Structural Design Calculations...Structural Design Calculations Site No.: CT3461 - Bristol Middle...
Transcript of Structural Design Calculations...Structural Design Calculations Site No.: CT3461 - Bristol Middle...
Structural Design Calculations
Site No.: CT3461 - Bristol Middle StreetClient: Centerline CommunicationsDate: July 18, 2017
500 North Broadway East Providence, RI 02914 Ph: 401-354-2403 Fax: 401-354-2397
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Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Top Rail
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
CODE REFERENCESCalculations per AISC 360-10, IBC 2012, ASCE 7-10Load Combination Set : IBC 2012Material Properties
A na lys is M ethod :ks i
B end ing A xis : Major Axis BendingC om ple te ly U nbracedAllowable Strength Design Fy : S tee l Y ie ld : 36.0 ks i
B eam B rac ing : E : M odu lus : 29,000.0
Span = 4.666 ft
L3x3x1/4
W(0.39) W(0.39)
.Service loads entered. Load Factors will be applied for calculations.Applied LoadsB eam se lf w e igh t N O T in te rna lly ca lcu la ted and addedLoad(s) fo r S pan N um ber 1
P o in t Load : W = 0 .390 k @ 1 .50 ft, (P ipe M oun t)P o in t Load : W = 0 .390 k @ 3 .167 ft, (P ipe M oun t)
.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.298 : 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 1Location of maximum on span 1.506ft
0.2340 kMn / Omega : Allowable 1.176 k-ft Vn/Omega : Allowable
L3x3x1/4Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1
Load Combination +D+0.60W+H9.701 k
Section used for this span L3x3x1/4Ma : Applied
Maximum Shear Stress Ratio = 0.024 : 1
3.173 ft
0.351 k-ft Va : Applied
0 <3601397
Ratio = 0 <180
Maximum DeflectionMax Downward Transient Deflection 0.067 in 838Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.040 in Ratio = >=180Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length+D +H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +L+H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +Lr+H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +S +H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750Lr+0.750L+H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750L+0.750S +H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.60W +H D sgn . L = 4 .67 ft 1 0 .298 0 .024 0 .35 0 .35 1 .96 1 .18 1.12 1.00 0 .23 16 .20 9 .70+D +0.70E +H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750Lr+0.750L+0.450W +H D sgn . L = 4 .67 ft 1 0 .224 0 .018 0 .26 0 .26 1 .96 1 .18 1.12 1.00 0 .18 16 .20 9 .70+D +0.750L+0.750S +0.450W +H D sgn . L = 4 .67 ft 1 0 .224 0 .018 0 .26 0 .26 1 .96 1 .18 1.12 1.00 0 .18 16 .20 9 .70+D +0.750L+0.750S +0.5250E +H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+0.60D + 0.60W +0.60H
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Top Rail
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length D sgn . L = 4 .67 ft 1 0 .298 0 .024 0 .35 0 .35 1 .96 1 .18 1.12 1.00 0 .23 16 .20 9 .70+0.60D +0.70E +0.60H D sgn . L = 4 .67 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70
.Loca tion in S panLoad C om binationM ax. "-" D e fl Loca tion in S panLoad C om bination S pan M ax. "+" D e fl
Overall Maximum Deflections
W O n ly 1 0 .0668 2 .346 0 .0000 0 .000.
Load C om bination S upport 1 S upport 2Vertical Reactions S upport no ta tion : Far le ft is #1 V a lues in K IP S
O vera ll M A Xim um 0 .390 0 .390O vera ll M IN im um 0 .175 0 .176+D +H+D +L+H+D +Lr+H+D +S +H+D +0.750Lr+0.750L+H+D +0.750L+0.750S +H+D +0.60W +H 0 .234 0 .234+D +0.70E +H+D +0.750Lr+0.750L+0.450W +H 0 .175 0 .176+D +0.750L+0.750S +0.450W +H 0 .175 0 .176+D +0.750L+0.750S +0.5250E +H+0.60D + 0.60W +0.60H 0 .234 0 .234+0.60D +0.70E +0.60HD O n lyLr O n lyL O n lyS O n lyW O n ly 0 .390 0 .390E O n lyH O n ly
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Handrail Vertical
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
CODE REFERENCESCalculations per AISC 360-10, IBC 2012, ASCE 7-10Load Combination Set : IBC 2012Material Properties
A na lys is M ethod :ks i
B end ing A xis : Major Axis BendingC om ple te ly U nbracedAllowable Strength Design Fy : S tee l Y ie ld : 36.0 ks i
B eam B rac ing : E : M odu lus : 29,000.0
Span = 3.0 ft
L3x3x1/4
W(0.39) W(0.39)
.Service loads entered. Load Factors will be applied for calculations.Applied LoadsB eam se lf w e igh t N O T in te rna lly ca lcu la ted and addedLoad(s) fo r S pan N um ber 1
P o in t Load : W = 0 .390 k @ 3 .0 ft, (A n tenna)P o in t Load : W = 0 .390 k @ 1 .50 ft, (A n tenna)
.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.858 : 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 1Location of maximum on span 0.000ft
0.4680 kMn / Omega : Allowable 1.227 k-ft Vn/Omega : Allowable
L3x3x1/4Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1
Load Combination +D+0.60W+H9.701 k
Section used for this span L3x3x1/4Ma : Applied
Maximum Shear Stress Ratio = 0.048 : 1
0.000 ft
1.053 k-ft Va : Applied
0 <240 .0539
Ratio = 0 <180
Maximum DeflectionMax Downward Transient Deflection 0.223 in 323Ratio = >=240 .Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.134 in Ratio = >=180Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length+D +H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +L+H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +Lr+H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +S +H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750Lr+0.750L+H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750L+0.750S +H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.60W +H D sgn . L = 3 .00 ft 1 0 .858 0 .048 -1 .05 1 .05 2 .05 1 .23 1.00 1.00 0 .47 16 .20 9 .70+D +0.70E +H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+D +0.750Lr+0.750L+0.450W +H D sgn . L = 3 .00 ft 1 0 .644 0 .036 -0 .79 0 .79 2 .05 1 .23 1.00 1.00 0 .35 16 .20 9 .70+D +0.750L+0.750S +0.450W +H D sgn . L = 3 .00 ft 1 0 .644 0 .036 -0 .79 0 .79 2 .05 1 .23 1.00 1.00 0 .35 16 .20 9 .70+D +0.750L+0.750S +0.5250E +H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70+0.60D + 0.60W +0.60H
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Handrail Vertical
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length D sgn . L = 3 .00 ft 1 0 .858 0 .048 -1 .05 1 .05 2 .05 1 .23 1.00 1.00 0 .47 16 .20 9 .70+0.60D +0.70E +0.60H D sgn . L = 3 .00 ft 1 0 .000 2 .05 1 .23 1.00 1.00 -0 .00 16 .20 9 .70
.Loca tion in S panLoad C om binationM ax. "-" D e fl Loca tion in S panLoad C om bination S pan M ax. "+" D e fl
Overall Maximum Deflections
W O n ly 1 0 .2227 3 .000 0 .0000 0 .000.
Load C om bination S upport 1 S upport 2Vertical Reactions S upport no ta tion : Far le ft is #1 V a lues in K IP S
O vera ll M A Xim um 0 .780O vera ll M IN im um 0 .351+D +H+D +L+H+D +Lr+H+D +S +H+D +0.750Lr+0.750L+H+D +0.750L+0.750S +H+D +0.60W +H 0 .468+D +0.70E +H+D +0.750Lr+0.750L+0.450W +H 0 .351+D +0.750L+0.750S +0.450W +H 0 .351+D +0.750L+0.750S +0.5250E +H+0.60D + 0.60W +0.60H 0 .468+0.60D +0.70E +0.60HD O n lyLr O n lyL O n lyS O n lyW O n ly 0 .780E O n lyH O n ly
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Pipe Mount
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
CODE REFERENCESCalculations per AISC 360-10, IBC 2012, ASCE 7-10Load Combination Set : IBC 2012Material Properties
A na lys is M ethod :ks i
B end ing A xis : Major Axis BendingC om ple te ly U nbracedAllowable Strength Design Fy : S tee l Y ie ld : 35.0 ks i
B eam B rac ing : E : M odu lus : 29,000.0
Span = 2.50 ft
Pipe2 Std
Span = 1.50 ft
Pipe2 Std
Span = 1.50 ft
Pipe2 Std
Span = 2.50 ft
Pipe2 Std
W(0.135) W(0.05) W(0.13)
.Service loads entered. Load Factors will be applied for calculations.Applied LoadsB eam se lf w e igh t N O T in te rna lly ca lcu la ted and addedLoad(s) fo r S pan N um ber 1
P o in t Load : W = 0 .1350 k @ 1 .750 ft, (A n tenna)P o in t Load : W = 0 .050 k @ 0 .0 ft, (S urge)
Load(s) fo r S pan N um ber 4P o in t Load : W = 0 .130 k @ 0 .750 ft, (A n tenna)
.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.109 : 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 1Location of maximum on span 2.500ft
0.1229 kMn / Omega : Allowable 1.245 k-ft Vn/Omega : Allowable
Pipe2 StdSection used for this span
Span # where maximum occursLocation of maximum on span
Span # 1
Load Combination +D+0.60W+H6.287 k
Section used for this span Pipe2 StdMa : Applied
Maximum Shear Stress Ratio = 0.020 : 1
2.500 ft
0.136 k-ft Va : Applied
8,229 >=3601815
Ratio = 13715 >=180
Maximum DeflectionMax Downward Transient Deflection 0.055 in 1,089Ratio = >=360Max Upward Transient Deflection -0.002 in Ratio =Max Downward Total Deflection 0.033 in Ratio = >=180Max Upward Total Deflection -0.001 in
.Maximum Forces & Stresses for Load Combinations
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length+D +H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +L+H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +Lr+H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +S +H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +0.750Lr+0.750L+H
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Pipe Mount
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
S pan #S um m ary o f M om ent V a luesLoad C om bination S um m ary o f S hear V a luesM ax S tress R atios
M V M m ax -M m ax + R m V nxM a M ax M nx/O m ega C b V a M axM nx V nx/O m egaS egm ent Length D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +0.750L+0.750S +H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +0.60W +H D sgn . L = 2 .50 ft 1 0 .109 0 .020 -0 .14 0 .14 2 .08 1 .25 1.00 1.00 0 .12 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .109 0 .020 0 .05 -0 .14 0 .14 2 .08 1 .25 2.14 1.00 0 .12 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .047 0 .012 0 .05 -0 .06 0 .06 2 .08 1 .25 2.22 1.00 0 .08 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .047 0 .012 -0 .06 0 .06 2 .08 1 .25 1.00 1.00 0 .08 10 .50 6 .29+D +0.70E +H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+D +0.750Lr+0.750L+0.450W +H D sgn . L = 2 .50 ft 1 0 .082 0 .015 -0 .10 0 .10 2 .08 1 .25 1.00 1.00 0 .09 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .082 0 .015 0 .04 -0 .10 0 .10 2 .08 1 .25 2.14 1.00 0 .09 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .035 0 .009 0 .04 -0 .04 0 .04 2 .08 1 .25 2.22 1.00 0 .06 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .035 0 .009 -0 .04 0 .04 2 .08 1 .25 1.00 1.00 0 .06 10 .50 6 .29+D +0.750L+0.750S +0.450W +H D sgn . L = 2 .50 ft 1 0 .082 0 .015 -0 .10 0 .10 2 .08 1 .25 1.00 1.00 0 .09 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .082 0 .015 0 .04 -0 .10 0 .10 2 .08 1 .25 2.14 1.00 0 .09 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .035 0 .009 0 .04 -0 .04 0 .04 2 .08 1 .25 2.22 1.00 0 .06 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .035 0 .009 -0 .04 0 .04 2 .08 1 .25 1.00 1.00 0 .06 10 .50 6 .29+D +0.750L+0.750S +0.5250E +H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29+0.60D + 0.60W +0.60H D sgn . L = 2 .50 ft 1 0 .109 0 .020 -0 .14 0 .14 2 .08 1 .25 1.00 1.00 0 .12 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .109 0 .020 0 .05 -0 .14 0 .14 2 .08 1 .25 2.14 1.00 0 .12 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .047 0 .012 0 .05 -0 .06 0 .06 2 .08 1 .25 2.22 1.00 0 .08 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .047 0 .012 -0 .06 0 .06 2 .08 1 .25 1.00 1.00 0 .08 10 .50 6 .29+0.60D +0.70E +0.60H D sgn . L = 2 .50 ft 1 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 2 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 1 .50 ft 3 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29 D sgn . L = 2 .50 ft 4 0 .000 2 .08 1 .25 1.00 1.00 -0 .00 10 .50 6 .29
.Loca tion in S panLoad C om binationM ax. "-" D e fl Loca tion in S panLoad C om bination S pan M ax. "+" D e fl
Overall Maximum Deflections
W O n ly 1 0 .0551 0 .000 0 .0000 0 .000W O n ly 2 0 .0000 0 .000 -0 .0022 0 .550W O n lyW O n ly 3 0 .0002 0 .250 -0 .0005 1 .120
W O n ly 4 0 .0146 2 .500 0 .0000 1 .120.
Load C om bination S upport 1 S upport 2 S upport 3 S upport 4 S upport 5Vertical Reactions S upport no ta tion : Far le ft is #1 V a lues in K IP S
O vera ll M A Xim um -0 .324 0 .390 0 .249O vera ll M IN im um -0 .146 0 .175 0 .112+D +H+D +L+H+D +Lr+H+D +S +H+D +0.750Lr+0.750L+H+D +0.750L+0.750S +H+D +0.60W +H -0 .194 0 .234 0 .149+D +0.70E +H+D +0.750Lr+0.750L+0.450W +H -0 .146 0 .175 0 .112+D +0.750L+0.750S +0.450W +H -0 .146 0 .175 0 .112+D +0.750L+0.750S +0.5250E +H+0.60D + 0.60W +0.60H -0 .194 0 .234 0 .149
Steel Beam ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29Licensee : ADVANCED ENGINEERING GROUP, PCLic. # : KW-06008463
File = x:\ENER~P21\CT34~HXW.EC6
Description : Pipe Mount
500 N orth B roadw ayE ast P rovidence , R I 02914(401) 354-2403
Title B lock L ine 6
P ro jec t T itle : Smoke Stack PlatformE ng ineer: MRC P ro jec t ID : CT3461
Printed: 18 JUL 2017, 3:19PM
P ro jec t D escr: AT&T NSB
Load C om bination S upport 1 S upport 2 S upport 3 S upport 4 S upport 5Vertical Reactions S upport no ta tion : Far le ft is #1 V a lues in K IP S
+0.60D +0.70E +0.60HD O n lyLr O n lyL O n lyS O n lyW O n ly -0 .324 0 .390 0 .249E O n lyH O n ly