Edgar - ConnecticutB41 120W AAHC . Table 2 – Equipment Platform Configuration (New equipment in . bold) Final Proposed Platform Loading Weight/each (1) MMBTS Equipment Cabinet 1074lbs

site development, architecture & engineering, construction 540 W. Madison, 9th Floor, Chicago, IL 60661 T 847.944.1600 F 847.991.5707 www.sacw.com

Thursday, September 13, 2018

Connecticut Siting Council Executive Director / Staff Attorney 10 Franklin Square New Britain, CT 06051

RE: Notice of Exempt Modification — 2725 Main St, Stratford, CT 06615 — SITE ID: CT03XC349

To Whom It May Concern: • SAC Wireless, on behalf of Sprint, is requesting the necessary approvals from Connecticut Siting

Council (CSC) our scope of work for an existing Sprint facility located at – 2725 Main St, Stratford, CT 06615. Scope of work is as follows:

o Sprint is proposing to remove (3) radios and swap (3) existing antennas with (3) newantennas and associated cabling. Install equipment expansions to the top of existing cabinets (approx 1'-2') with associated electrical wiring

o No tower work will be performed as this site is located on a rooftop and NOT a tower.We will only be swapping antennas and installing cabinets.

o Site is located at the coordinates (Lat/Long): Lat 41.197614 ; Long: -73.132431o The underlying property owner of the site is The Town of Stratford

• RF Engineers have determined this minor modification is required to help increase the networkfor the residents and the workforce within the local jurisdiction by offering faster data transferspeeds, fewer dropped calls and higher capacity.

• CSC, please e-mail me any receipts for application fees and/or fees due after plan review, priorto permit issuance. If any questions or concerns arise, please contact me at 312-971-7828

• We greatly appreciate your help with this proposed Sprint facility upgrade.

CC: Town of Stratford Mayor – Laura R. Hoydick Stratford Town Hall 2725 Main Street, Stratford, CT 06615

Town of Stratford Local Zoning Officer – John Rusatsky Room 113 & 118 Stratford Town Hall 2725 Main Street Stratford, CT 06615

Town of Stratford Local Building Official – Brian Donovan Stratford Town Hall 2725 Main Street, Stratford, CT 06615

Underlying Property Owner – Town of Stratford Stratford Town Hall 2725 Main Street, Stratford, CT 06615

Thank you,

EdgarEdgar Lara - MUPP | Zoning & Permitting Specialist | C: 312-971-7828 SAC Wireless 540 W. Madison St., 9th Floor, Chicago, IL 60661 [email protected] | www.sacw.com

http://www.sacw.com/

mailto:[email protected]

http://www.sacw.com/

Page 2

TABLE OF CONTENTS

1) INTRODUCTION

2) ANALYSIS CRITERIA Table 2-1 – Proposed Final Antenna Configuration 3) ANALYSIS PROCEDURE Table 3-1 – Documents Provided 4) ANALYSIS RESULTS Table 4-1 – Critical Section Capacity (Summary) 4.1 Recommendations 5) ASSUMPTIONS

6) APPENDIX A Calculations

Page 3 1) INTRODUCTION This is a 112ft tall rooftop located in Fairfield County, CT. The proposed antennas will be mounted on existing single antenna mounts. 2) ANALYSIS CRITERIA The structural analysis was performed for this structure in accordance with the requirements of TIA-222-H Structural Standards for Antenna Supporting Structures and Antennas using a ultimate gust wind speed of 119 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 2-1 – Proposed Final Antenna Configuration (New antennas in bold)

Center Line

Elevation (ft)

Sector Pos. Antenna Radio(s) Note

80.2 Alpha

1 (1) APXVTM14-C-120 (2) 1900MHz (1) 800MHz

2 (1) Airscale MAA 64T64R 128AE B41 120W AAHC

80.2 Beta

1 (1) APXVSPP18-C-A20 (2) 1900MHz (1) 800MHz


80.2 Gamma

1 (1) APXVSPP18-C-A20 (2) 1900MHz (1) 800MHz


Table 2 – Equipment Platform Configuration (New equipment in bold)

Final Proposed Platform Loading Weight/each (1) MMBTS Equipment Cabinet 1074lbs (1) Battery Cabinet 2830lbs (1) PPC Cabinet 220lbs (1) Clearwire Cabinet 1250lbs (1) DC Distribution 200lbs (1) Junction Box 100lbs (1) 9712 Cabinet 500lbs

Final Proposed Platform Loading 6174lbs

Page 4

3) ANALYSIS PROCEDURE Table 3-1 – Documents Provided

Document Remarks Reference Date Source

Field Verification Westchester Services

N/A N/A WSLLC

Previous Analysis Highland Engineering P.C

N/A 8/3/12 Sprint

3.1) Analysis Method

Risa-3D (version 16.0.3) is a finite element analysis software program was used for modeling and analyzing frame structures. The output from the analysis can be found in Appendix A. Mathcad 15 is a mathematics software program used for creating hand calc templates. The output of these calculations can be found in Appendix A.

4) ANALYSIS RESULTS Table 4-1 – Critical Section Capacity (Summary)

Member Type Elevation (ft) % Capacity Pass/Fail Equipment Platform

Indoors 24.7% Pass

Reactions Indoors Negligible Change Pass Overall Pass

4.1) Recommendations

The equipment platform has sufficient capacity to carry the existing and proposed loads.

Page 5 5) ASSUMPTIONS

The analysis performed is to the theoretical capacity of the members and connections. No accommodations are taken for any damaged, rusted, deteriorated, or otherwise compromised member conditions. To this, the tower or structure is assumed to be properly maintained and monitored and this analysis cannot be considered to be a condition assessment of the structure.

The analysis is performed to the minimum design wind, ice, and other environmental loading

prescribed by the governing building codes and standards. Any higher loading conditions required by the local jurisdiction or structure owner should be made known to John M. Banks Architect immediately for analysis. No lesser conditions will be accommodated.

Member sizes are assumed to be of standard AISC or manufacturer designations unless explicitly

specified otherwise. The geometry of the tower or structure is assumed as schematic. Steel grade and concrete strength are assumed to be conservative standard and fully developed unless otherwise specified.

The information provided to John M. Banks Architect for analysis is assumed accurate and up to date

as supplied. No independent efforts were taken by John M. Banks Architect to verify the validity of the information supplied. If any additional information is presented at any time that contradicts what is referenced in the analysis, the analysis is invalid and must be performed again with the new information.

Any reinforcement or modifications are assumed to be fully installed and functional.

All welds are assumed to have been performed to current welding standards and are assumed to

develop their full capacity and to be in good condition. In addition, all bolts and bolt-like anchors are assumed to be fully tightened, fastened, or bonded to the manufacturers' specifications and are assumed to have full capacity.

Numerous connection details of large-scale structures are unobtainable and are omitted from the

structural analysis. This includes, but is not limited to: bolts, welds, flanges, and plates. These connections are considered adequate and are therefore neglected from the analysis. In addition, in the absence of building plans, many wall, floor, and ceiling constructions can only be determined from observable field data and are supplemented by best judgment and experience.

Antennas, dishes, feedlines, and any other such appurtenances are assumed adequate through

manufacturer testing. No analysis is provided for the structural strength or stability of these items unless otherwise specified.

Equipment mounting systems are assumed structurally sound unless specifically called for in the

analysis.

Soil conditions and foundations are not considered unless specified in the analysis and have no deterioration or defects. For sites located on a building, only local effects of the equipment is considered unless otherwise specified. The overall structure of the building and its foundation are assumed to be unaffected by the telecom equipment.

Any changes or differences to the site or site plans at any time prior to installation must be brought to

the attention of John M. Banks Architect immediately.

Page 6

APPENDIX A

CALCULATIONS

John M. Banks Architect604 Fox GlenBarrington, IL 60010PH: [email protected]

Stratford-Town HallCT03XC349Client: Sprint

Date: 8/1/2018By: TH

Page 1 of 2

References: 1) 2015 International Building Code2) ANSI TIA-222-H, Structural Standard for Antenna Supporting Structures and Antennas3) AISC 360-10 Specification for Structural Steel Buildings4) Field Verification by Westchester Services5) Construction Drawings by URS Greiner, dated 6/18/98

______________________________________________________Input

Wind Factors (as per TIA-222-H)

V 119 mph Vnom per Ref. (2) Annex B

Vi 50 mph Basic wind speed with ice

ti 0.75 in Design ice thickness

GH .85 Ref. (2), Section 2.6.7

Rc "II" Risk Category

Kd 0.95 Wind Direction Probability Factor, Ref. (2), Table 2-2

Ex "B" Exposure category. See Ref. (2), Table 2-4

TC "1" Topographic Category. See Ref. (2), Table 2-5

H 0 ft Crest Height

elev 0ft Elevation above Sea Level of base of structure

Does rooftop wind speed up factor apply (per Ref. (2) Section 2.6.7)?

query Ks conditions (must meet 1 to require Ks factor)1. Building is 50ft in height or greater and unobstructed in a continuous 90deg quadrant by otherbuildings of comparable height from the windward wall for 2600ft or 20 times the height of thestructure, whichever is less..2. Building protrudes 50+ft above the average height of immediately adjacent buildings in acontinuous 90deg quadrant.

John M. Banks Architect604 Fox GlenBarrington, IL 60010PH: [email protected]

Stratford-Town HallCT03XC349Client: Sprint

Date: 8/1/2018By: TH

Page 2 of 2

Equipment Platform

Values for RISA 3D analysis of platform

DL 15psf

LL 60psf

WMMBTS 1074lbf

WBatt 2830lbf

WCWCab 1250lbf

WPPC 220lbf

WDCDist 200lbf

W9712 500lbf

WJBox 100lbf

N40

N2 N3

N4 N5

N6 N7

N8

N14

N15

N16

N17

N13

N14A

N15A

N16A

N17A

N18

N19

N20

N21

N22

N23

N24

N25

N26

N27

N28

N29

N30

N31

N32

N33

N34

N35

N38

N37

N38A

N39

N40A

N41

N42

N43

N44

N45

N46

Y

XZ

N40

N2 N3

N4 N5

N6 N7

N8

N14

N15

N16

N17

N13

N14A

N15A

N16A

N17A

N18

N19

N20

N21

N22

N23

N24

N25

N26

N27

N28

N29

N30

N31

N32

N33

N34

N35

N38

N37

N38A

N39

N40A

N41

N42

N43

N44

N45

N46

M17

M13A

M8 M3

M4

M16

M8M13A

M4

M3M8

M15

M8

M20

M4

M8

M14

A

M2

M8M13A

M3

M12

M1

M2

M8

M19M13

M23 M2

M1

M11

M13AM13

M3

M1 M12

M2

M13A

M10 M25

M2

M1

M14

M9

M24

M7

M14

M18

M1

M9

M2

M12

M7

M9

M21

M9

M1

M7

M9

M22M9M9M9

Y

XZ

N40

N2 N3

N4 N5

N6 N7

N8

N14

N15

N16

N17

N13

N14A

N15A

N16A

N17A

N18

N19

N20

N21

N22

N23

N24

N25

N26

N27

N28

N29

N30

N31

N32

N33

N34

N35

N38

N37

N38A

N39

N40A

N41

N42

N43

N44

N45

N46

W8x24

W8x24 W6x15

W6x15

W8x24W8x24

W6x15

W6x15W8x24W8x24

W6x15

W8x24

W6x15

W8x24W8x24

W6x15

W8x24

W6x15

W6x15

W8x24

L4x4x4W6x15W6x15

W8x24

W8x24L4x4x4

W6x15

W6x15W8x24

W6x15

W8x24

W8x24

W6x15W6x15L4x4x4

W8x24

W6x15

L4x4x4

W6x15

W8x24

W6x15

W8x24

W6x15

W8x24W8x24

W6x15

W6x15

W8x24W8x24W8x24W8x24

Y

XZ

N40

N2 N3

N4 N5

N6 N7

N8

N14

N15

N16

N17

N13

N14A

N15A

N16A

N17A

N18

N19

N20

N21

N22

N23

N24

N25

N26

N27

N28

N29

N30

N31

N32

N33

N34

N35

N38

N37

N38A

N39

N40A

N41

N42

N43

N44

N45

N46

.5

911 9

5.666 .5

119

5.666

911

.5

11

.5

5.666

11.5

9

119

9

99

9

11

.5

1.75

.5 9

99

9

1.75

9

99

9

9

9 .5

9

9

1.75

11

.5

5.666

1.75

.5

9

11

9

9

5.666

11

.5

11

9

5.666

11.5 111111

Y

XZ

Member Length (ft) Displayed

Company : John M. Banks Architect Aug 1, 20184:09 PMDesigner : T.A.Holt

Job Number : CT03XC349 Checked By:_____Model Name : Platform

(Global) Model SettingsDisplay Sections for Member CalcsMax Internal Sections for Member CalcsInclude Shear Deformation?Increase Nailing Capacity for Wind?Include Warping?Trans Load Btwn Intersecting Wood Wall?Area Load Mesh (in^2)Merge Tolerance (in)P-Delta Analysis ToleranceInclude P-Delta for Walls?Automatically Iterate Stiffness for Walls?Max Iterations for Wall StiffnessGravity Acceleration (ft/sec^2)Wall Mesh Size (in)Eigensolution Convergence Tol. (1.E-)Vertical AxisGlobal Member Orientation PlaneStatic SolverDynamic Solver

5 97 YesYesYesYes144.120.50%YesYes332.2244YXZSparse AcceleratedAccelerated Solver

Hot Rolled Steel CodeAdjust Stiffness?RISAConnection CodeCold Formed Steel CodeWood CodeWood TemperatureConcrete CodeMasonry CodeAluminum Code

AISC 14th(360-10): LRFDYes(Iterative)AISC 14th(360-10): LRFDAISI S100-12: LRFDAWC NDS-15: ASD< 100FACI 318-14ACI 530-13: ASDAA ADM1-15: ASD - BuildingAISC 14th(360-10): ASD

Number of Shear RegionsRegion Spacing Increment (in)Biaxial Column MethodParme Beta Factor (PCA)Concrete Stress BlockUse Cracked Sections?Use Cracked Sections Slab?Bad Framing Warnings?Unused Force Warnings?Min 1 Bar Diam. Spacing?Concrete Rebar SetMin % Steel for ColumnMax % Steel for Column

44Exact Integration.65RectangularYesYesNoYesNoREBAR_SET_ASTMA61518

RISA-3D Version 16.0.5 Page 1 [P:\...\MiMO Project\CT03XC349\Structural\3D\CT03XC349 - SA.r3d]



(Global) Model Settings, ContinuedSeismic CodeSeismic Base Elevation (ft)Add Base Weight?Ct XCt ZT X (sec)T Z (sec)R XR ZCt Exp. XCt Exp. ZSD1SDSS1TL (sec)Risk CatDrift Cat

ASCE 7-10Not EnteredYes.02.02Not EnteredNot Entered33.75.751115I or IIOther

Om ZOm XCd ZCd XRho ZRho X

114411

Hot Rolled Steel PropertiesLabel E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt

1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.12 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.23 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.14 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.35 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.36 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.27 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3

Joint Coordinates and TemperaturesLabel X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

1 N40 1.401135 -.5 10.947687 02 N2 1.401135 -.5 16.613687 03 N3 4.401135 -.5 10.947687 04 N4 4.401135 -.5 16.613687 05 N5 7.401135 -.5 10.947687 06 N6 7.401135 -.5 16.613687 07 N7 10.401135 -.5 10.947687 08 N8 10.401135 -.5 16.613687 09 N14 1.401135 -.5 14.863687 010 N15 4.401135 -.5 14.863687 011 N16 7.401135 -.5 14.863687 012 N17 10.401135 -.5 14.863687 013 N13 1.401135 -1 10.947687 014 N14A 10.401135 -1 10.947687 015 N15A 1.401135 -1 14.447687 016 N16A 10.401135 -1 14.447687 017 N17A 1.401135 -1 17.947687 018 N18 10.401135 -1 17.947687 019 N19 1.401135 -1 21.947687 0RISA-3D Version 16.0.5 Page 2 [P:\...\MiMO Project\CT03XC349\Structural\3D\CT03XC349 - SA.r3d]



Joint Coordinates and Temperatures (Continued)Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

20 N20 10.401135 -1 21.947687 021 N21 1.401135 -.5 12.836354 022 N22 10.401135 -.5 12.836354 023 N23 1.401135 -1 16.613687 024 N24 10.401135 -1 16.613687 025 N25 1.401135 -1 14.863687 026 N26 10.401135 -1 14.863687 027 N27 1.401135 -1 12.836354 028 N28 10.401135 -1 12.836354 029 N29 2.401135 -1 10.947687 030 N30 9.401135 -1 10.947687 031 N31 1.401135 -1 16.197687 032 N32 10.401135 -1 16.197687 033 N33 7.401135 -1 10.947687 034 N34 4.401135 -1 10.947687 035 N35 4.401135 -1 16.197687 036 N38 7.401135 -1 16.197687 037 N37 4.401135 -.5 16.197687 038 N38A 7.401135 -.5 16.197687 039 N39 3.651135 -.5 14.863687 040 N40A 3.651135 -.5 16.613687 041 N41 5.901135 -.5 16.613687 042 N42 5.901135 -.5 14.863687 043 N43 8.151135 -.5 16.613687 044 N44 8.151135 -.5 14.863687 045 N45 2.401135 -.5 10.947687 046 N46 10.401135 -1 19.947687 0

Joint Boundary ConditionsJoint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]

1 N402 N23 N34 N45 N56 N67 N78 N89 N1410 N1511 N1612 N1713 N1314 N14A15 N15A16 N16A17 N17A18 N1819 N19 Reaction Reaction Reaction Reaction Reaction Reaction20 N20 Reaction Reaction Reaction Reaction Reaction Reaction21 N2322 N2423 N2524 N2625 N29 Reaction Reaction Reaction Reaction Reaction Reaction




Joint Boundary Conditions (Continued)Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]

26 N30 Reaction Reaction Reaction Reaction Reaction Reaction27 N3128 N3229 N4530 N46

Hot Rolled Steel Design ParametersLabel Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torq... Kyy Kzz Cb Function

1 M1 W6x15 9 Lbyy Lateral2 M2 W6x15 9 Lbyy Lateral3 M3 W6x15 9 Lbyy Lateral4 M4 W6x15 5.666 Lbyy Lateral5 M7 W6x15 5.666 Lbyy Lateral6 M13 L4x4x4 1.75 Lbyy Lateral7 M14 L4x4x4 1.75 Lbyy Lateral8 M8 W8x24 11 Lbyy Lateral9 M9 W8x24 11 Lbyy Lateral10 M10 W8x24 9 Lbyy Lateral11 M11 W8x24 9 Lbyy Lateral12 M12 W8x24 9 Lbyy Lateral13 M13A W8x24 9 Lbyy Lateral

Joint Loads and Enforced Displacements (BLC 1 : DL)Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f...

1 N18 L Y -.152 N46 L Y -.153 N3 L Y -.114 N45 L Y -.11

Member Distributed Loads (BLC 9 : BLC 1 Transient Area Loads)Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%]

1 M1 Y -.008 -.008 .75 8.252 M2 Y -.011 -.027 0 1.83 M2 Y -.027 -.037 1.8 3.64 M2 Y -.037 -.037 3.6 5.45 M2 Y -.037 -.027 5.4 7.26 M2 Y -.027 -.011 7.2 97 M3 Y -.016 -.026 0 1.88 M3 Y -.026 -.034 1.8 3.69 M3 Y -.034 -.034 3.6 5.410 M3 Y -.034 -.026 5.4 7.211 M3 Y -.026 -.016 7.2 912 M4 Y -.01 -.013 0 2.5513 M4 Y -.013 -.016 2.55 5.09914 M7 Y -.01 -.013 0 2.5515 M7 Y -.013 -.016 2.55 5.09916 M13 Y -.023 -.023 0 1.7517 M14 Y -.023 -.023 0 1.75

Member Distributed Loads (BLC 10 : BLC 8 Transient Area Loads)Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%]

1 M1 Y -.032 -.032 .75 8.25




Member Distributed Loads (BLC 10 : BLC 8 Transient Area Loads) (Continued)Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%]

2 M2 Y -.043 -.107 0 1.83 M2 Y -.162 -.325 1.8 3.64 M2 Y -.325 -.446 3.6 5.45 M2 Y -.15 -.107 5.4 7.26 M2 Y -.107 -.043 7.2 97 M3 Y -.063 -.103 0 1.88 M3 Y -.103 -.135 1.8 3.69 M3 Y -.135 -.135 3.6 5.410 M3 Y -.135 -.103 5.4 7.211 M3 Y -.103 -.063 7.2 912 M4 Y -.041 -.053 0 2.5513 M4 Y -.053 -.064 2.55 5.09914 M7 Y -.041 -.052 0 2.5515 M7 Y -.052 -.064 2.55 5.09916 M13 Y -.09 -.09 0 1.7517 M14 Y -.09 -.09 0 1.7518 M1 Y -.059 -.059 3.331e-16 2.2519 M2 Y -.059 -.059 3.331e-16 2.2520 M1 Y -.029 -.253 1.8 321 M1 Y -.253 -.302 3 4.222 M1 Y -.302 -.135 4.2 5.423 M13 Y -.282 -.745 .002 .43924 M13 Y -.745 -.976 .439 .87525 M13 Y -.976 -.745 .875 1.31126 M13 Y -.745 -.282 1.311 1.74827 M1 Y -.096 -.057 3.6 5.428 M1 Y -.057 -.018 5.4 7.229 M2 Y -.044 -.098 3.6 4.830 M2 Y -.098 -.082 4.8 631 M2 Y -.082 -.009 6 7.232 M14 Y -.091 -.24 .0006793 .43833 M14 Y -.24 -.315 .438 .87534 M14 Y -.315 -.24 .875 1.31235 M14 Y -.24 -.091 1.312 1.7536 M1 Y -.226 -.226 6.75 937 M2 Y -.226 -.226 6.75 9

Member Area Loads (BLC 1 : DL)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf]

1 N40 N2 N8 N7 Y Two Way -.015

Member Area Loads (BLC 8 : LL)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf]

1 N40 N2 N8 N7 Y Two Way -.062 N14 N2 N40A N39 Y Two Way -.0673 N39 N40A N41 N42 Y Two Way -.6594 N42 N41 N43 N44 Y Two Way -.2135 N44 N43 N8 N17 Y Two Way -.258

Basic Load CasesBLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P...

1 DL DL -1 4 12 W-NS WL




Basic Load Cases (Continued)BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P...

3 W-EW WL4 w-ns WL5 w-ew WL6 Weight-noice DL7 Weight-ice SL8 LL LL 59 BLC 1 Transient Area... None 1710 BLC 8 Transient Area... None 37

Load CombinationsDescription S... P... S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...

1 1.4DL Yes Y 1 1.4 6 -1.4 8 1.62 1.2DL+1.6Wo 0deg Yes Y 1 1.2 6 -1.2 2 1.6 3 8 1.63 1.2DL+1.6Wo 30deg Yes Y 1 1.2 6 -1.2 2 1.3... 3 .8 8 1.64 1.2DL+1.6Wo 60deg Yes Y 1 1.2 6 -1.2 2 .8 3 1.3... 8 1.65 1.2DL+1.6Wo 90deg Yes Y 1 1.2 6 -1.2 2 3 1.6 8 1.66 1.2DL+1.6Wo 120deg Yes Y 1 1.2 6 -1.2 2 -.8 3 1.3... 8 1.67 1.2DL+1.6Wo 150deg Yes Y 1 1.2 6 -1.2 2 -1.... 3 .8 8 1.68 1.2DL+1.6Wo 180deg Yes Y 1 1.2 6 -1.2 2 -1.6 3 8 1.69 1.2DL+1.6Wo 210deg Yes Y 1 1.2 6 -1.2 2 -1.... 3 -.8 8 1.610 1.2DL+1.6Wo 240deg Yes Y 1 1.2 6 -1.2 2 -.8 3 -1.... 8 1.611 1.2DL+1.6Wo 270deg Yes Y 1 1.2 6 -1.2 2 3 -1.6 8 1.612 1.2DL+1.6Wo 300deg Yes Y 1 1.2 6 -1.2 2 .8 3 -1.... 8 1.613 1.2DL+1.6Wo 330deg Yes Y 1 1.2 6 -1.2 2 1.3... 3 -.8 8 1.614 1.2DL+1.0Wi+1.0DLi 0deg Yes Y 1 1.2 6 -1.2 5 1 4 7 -1 8 115 1.2DL+1.0Wi+1.0DLi 30deg Yes Y 1 1.2 6 -1.2 5 .866 4 .5 7 -1 8 116 1.2DL+1.0Wi+1.0DLi 60deg Yes Y 1 1.2 6 -1.2 5 .5 4 .866 7 -1 8 117 1.2DL+1.0Wi+1.0DLi 90deg Yes Y 1 1.2 6 -1.2 5 4 1 7 -1 8 118 1.2DL+1.0Wi+1.0DLi 120deg Yes Y 1 1.2 6 -1.2 5 -.5 4 .866 7 -1 8 119 1.2DL+1.0Wi+1.0DLi 150deg Yes Y 1 1.2 6 -1.2 5 -.8... 4 .5 7 -1 8 120 1.2DL+1.0Wi+1.0DLi 180deg Yes Y 1 1.2 6 -1.2 5 -1 4 7 -1 8 121 1.2DL+1.0Wi+1.0DLi 210deg Yes Y 1 1.2 6 -1.2 5 -.8... 4 -.5 7 -1 8 122 1.2DL+1.0Wi+1.0DLi 240deg Yes Y 1 1.2 6 -1.2 5 -.5 4 -.8... 7 -1 8 123 1.2DL+1.0Wi+1.0DLi 270deg Yes Y 1 1.2 6 -1.2 5 4 -1 7 -1 8 124 1.2DL+1.0Wi+1.0DLi 300deg Yes Y 1 1.2 6 -1.2 5 .5 4 -.8... 7 -1 8 125 1.2DL+1.0Wi+1.0DLi 330deg Yes Y 1 1.2 6 -1.2 5 .866 4 -.5 7 -1 8 1

Envelope Joint ReactionsJoint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N19 max -.012 14 3.757 1 -.796 14 9.95 1 .035 1 0 142 min -.019 1 2.544 14 -1.188 1 6.701 14 .023 14 0 23 N20 max -.003 14 4.268 1 -.872 14 11.027 1 .018 1 -.001 144 min -.005 1 2.949 14 -1.3 1 7.533 14 .012 14 -.002 25 N29 max .308 1 4.529 1 1.213 1 -.026 14 1.226 1 -1.295 146 min .221 14 3.145 14 .812 14 -.038 1 .821 14 -1.971 17 N30 max -.206 14 4.478 1 1.275 1 -.027 14 -.872 14 2.14 18 min -.284 1 3.074 14 .856 14 -.041 1 -1.298 1 1.414 149 Totals: max 0 1 17.033 1 0 110 min 0 14 11.712 14 0 14




Envelope AISC 14th(360-10): LRFD Steel Code ChecksMember Shape Code Check Loc[...LCShea...Loc[...DirLCphi*Pn...phi*Pnt...phi*Mn...phi*Mn...Cb Eqn

1 M13 L4x4x4 .247 .401 1 .086 0 z 1 55.068 62.532 3.138 6.715 1...H2-12 M2 W6x15 .186 4.406 1 .063 9 y 1 132.912 199.35 16.283 38.122 1...H1-1b3 M14 L4x4x4 .147 .401 1 .083 .109 z 1 55.068 62.532 3.138 6.715 1...H2-14 M9 W8x24 .132 0 1 .073 0 y 1 194.62 318.6 32.138 86.625 2...H1-1b5 M8 W8x24 .119 0 1 .064 0 y 1 194.62 318.6 32.138 86.625 2...H1-1b6 M12 W8x24 .102 3 1 .059 0 y 1 229.06 318.6 32.138 86.625 1...H1-1b7 M7 W6x15 .083 1.771 1 .028 5.666 y 1 169.762 199.35 16.283 38.122 1...H1-1b8 M4 W6x15 .078 1.771 1 .027 5.666 y 1 169.762 199.35 16.283 38.122 1...H1-1b9 M13A W8x24 .074 8.063 1 .073 8.063 y 1 229.06 318.6 32.138 86.625 4...H1-1b10 M1 W6x15 .061 4.125 1 .021 9 y 1 132.912 199.35 16.283 38.122 1...H1-1b11 M3 W6x15 .018 6 1 .014 3 y 1 132.912 199.35 16.283 38.122 2...H1-1b12 M11 W8x24 .004 4.5 1 .003 0 y 1 229.06 318.6 32.138 86.625 1...H1-1b13 M10 W8x24 .004 4.5 1 .003 0 y 1 229.06 318.6 32.138 86.625 1...H1-1b
