structural design calculations - connecticut

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



Description : Top Rail







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



Description : Handrail Vertical










Span = 3.0 ft

L3x3x1/4

W(0.39) W(0.39)


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)





L3x3x1/4Section used for this span


Span # 1


Section used for this span L3x3x1/4Ma : Applied


0.000 ft


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



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



Description : Handrail Vertical







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



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



Description : Pipe Mount










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)


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)





Pipe2 StdSection used for this span


Span # 1


Section used for this span Pipe2 StdMa : Applied


2.500 ft


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



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










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



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









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

structural design calculations - connecticut

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