LL Comb Run (LL"')
1.075
3.024
3.598
3.654
2.920
0.581
D+Lr, LL Comb Run (LL" L)
1.077
3.013
3.621
3.587
3.783
1.246
D+Lr, LL Comb Run (LL'L')
1.048
3.154
3.329
5.083
4.550
0.288
D+Lr, LL Comb Run (LULL)
1.050
3.143
3.352
5.016
5.412
0.953
D+Lr, LL Comb Run (LLL")
1.196
2.446
5.471
5.159
2.649
0.663
D+Lr, LL Comb Run (LLL'L)
1.198
2.435
5.494
5.092
3.511
1.327
Project Title:
Engineer: Project ID:
Project Descr:
Printed t OCT 2014 1 C27Atd
WOOd Beam
File=
ENERCALC, INC. 1983.2014, 8wld:6.14.1.26, Vec6.14.5.31
KW�06000933 Licensee: KNAPP ARCHITECTURE ENGINEERS
Description : RB -31
Vertical Reactions - Unfactored Support notation : Far left is R1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6
D+Lr, LL Comb Run (LLLL') 1.168 2.577 5.202 6.588 4.278 0.370
D+Lr, LL Comb Run (LLLLL) 1.171 2.566 5.225 6.521 5.141 1.034